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HomeMy WebLinkAboutTRUSS PAPERWORKSite Information: 6904 Parke East Blvd. Customer Info: ADAMS HOMES Project Name: 1817199 Model: 2265 CR 3C Tampa, FL33610-4115 Lot/Block: 40/2/34 Subdivision: ST LUCIE COUNTY/ WATERSTONE Address: 8529 WATERSTONE BLVD, . City: FORT PIERCE State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 SCANNED Wind Code: ASCE 7-10 Wind Speed: 160 mph BY Roof Load: 37.0 psf Floor Load: N/A psf st wm m This package includes 48 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# 1 T17293407 A01 6/10/19 23 T17293429 2 T17293408 A02 6/10/19 24 T17293430 3 T17293409 A04 6/10/19 25 T17293431 4 T17293410 B71C 6/10/19 26 T17293432 5 T17293411 B9C 6/10/19 27 T17293433 6 T17293412 B11C 6/10/19 28 T17293434 7 T17293413 B13C 6/10/19 29 T17293435 8 T17293414 B15 6/10/19 30 T17293436 9 T17293415 B17 6/10/19 31 T17293437 10 T17293416 B19 6/10/19 32 T17293438 11 T17293417 B21 6/10/19 33 T17293439 12 T17293418 C1 6/10119 34 T17293440 13 T17293419 C3 6/10/19 35 T17293441 14 T17293420 C5 6/10/19 36 T17293442 15 T17293421 D7 6/10/19 37 T17293443 16 T17293422 D9 6/10/19 38 T17293444 17 T17293423 D11 6/10/19 39 T17293445 18 T17293424 D13 6/10/19 40 T17293446 19 T17293425 D15 6/10/19 41 T17293447 20 T17293426 D17 6/10/19 42 T17293448 21 T17293427 D19 6/10/19 43 T17293449 22 T17293428 D21 6/10/19 44 T17293450 Truss Name Date E7 E7G. E7S E7V EM E7V2 E7V3 E22 GI G7 G11 G13 G15 G17 GX M MG Mx The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the apNicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSI/rPl 1, Chapter 2 9 9 9 9 9 9 9 9 9 Date: //+a REVIEWrED FOR CODE `6,e Lr�tb��Ot6d� i S`T. LUCI BO C ,�p� uurgi tj N 182 * 'rT Z TATE OF :�44/` c,OR1%``� '��,`,` r,rlrrN Ail-11% Velez PE o.68182 6A, Int FL rt6634 rke EastB .TampaFL33610 June 10,2019 Velez, Joaquin 1 of 2 t RE: 1817199 - LOT 40/2/34 SLC/WATERSTONE Site Information: Customer Info: ADAMS HOMES Project Name: 1817199 Model: 2265 CR 3C Lot/Block: 40/2/34 Subdivision: ST LUCIE COUNTY / WATERSTONE Address: 8529 WATERSTONE BLVD, . City: FORT PIERCE State: FLORIDA No. Seal# Truss Name Date 45 T17293451 PB 6/10/19 46 T17293452 PB1 6/10/19 47 T17293453 R2 6/10/19 48 T17293454 R7 6/10/19 2of2 Job Truss Tnus Type Ply LOT 40/2/34 SLCAVATERSTONE T17293407 1817199 !A01 �Qty PIGGYBACK BASE TRUSS 5 1 Job Reference o tional dowels rirstsource team ury, rky, Tram sn y. r.- uuooq 6.00 12 4x6 G _ 1.5.8 � l� ,2 0 3x6 = 5x6 = 5x6 = 6 7 29 16 30 15 3x4 = 3x6 = 33 1312 3x4 - 46 = 1.5x6 STP = 27 Scale=1:80.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.37 18-21 >281 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) 0.2818-21 >378 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.88 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 2371to FT=20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-4-5 oc bracing. 4-18: 2x4 SP No.3 WEBS 1 Row at midpt 5-17. 6-16 WEBS 2x4 SP No.3 REACTIONS. (lb/size)I 2=391/0-8-0, 18=1585/0-3-0, 10=1325/0-7-8 Max Holz 2=-421(LC 8) Max Uplift 2=-460(LC 10), 18=828(LC 10), 10=-682(LC 10) Max Gmv 2=395(LC 19), 18=1737(LC 15), 10=1424(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-362/484,3-4=-279/421, 4-5=-239/481, 5-6=-1469/1220, 6-7=-1373/1164, 7-8- 1564/1197, 8-9=-2288/1438, 9-10_ 2484/1487 BOT CHORD 2-18=-378/230, 17-18=-1592/664, 4-17=-328/252, 16-17=640/1338, 14-16=-478/1268, 12-14=-865/1710,10-12=-1110/2144 WEBS 3-18= 275/383,5-17=-1761/726,5-16=-2/264, 6-16=-147/256, 6-14=-78/389, 7-14=-209/426,8-14=-707/509,8-12=-143/540,9-12=-350/296 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=5.8ps1; h=1 Bit; B=45ft; L=40ft; eave=5fl; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-4-2. Exterior(2) 15-0-2 to 31-1-13, Interior(1) 31-1-13 to 40-M. Extedor(2) 40-0-0 to 44-" zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 anyother members, with BCDL= 10.0psf. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (jt=11h) 2=460, 18=828, 10=682. Joaquin Velez PE No.60182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 WARNING rlry design peMfretere ONn S AND NCLUDED eEFpa£a9£. �esign onnectONOTES validfaruse opplywith ThIs is basedonlyuponparametersshown. and Isfor anicorport bulking componentnot lldfor Is based onlyuponpa£KR£EERhow£PAGEMbranIreeidual building mustverifytheappllcauss of and properly Incorporate9sls nInto the overall frui system. BeforengItheated andlparameters a tdesigner ary permanent bracing preventventco bucelrgh lndlvlduaihuss weband/or temporary Addigeneral building dequir Bforsta MiTek r pdtydamasonly. dtise stability and Is always required for eliveiry, and to prevent collapse with possible personal systems, 58 and property tlittymoge. For general guidance Building 03a419 and BC31 Suatlbp component o p 69M Parka East 13W. Safety Inlormationa 011oble from Truss Plate Instf te.2 8 N. We Sheaf, ul a 312, AIBNonddo, VA 22314Merlo, Tampa, FL 33610 Job Tnss TrussType t 3 Ory Ply=RSTONET17293408 1817199 A02 PIGGYBACK BASE TRUSS bunuers rirsmourca triarn'ny, rW, non..ny, r�-a.» ' 14-0 4-1e2 . 8-11-0 1 15-1-6 3xB = 6.00 12 1 Sx8 = 19 6x8 = 5x6 = Sxfi 7 a 32 17 33 16 34 15 3x4 = 3x6 = 3.8 = 36 1413 3x4 = 3x6 = 3x6 = 3x8 MT20HS I I 611-0 Elt-0 )-¢p17d8 2580 31.7-0 4230 42]R sn-0 "'a I a.I eaa I ]n1-0 l e-es Scale=1:80.6 Plate Offsets(XY)-- [4:0-0-00-1-12] [4:0-2-120-3-4] [5:0-1-150-0-01 P'0-3-00-2-01 [8:0-3-00-2-0] [10:0-3-00-3-0] [11:0-0-BEdge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.29 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Sc 1.00 Vert(CT) -0.6017-18 >714 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.88 Horz(CT) 0.09 11 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 237 lb FT=20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-7 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. 5-19: 2x4 SP No.3 WEBS 1 Row at midpt 6-18, 7-15 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=324/0-8-0, 19=1574/0-3-0, 11=1403/0-3-8 Max Harz 2=421(LC 8) Max Uplift 2=-372(LC 10), 19=-820(LC 10), 11=-711(LC 10) Max Grav 2=325(LC 19), 19=1752(LC 15), 11=1500(LC 16) FORCES. (Ib) - Man CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-345/369, 3-5=-308/409, 5-6=-394/499, 6-7=-1765/1333, 7-8=-1464/1204, 8-9=-1667/1242,9-10= 2304/1422, 10-11=-2471/1458 BOT CHORD 18-19= 1652l745, 5-18=-480/361, 17-18=-784/1737, 15-17=-535/1457, 13-15=-883/1771, 11-13=-1064/2118 WEBS 6-18=-1836f796, 6-17=-179/383, 7-17=250/543, 7-15=-106/296, B-15=-230/495, 9-15=-663/480, 9-13=-88/443, 10-13= 274/247 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=5.8psY h=15fh B-4511; L=40ft; eave=511; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0to 15-4-2, Extenor(2) 15-4-2 to 31-1-13, Interior(1) 31-1-13 to 40-0-0, Extedor(2) 40-0-0 to 44-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown;'Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = t O.Ops1. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=372, 19=820, 11=711. Joaquin Velez PE No.68182 M[Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ARNIN - e I I EAG ON (S ANDINCLUDE0 MREKREFERANCE PAGE MLL]4)arev. IbDa20159EF08C USE. W G VetltyO sgnpemme emenCR NOTES TN eslgn valid foruse only with MBekm connectors.Thistlesign u basetl only upon parameters shown, and is for an lndlvltluol bulltling component,not q fruss s951em. Beforeuse, the builtling tlesgner must verlN the appllcablllN of tleslgn parameters antl properly Incorporate tt,b design Into the overall build ng design. Braclog lndicafed lsto prevent buckling gflydividuol buss web and/orchortl members only. Additional temporary and permonentbrccing },�'� ■•�Y■ MiTek' 6 always required farstabllly antl to prevent collapse with possible personal Nlury and pracery daMymage. For general gultlance re'.,d_gthe tam. camp gn.nt fabrity 1. stoft tloeeobla from Truss Plate Insfld tolMe, 21B N. La Street, 5 It 312. Al MS 11 aafNVlnlmmafb VQA 22314m.dq DSB-09 anC fIC51 BWtlhp Tampa, FLe 33610Eas tytl Job Truss Thus Type( Oty Ply LOT 40/2/34 SLCANATERSTONE r T17293409 1817199 A04 1 1 Jab Reference (optional) BUII90M inedb0urce (Ylam 011y, I-L), mint ully, rL - JJao/, d 5x6 = 6.00 12 5x6 _ 5 6 19 13 12 I1 re 3x6 = 3x6 II 2x4 II 5x8 = 3x6 II Scale =1:78.8 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ve t(CL) -0.22 14-15 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.3914-15 >999 180 BCLL 0.0 ' Rep Stress ]nor YES We 0.93 Ho2(CT) 0.08 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP -CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 3-19,7-12: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP jJo.3 REACTIONS. (Ib/size)2=270/0-e-0, 19=1602/0-3-0, 10=1342/0-3-8 WEBS Max Ho,lz 2=400(LC 9) Max Uplift 2=282(LC 10), 19=-862(LC 10), 10=-593(LC 10) Max Grav 2=272(LC 19), 19=1672(LC 15), 10=1375(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-361/423, 3-0=-1972/1275, 4-5=-1647/1228, 5-6=-1391/1217, 6-7=-195B/1542, 7-8=-1942/1370,8-9=-1623/1039, 9-10_ 1306/908 BOT CHORD 18-19a1676/982, 3-18=-1611/1020, 15-17=-941/1811, 14-15- 668/1398, 7-14=-284/364 WEBS 3-17==844/1599, 4-15=-421/354, 5-15=-142/468, 6-14=-537/877, 11-14=-821/1467, B-14=-81/447, B-11=-735/588, 9-11=-758/1356 PLATES GRIP MT20 244/190 Weight: 2651b FT=20% Structural wood sheathing directly applied or 3-3-14 oc pudins, except end verticals. Rigid ceiling directly applied or4-3-14 oc bracing. Except: 10-0-0 oc bracing: 12-14 1 Row at midpt 4-15, 6-15 NGTES- 1) Unbalanced met 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.Bpsf; h=15fq B=45ft; L=40ft; eave=SfC Cat. II; Exp Q Encl., GCpi=0.18; MW FRS (directional) and C-C Extedar(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 15-4-2. Extedor(2) 15-4-2 to 31-3-14, Interpol) 31-3-14 to 38-1-12, Exterior(2) 38-1-12 to 42-1-12 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Bearings are assumed to be: , Joint 19 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=282, 19=862, 10=593. Joaquin Velez PE No.60182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 �WANNING-yydeslgape-Wen, end NEAR NOTES ON THISANOINCLUOEO MREKNEFENANCEPAGEMII-147a rev. 10NY1015BEFONEUS1 Oesign valid for use only with M6eM connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a nuns system. Befora�use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling Individual Was web chord members only. Additional temporary and permanent bracing M!Tek' prevent of and/or Is always requiredfor,soloillty and to prevent collapse with posvble personal inlury and property damage. For general Oil regarding the fabrication, storage. ppelNery. erection and bracing of hums and trim systems seeANSUIPIt Quo' 11yy Criteria, DSB 69 and SCSI Building Component 69M Parka East Blvd.. Tampa, FL 33610 Safety 6rformationatabio from Truss ate Insfil 218 N. Lee Stoat. Suite 312. Alexandria VA 22314. N Job Thus Truss Type - t 1 Oty, Ply LOT 40/2/345LC/WATERSTONE T77293410 1817199 B7C HALF HIP TRUSS 1 2 Jab Reference o banal Bu lgers FlrstSourpe (Plant Ulty,'FL7, viamt uty, n- aaobr, ld 3-9A 74H1 13-56 11-4&56 1-9 20 19 18 • 46 = 3x8 3x6 MT20HS = 2x4 II 6.00 12 5x6 = 3x8 = 5x6 = Sx8 = 5x6 = 4x6 = 46 = 4 5 24 6 7 25 26 B 9 10 17 16 15 14 5x8=3x8 = 2x4 II 6x8 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d TCLL 20.0 Plate Gdp DOL 1.25 TC 0.79 Vart(LL) 0.37 17-18 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(GT) -0.4817-18 >843 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(CT) 0.13 14 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER- BRACING - TOP -CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD I WEBS REACTIONS. (lb/size) 11=876/0-8-0. 2=2489/0-8-0, 14=3790/0-3-0 Max Harz 2=243(LC 8) Max Uplift 11=-474(LC 5). 2=-1401(LC 8), 14=-2120(LC 8) Max Grav 11=953(LC 14), 2=2872(LC 13), 14=4189(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3— 5753/2689, 3-4=-5622/2644, 4-5=-5121/2454, 5-6=-6666/3269, 6-7=-6666/3269, 7-8=-175/271, 8-9=-535/798, 9-10=-1856/948, 10-11— 823/565 BOT CHORD 2-20=-2512/5135, 18-20=-3392/6914, 17-18=-3392/6914, 15-17=-2192/4520, 14-15=-2192/4520,13-14=-1718/1044,8-13=-833/686,12-13=-986/1874 WEBS 4-20=-760/1998, 5-20=-2118/1078, 5-18=0/400, 5-17=-283/198, 6-17=-795/676, 7-17=-1230/2451,7-15=0/466,7-14=-5333/2635,9-13=-2755/1508, 9-12=-161/394, 10-12=-925/1800 Scale = 1:84.6 11 3.50112 1.5x8 STP= 3x4 II PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 482 lb FT=20% Structural wood sheathing directly applied or 4-5-6 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 7-14 NOTES- 1) 2-ply truss to be connected together with 10d (0.131°x3°) nails as follows: Top chords connected as follows: 2x4 - i row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Bpsf; h=15ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.16; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with anyother 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) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 10) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) except 61=11a) 11=474, 2=1401, 1�1-2120. 12).Girder carries hip Ind with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 13) Hangerls) or other,connection device(s) shall be provided sufficient to support concentrated load(s) 733lb down and 304 lb up at Im Joaquin Velez PE No.66182 MTek USA, Ino. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 �WANNINO- Vedry Eeslgnpemmefersand NFAO NOTE60N INAS AND INCLUOEa MREK REFERANCE PAGEMIN4Tl rev. taN32ola BEFORE USE not . Design volld for use ohly with MR.connectors, 7hb tlaslgn Is bsetl only upon parameters shown, and Is for an Intlivitlual bulltling component, net �t a truss rystem. Before use, the building designer mustverlfy me.pplicabllity of tlaslgn parameters and properly Incorporate this tlaslgn Info the building tlaslgn. Bracing lntlicated isfo prevent buckling of lndNlduolfru_web and/or chorftjd members only. Additlonaltemporary and permanent bracing MiTek' Is always raqulrad toGstablllty and to prevent collaps0 with possible person., Nfury and properly daB_age. For general guidance mgto artlNg me b age ng of218 Ne 22314�orb.OSBBV end BC5I Bu1LInp Componml 6ef.trlofg..Wrxrv.'.blliv.e hom Truss not. lnosctilm Lee Stee.�te 312.Al...nd'.VVA TvnpaaR 33810Na Job Truss Truss Type r s city LOT 40/2/34 SLCNJATERSTONE T17293410 1817199 I B7C HALF HIP TRUSS 1 2 Job Reference (optional) Builtlers FrstSource (Plan City, FL), Plant City, FL- 33567, a:eaus May a 2019 Muex industries, mu. rvmn vun ie i.a o:m mm rayvc ID:6gDIOH2OVeg1NklsxoNemzyuULB-01sr7VwAun6079GH09gOdIdlEgXVO7pFIZ71P2z7i96 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-10=-112(F=-58), 20-21=-20, 14-20=-42(F=-22), 12-13=-42(F=-22), 11-12=-42(F=-22) Concentrated Loads (Ib) Vert: 20— 475(F) WARNING deslgn peremeMn: end READ N07ES ONTNL9 AND INCLUDED MREK REFERANCE PAGEM0.79TJrev. rn9M0159EFORE USE Deslgn vclldfor use only wlth MReIQ connectors.Thls ci.slgn bbOsetl only upon parameters I'.. and Is for an I'd duel bulltling component, not a 1russ5ystem. safe. use, the bulltling designer must verify Me appllcablllty of deslgn parameters ontl properly In.."' '.to iha deslgn Into the overall bulltling deslgn. &p Ing Indicated 4to vent buckling of'ndvlduoltvss woo ontl/o....Idmemb.n.nly. AddifiEl temporary and permanent bracing MiTek' pre Is always requpetl for stabYlty on to prevent collapse with possible personal InJury and property damage. For general gultlpnce mgartling the fobticptlon, sbrogo. 0.IN.ry. erection ontl bracing of insssas ontl muss MlemA seeMSUR'11 a.. Sytys. CMeAn, USM9 and SCSI lW dog Cam oo ..I Sooty Mrormptbrk.Jaloble from ➢uss Plot. Im 11 .. 21 S N. Lee S.eet Sulto 3,Z AlexandtlO VA 22314. fi9W Palle East M. Tampa. FL 33610 Job Truss Thus Type s a Oty Ply LOT 4012/34 SLCNVATERSTONE T17293411 1817199 B9C Half Hip Thus 1 1 Job Reference (Optional) buuGers rlrstbource (riarn ury, I-L{, ream ury, IL-ooaor, 5x6'= 5.8 = 5x6 = 3x4 II 5x6 = 4x6 = 6.00 FT 4 24 25 265 6 27 28 7 8 29 9 18 17 16 15 4.6 = 3x8 = 3.8 MT20HS= 2x4 It 3.8 = 14 13 3x6 = 6x8 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TOLL 20.0 Plate Grip DOL 1.26 TO 0.89 Ved(LL). 0.22 16 >999 240 TOOL 7.0 Lumber DOL 1.25 BC 0.87 Ven(CT) -0.3418-21 >999 180 BCLL 0.0 ' Rep Stress )nor YES W B 0.89 Hom(CT) 0.11 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER- TOPCHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 7-13: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 10=426/0-8-0, 2=1298/0-8-0, 13=1790/0-3-0 Max Horz 2=297(LC 10) Max Uplift 10=-195(LC 7), 2=-636(LC 10), 13=-845(LC 10) Max Grav 10=428(LC 20), 2=1298(LC 1), 13=1790(LC 1) Scale = 1:84.6 10 3.50 12 1.5x8 STP=. 3.4 II PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 245 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-7-3 cc bracing. WEBS 1 Row at micipt 5-18, 5-14, 6-13 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 2316/1541, 3-4=-2065/1335, 4-5=-1820/1284, 5-6=-1653/990, 8-9=-534/277, 9-10=-363/305 BOT CHORD 2-18=-1614/2046, 16-18= 1504/2311, 14-16=-1504/2311, 13-14=-985/1636, 12-13=-743/525, 7-12=-340/321, 11-12=-297/538 WEBS 3-18==347/379,4-18= 197/6(14, 5-18=-667/253, 5-16=0/311, 5-14=-752/587, 6-14=-183/610, 6-13=-1974/1225, 8-12=-787/519, 9-11=-271/530 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=4.2psh BCDL=5.8ps1; h=151t; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-0 to 2-8-0, Intenor(1) 2-8-0 to 3-4-2, Exterior(2) 3-4-2 to 14-7-14, Interior(1) 14-7-14 to 42-6-4, Fxtedor(2) 42-6-4 to 46-6-4 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joints) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 10=195, 2=636, 13=845. 10 N Joaquin Velez PE No.68182 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 �WARNMG-Verify Pslgn N porsmeters and READNOTES ON TRIS ANOINCLUOEO M?EK REFERANCE PAGE MIN4" rev "N 0r59EFORE USE DeslOn valltl for useo ja-.Betore�use, D fruss ly win MBeMconnectors.ihls dwIgh is based only upon parameters shdwn.-rd is tot anindlvldualbullding component.not Me bulIng tleEner must werlry the appllcablliry of tleslgn parameters antlproperly Incoiporpm thistleslgn info the overall �bulltling tlesig^. Bradnglntlic.mc! is fo prevent buckling of IndNitlual huss web and/or chord members only, Atltlltl^nal temporcry and permanent bradng MiTek' u always moulmtl tor51ab01ty antl to prevent collapse wlm possible personal lnlury and property tl11a1ymoga• Far gane,al gultlt.ance regaiding the Wa inlelmalbnovoiablIlve hem Truss Plate InsrV.2 8NBL aSh ef. S.O. 3, 2. A1.onUC o1, VVA 22314�� D6629 and !QIBU10119 Companml Twvea Le Wfi'OBNd. s Truss Truss Type Oty Ply LOT 40/2/34 SLC/WATERSTONE , 1 T17293412 Fob 99 B11 Half Hip Truss 1 1 Job Reference (optional) umvers rlmmource Irlam idly, rL). ream uW, rL-a.aor, Sx8 = 3x6 = 4 9a 9s 5 Sx6 = 3x4 II 6 27 28 7 BAxfkYTg W I l lyTSr5 W Ui4SJBc7Vz7j9E 5x6.= 46 = 8 29 9 3x6 4 3 xB STP= 24 23 12 5x6 = 19 18 11 'u 16 '� " 14 " 13 46 = 2x4 II 3xS - 3x6 = 3x8 = 3x6 = 6x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.17 16-18 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT)-0.2813-14 >999 180 BCL1_ 0.0 ' Rep Stress Incr YES We 0.85 Horz(CT) 0.09 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH LUMBER- BRACING - TOP -CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except- 7-13: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size] 10=429/0-8-0, 2=1299/0-8-0, 13=1787/0-3-0 Max Harz 2=351(LC 10) Max Uplift 10=-193(LC 7), 2=-627(LC 10), 13=-855(LC 10) Max Grav 10=432(LC 20), 2=1372(LC 15), 13=1787(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 2458/1433, 3-4=-2003/1239, 4-5=-1952/1247, 5-6=-1410/833, 8-9=-394/198, 9-10=-365/302 BOT CHORD 2-19=-1567/2226, 18-19=-1567/2226, 16-18= 1200/1772, 14-16=-1247/1952, 13-14=-828/1393,12-13=-741/529,7-12=-342/325, 11-12=-2121398 WEBS 3-18=-531/421,4-18=-130/444, 4-16=-89/397, 5-14=-682/521, 6-14=-222/665, 6-13=-1764/1093,8-12=-610/405, 9-11=-202/410 Scale =1:84.6 10 1.5.8 STP= 3SO 12 3x4 II PLATES GRIP MT20 244/190 Weight: 261 lb FT=20% Structural wood sheathing directly applied or3-2-15 oc pudins, .except end verticals. Rigid ceiling directly applied or 4-8-7 oc bracing. 1 Row at midpt 5-14, 6-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Bpsf; h=15ft; B=451t; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 54-2, Exterior(2) 5-4-2 to 16-7-14, Intenor(1) 16-7-14 to 42-64, Exterior(2) 42-64 to 46-64 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This Russ has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 10 considers parallel to grain value using ANS rrPI 1 angle to grain formula. Building designer should verify capacity of bearing sudace. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 10=193, 2=627. 13=855. I¢ N Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data: June 10,2019 WARNING-VeH/ydies/gnparAmofarsendREADNOTESONTNISAND/NDLUDEDMIIEKREFERANCEPAGEM/L74TJrev.1NAY2a18aEFOREUSE Design valitl for use oPly with MRel�connectors. This tleslBn is basetl only up. n parameter shown, and is for anlntllvltlual bulltling component,not lid ■■ Nil a hussS, Berore use, the bulltling designer must verity the appI cabllity of design parameters -rid properly Incorporate hsls design Info the ovewll 'bulltling tlslgn. Brading isalwaysrequiredfor�stablllN intlicatad lsroprever buckling oflntliv'duo, truss web antl/or chortl members only. Adtlltlonal temporary antl permanent bracng ontl to prevent collapse with possible personal InJury antl property tlamag. For general guidance regarding the MiTek- fobrlcaapn, storage. He". erection and bracing of trusses and buss systems, seeAN$VIPII Cue19x Cmrrdo, DS$-$9 end $CSI $uatlbp ComPo...t Sad tv Infarm e8orxrvoaoble from T. ".lns$Nte. 21B N. Lee Sh..t, sun.312 AlexondA. VA 22 14. 6904 Parke East BN4. Tampa, FL 33610 Job Thus Truss Type r f Oty Ply LOT 4012/34 SLCAVATERSTONE T77293413 1817199 B13C Hip Truss 1 1 Job Reference (optio all ......-_.• __-n nn.n •i.r-,.,.. r.... \\..n Am en 1n.10.nY enfO Pana1 ...I -1 ..-, -- SuilDers Firalsource (vial' ury, v), riam wy, IL. oo00r, Sx6 = 6.00 F12 5x8 = 5x6 = 2x4 II 5xe = 2x4 II 4x6 = 4 25 26 27 5 6 28 29 30 7 8 9 of 10 20 19 ' 4x6 = 4x6 = 2x4 II Scale = 1:86.2 11 SxB = BxB _ 1.5x8 STP= 3.50112 3x4 II 34 8 LOADING (pso 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 FBC2017/TPI2014 CSI. TC 0.65 BC 0.69 WB 0.96 Matdx-MSH DEFL, in (too) /dell L/d Vert(LL) 0.22 18 >999 240 Vert(CT) -0.3216-17 >999 180 Hom(CT) 0.09 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 2721b FT=20% LUMBER- SPACING - TOP -CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc puriins, BOT CHORD 2x4 SP N0.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-9 oc bracing. WEBS 1 Row at midpt 5-14, 7-14, 10-12 REACTIONS. (lb/size) 11=16/O-B-0,2=1165/0-8-0, 13=2354/0-3-8 Max Hom 2=383(LC 10) Max Uplift 11=-104(LC 7), 2=550(LC 10), 13=-1104(LC 10) Max Grav 11=84(LC 20), 2=1176(LC 15), 13=2354(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1964/1119,3-4— 2102/1435,4-5=-1580/1102,5-6=-604/419, 6-7=-604/419, 7-8=-989/1437, 8-9= 271/391, 9-10=-285/402 BOT CHORD 2-20=r1280/1751, 16d7=-1360/1844, 14-16=-1069/1671, 13-14=-1188/803, • 12-13=1223/839 WEBS 3-20=-495/555, 3-17=-58/261,4-17=-451/836, 4-16=-399/343, 5-16=-60/397, 5-14=-1173/825.6-14=-382/400, 7-14=-1425/2144, 7-13= 2069/1562, B-12=-760/1131, 9-12=-398/413, 10-12=AB2/341, 17-20=-1374/1875 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=5.8psf; h=15ft; B=45ft; L=4lNk eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1.4-0 to 2-8-0, Interior(1) 2-&0 to 74-2, Exlerior(2) 7-4.2 to 1B-7-14, Interior(1) 18-7-14 to 28-0-2, Extedar(2) 28-0-2 to 34-5-8, Intedor(1) 34-5-8 to 42-6-4, Extedor(2) 42-6-4 to 46-6-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent 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) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 7) Beading at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding. 100 lb uplift at joint(s) except Qt=lb) 11=104, 2=550, 13=1104. Joaquin Velez PE No.60182 fill ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ®WARNING-VeUlydei9n peremeferoend READ NO TES ONTNIS AND INCLUDED M/TEKREFERANCE PAGEM6T973 rev. 1dAY1p15 aEFo EUSE Design valid for uses ly with MRek®connecfors.IDls tleslgnls Dosed Only upon parameter$shown, and is for an lntlNidual bulltling Component not �■' O■ a huss5ysfem. Beforeuse, the bullDing designer must verl(y the applicablllty of design parameters and properly Incorporate this design Into the overall � bullding deegn. &O ing lndicofed is to prevent bucoing of lndlvlduci buss web and/ or chord members Only. Ad femporory and permanent bracing MiTek' gone,nal IS OlwOyerequired for sfabillty and foprevenfcollapse w3h possible personal IN ury ono property tlamage. For general gultlance regOrtling Me fobdca6on storage, delivery. erection and bracing of busses and tnus systems seeANSVIPII CupIM Cm�Op, b61d9 pntl BC51 BUAOYrp WmpOn�nl SObN NIOnnOtbrnJallable ham inns %ate InsaNfe. 218 N. Lee Street Sulle 312, NexaE VA 22 14. fi904 PaMa East Blvd. Tempo, FL 33610 Jah Truss Truss Type , Oty Ply LOT 40/2/34 SLCAVATERSTONE I T77293414 1817199 B15 HIP TRUSS 1 1 Job Reference o darer Bulmers Flrstbource Inert clry, VL1, rrarn sAry, rL-awoq - 5�5-r7 6 8-01.0 15.0.0 11-4 1-4.0 &716 1 3-3.10 6-1-0 6.00 12 5x6 4 426 2x4 O 3 1.5x8 STP = 25 16 m 2 2x4 = a 1 0 17 ' 6x8 = 3x6 = ID:6gDIOH2OVegl NklsxoNemzyuULB-21 My4os14FTJIONJDcEDwgwPafoCjx9W8HPC Scale = 1:76.5 5x8 = 5x8 = 5x8 = 5 27 6 28 29 30 7 2x4 8 46 9 d 10 IL ]7 jo 15 13 3211 31 14 12 3x4 - 3x6 = 3x8 - 3x6 = 3x4 - 4x12 II l� f LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ven(LL) 0.38 17-24 >278 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Van(" -0.3217-24 >331 180 BCLL 0.0 ' Rep Stress Incr YES We 0.49 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 2171b FT=20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. 4-17: 2x4 SP No.3 WEBS 1 Row at midpt 5-13 WEBS 2x4 SP No.3 SLIDER Right 2a6 SP No.2 2-6-0 REACTIONS. (Ib/size 10=1203/Mechanical, 2=384/0-8-0, 17=1550/0-3-0 Max Horz 2=269(LC 9) Max Uplift 10=-552(LC 10), 2=-413(LC 10), 17=-864(LC 10) Max Grav 1D=1238(LC 16), 2=386(LC 19), 17=1554(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-264/350,3-4=-131/267,4-5=-1332/1042, 5-6=-1829/1501, 6-7=-1829/1501, 7-8=1746/1347, 8-10=-1882/1424 BOT CHORD 2-17=; 358/211, 16-17=1415/811, 4-16=-1365/840, 13-15=-645/1131, 11-13=-898fl519, 10-11=-1097/1585 WEBS 3-17=-271/357,4-15=-526/1199, 5-15- 266/286, 5-13=-568/907, 6-13=-520/552, 7-13=-264/460,7-11=-81/336, 8-11=-142/281 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=5.8psf; h=15ft; B=45ft; L=40ft;.eave=5@; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-4-2, Exterior(2) 9-4-2 to 20-7-14, Interior(l) 20-7-14 to 26-0-2, Exterior(2) 26-0-2 to 41-5-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.0ps1 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, with BCDL = 10.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 100 lb uplift at joint(s) except (jt=lb) 10=552, 2=413,17=864. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ®WARNING-Vadry das/gn paremeMre enEREADNDTE50N7N/SANDINCLUDED MmEKREFERANCE PAGEM6T419rev. f6DaQeI' BEFORE USE. Design valid (or uses ly with MRekOl connecfors,Als design is based only upon perametersshown,antllsfa onlndlvltlual bulltling component not a hussSystem. Before bulltling tledgn. Bracling use,}hebuilding designermust verify the appllcab` ofdesign parameters and properly Incorporate this tleslgn Info the overall lno atetl is to prevent buckling of lntlNldual truss web antl/or chprtl members only. Additional temporary and permanen}bmcing MiTek' Is always reg0ed for stability antl}o prevent collapse with possible personal lnlury and property damage. For general gultlonce mgartling the fobricotbn storage, belNery, arecibn antl brocNg of busses and hue systems, seeAN3URll Cua18v CMnb, DSB-09 and BC31 Buldhlg Component G61e Inlnn„r,nnrvvnl 11 hnm Tnrte Mnla Ineri�Oo 91NN Iwa Shwwl. 5, tlfw 319. AlwxnMtln. VA2p.ld fi904 Parke Ea518Md. Tampa, FL 33610 Job Truss Truss Type - Oty Ply LOT 40/2J34 SLCNJATERSTONE r r T17293415 1817199 B17 HIP TRUSS 1 1 Job Reference (optional) Builders FustSUurce (Plant city, tL). Plam Urry, YL-JUaUf, a.cra s may ra core rvn en inuuanea, r,m. rum um, - ,o. o.. , w .. , oeo I ID:6gDIOH2OVeg1NklsxoNemzyuULB-WDwKH7tfrZbafVyVNISStSZM391SL?fNx9gGGz7j9A 1-4TI &11-0 17-0-0 { 23-4-0 29.8.0 354-12 41-5-0 1 h-4-0 5:76 3-3-10 8-1-0 fi-4-0 6 O 5-8-12 6 Scale = 1:76.7 • 5x8 2x4 11 5x8 = 6.00 T2 5 289 29 30 31 ] 3x4 6xB i 27 8 4 92 4x8 2x4 \ 9 3 10 1.5xB STP = 26 Id 17 2 4x6 = 16 33 15 14 34 13 12 11 �N 0 1 3x4 = 3x8 = 3xB = 3x4 = 3x6 = 2x4 11 4x12 11 18 34 = US = B-B-O -0 7--10-00 234400 4-5 .40 8-B-0 8 I fi0 I E9-48-00 -- 5612 1 Plate Offsets (X Y)-- (2:0-6-00-0-61 14:0-4-0 Edge? (5:0-5-B 0-2-47 17:0-6-00-2-81 110:0-7-12 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.38 18-25 >277 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ved(CT) -0.3218-25 >330 180 BCL'L 0.0 ' Rep Stress Incr YES WR 0.64 Hons(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-MSH Weight: 230 lb FT=20% LUMBER- TOPICHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 4-18: 2x4 SP No.3, 10-12: 2x4 SP No.1 WEBS 2x4 SP No.3 SLIDER Right 21i6 SP No.22-6-0 REACTIONS. (lb/size) 10=1202/Mechanical, 2=382/0-8-0, 18=1553/0-3-0 Max Harz 2=310(LC 9) Max Uplift 10=-552(LC 10), 2=-414(LC 10), 18=-864(LC 10) Max Grav 10=1249(LC 16), 2=384(LC 19), 18=1584(LC 15) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 446-4 oc bracing. FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-277/343, 3-4- 171/315, 4-5=-1402/1093, 5-6- 1515/1348, 6-7=1515/1348, 7-8=-1672/1302, 8-10- 1921/1393 BOT CHORD 2-18=-350/202, 17-18=-1467/828, 4-17=-1392/B74, 14-16- 662/1196, 13-14=828/1407, 11-13=-1092/1629, 10-11=-1092/1629 WEBS 3-18=-239/310,4-16=-444/1143, 5-14=-356/587, 6-14=-385/410,7-14=-117/274, 7-13= 111/376, 8-13= 302/314 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.BpsY h=15ft; B=45tt; L=40f; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0. Iinterior(l) 2-8-0 to 11-4-2, Extedor(2) 11-4-2 to 22-7-14, Interior(l) 22-7.14 to 24-0-2, Extedor(2) 24-0-2 to 35-0-12, Intedor(1) 35-4-12 to 37-5-0, Exterior(2) 37-5-0 to 41-5-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) 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 (jt=lb) 10=552, 2=414, 18=864. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 10,2019 ANNING-VeN(y designParomefem and NEAU NO]ESON MIS ANDINCLUDED MDEKNEFS"NCE PAGE MIR7gYJrev. IQM'iRCISBEFONE USE. Design valid far use only wIM MTek®cannectoa. ihls tleslgn Is basetl only upon parameters shown, antl Is for an Intlivitlual bulltllnB component, not a trusssysa Beforeluse,the bull ding designer must veuty the oppllcab" of designporometea and properly Incorporate this tleslgn Into the overall buildingdesign. era�Ingindicated is to prevent bucklingof indlvlduoi truss web antl/orohortl members only. Adtlltlonal temporary and permanent bracing MiTek' Is always required(oGstablllN and toprevent collapse with possible person al lnlury an proper damage. Faroe oralguidance regordI gthe tobticokort storage, tlelNery, arecta and bracing of trusses and truss systems. seeMS611 Ouo➢1y CAorks, DS6419 and IGSI Rut st ComDanmt s90q Parka Easi Blvd. act tv In mill tbna4aiJ9 from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Tnus Truss Type r y LOT 40/2/34 SLCPNATERSTONET77293416 1817199 B19 HIPTRUSS �,P 1 Jab Reference o tional BulCers Fusibource twain Uny, ry, I'lam cuy, M- babbf, 6.00 F12 1.5x8 STP = w 1� d 17 3.6 = 6xs = JVegl NklsxoNemzyuULB._PUiVTtHcsjRGi%iL1Gh157k1TV3BgxpbbuNojz7j99 5x6 = 6 27 7 15 14 3xB = 3x6 = 13 12 30 = 3x6 = 4x6 9 Scale = 1:76.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Veft(LL) 0.37 17-24 >281 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.5915-16 >669 180 BCL-L 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.10 10 n/a r1/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER- BRACING- TOP'CHORD 2x4 SP N0.2 -Except' TOP CHORD 6-7: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* WEBS 4-17: 2x,4 SP No.3 WEBS 2x4 SP No.3 *Except* 7-15: 2x4 SP No.2 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 10=1203/Mechanical, 2=383/0-8-0, 17=1551/0-3-0 Max Horz 2=351(LC 9) Max Uplift 10=-554(LC 10), 2=-423(LC 10). 17=-852(LC 10) Max Gmv 10=1258(LC 16), 2=387(LC 19), 17=1639(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-290/385, 3-4=-200/363, 4-5=-172/362, 5-6=-1344/1144, 6-7=-1156/1116, 7-8=-1578/1231, 8-10=-1939/1360 BOT CHORD 2-17=-392/214,16-17— 1491f732,4-16=-299/223,15-16=-709/1096,13-15=-729/1304, 11-13_ 1052/1641, 10-11=-1052/1641 WEBS 3-17=-280/389, 5-16=-1539/840, 5-15=0/293, 6-15=-57/336,7-15=-333/142, 7-13=-125/486, 8-13=4138/381 Weight: 2251b FT=20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at micipt 5-16, 7-15 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=5.8psf; h=15ft; 8=45tt; L=40ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0. Interior(1) 2-8-0 to 13-4-2, Extedor(2) 13-4-2 to 33-3-14, Interior(1) 33-3-14 to 37-5-0, Exterior(2) 37-5-0 to 41-5-0 zone; cantilever right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 tit between the bottom chord and any other members, with BCDL = 10.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 100 Ito uplift at joint(s) except (It=lb) 10=554, 2=423, 17=852. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 WARNING-Venry declgn paremeten antl READ NOTEa ONTNIS ANU INCLUOEO MREK REFERANCEPAGE M67473 laDYle'6 BEFORE USE Deslgn vclld for use O�ly wllh M6ekfl� connectors. Als design Is based only upon parameters shown. and k for an InZ d .1 bulltling component, not Nit a buss system. Nore'use, the bulltling tlesigner must verity the pppllcpblllty of design parameters antl properly Incorporate fhls design Into the overall bulltling design. &ocing lntllcatad lsfoprevent ln-5l gof lnd"..I buss web antl/ar chord memberspnly. Adtlitloncl temporary antl permonentbmcing MiTek' 1S al ways required forjstabJity antl to prevent collapse with possible personal lnlury antl propeM damage. For general gultlance regartling the fobricalbn. storage. (felNery, erection antl bmcing of busses antl buss rysfems, seeANSVD'11 CualBy CMMo, DSS-09 and BCSI lWidhp Component s904 Parke East BNtl. 7efpW hdormalbnov.'obie hem Truss Plate InseMe. 218 N. Lee Sheet, Sulia 312. AJexontlrlo, VA 22114. Tampa, FL 33610 Truss - Truss Type r r Cry Ply LOT 40/2134 SLCMATERSTONE T77293417 PJob 1817199 B21 HIPTRUSS 1 1 Job Reference (optional) suucers Pirsroource trlant urry. I riam ury, rL- Joao', Sx6 i 4 2x4 O 3 1.5x8 STP = 24 16 w 1 2 Sx6 = 17 3x6 = 6.8 = 6.00 rl2 46 to Sx6 = 5xB = 6 7 3x4 1 a 27 2B 15 29 14 3o 13 31 12 32 11 3x4 = 3x6= 3x8 = 3x6 = 3x4 = 14 Scale=1:80.2 1.5x8 STP = 10 1r g ]$ N 3x6 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ve I(LL) 0.37 17-20 >281 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Ven(CT) 0.28 17-20 >378 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.07 10 n/a We BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 235 to FT=20% LUMBER- BRACING- TOP'CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purilns. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. 4-17: Plot SP No.3 WEBS 1 Row at midi 5-16, 6-15 WEBS 2x4 SP No.3 REACTIONS. (Ib/sizeI 2-391/0-8-0, 17=1586/0-3-0, 10=1250/0-7-8 Max Harz 2=405(LC 9) Max Uplift 2=-433(LC 10), 17=-862(LC 10), 10=-575(LC 10) Max Grav 2=395(LC 19), 17=1729(LC 15). 10=1350(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-355/410, 3A=-270/400, 4-5=-233/410, 5-6=-1470/1212, 6-7=-1375/1170, 7-8=-1566/1203,8-9=-2299/1489, 9-10=-2486/1548 BOT CHORD 2-17=-383/230, 16-17- 1584/709, 4-16=-328/253, 15-16=697/1329, 13-15=-548/1256, 11-13- 956/1722, 10-11=-1249/2164 WEBS 3-17=-275/384, 5-16=-1750(/92, 6-15_ 131/259, 6-13=-89/391, 7-13=-209/427, 8-13=-711/531, 8-11= 193/551, 9-11=-358/339 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=5.8pst h=15N; B=45ft; L=40Nt eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) .1-4.0 to 2-8-0, Interion(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-1-13, Interior(1) 31-1-13 to 38-7-8. Exterior(2) 38-7-8 to 42-7-8 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for 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) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Qt=lb) 2=433, 17=862, 10=575. Joaquin Velez PE No.68182 MTak USA, Inc. FL Can 6634 6904 Parka East Blvd. Tampa FL 33610 Data: June 10,2019 WARNING. Uedryde31ga PerenrerereandAEAD NOTES ON TN/SAND INCLUDED MMEKAEFEAANCEPAGEM67473ree 14'012015BEFOAEUSE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not ��' ea truss system. Before building design. Brad use, the building designer must verity. the applicability of design parameters and properly Incorporate III design Into the overall Indicated is to buckling of Individual cuss web and/or chord members only, Additional temporary and permanent bracing Welk' IS always required for g prevent Slobllity and to prevent collapse wim possible personal Injury and property d8arymoge. For general guidance regarding the fabrication. storage, Suite 2231A. DS349 and IIRI Buld6lp Component 7a Saf�W arformallonavdolloble frorm Truss Plate (Institute. 218 N. Lee Strati . 312 AleNanddol. VVA pa, FL 33610Ntl. Job Truss Thus Type , , Cry Ply=Reference ERSTONE T77293418 1817199 C1 JACK -OPEN TRUSS 8 Builders FirstSource(Plant City, FL), Plant City, FL-33bU f, o:wus may is zw re Wa en nmuauma, mom. ia... w.„ o,G..oyo, ID:Zyc6AOGNbVAfFo43ovpJT9ypvs0-KNIbYBxCOPMkNTOfeassieinzUO%sCVYltc8Twz7194 -1-4-0 0-71-4 1-4.0 0-11-4 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Veri(CT) 0.00 5 >999 180 BCL'� 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER- TOP'CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size)I 3--3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Holz 2=79(LC 10) Max Uplift 3=-3(LC 1), 2=-195(LC 10). 4=-15(LC 1) Max Grav 3=21(LC 10), 2=159(LC 15), 4=45(LC 10) FORCES. (Ib) -Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.6 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 cc pudins. 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=5.8psh h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteriar(2) zone;C-C for members and forces 8 MW FRS for reactions "shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)zRefer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=195. Joaquin Velez PE No.68182 MiTok USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 10,2019 �WA6NMe-Ver/tydP(slgn parameters end HEAD NOTEa ONTN/a AND INCLUDED MREKflEFERANCE PAGEM6l4]J tee faNYlefeeEFO6E USE Desigwolltl for use only �a truss system. Before bulltling daslgn. Brac with Mgek®connectors. lhls daslgn Is based only upon parameters shown, ontl b for an Indlvitlual bulltling component, not me bulltling designer must vetay theopplicablllty of daslgn poameters and properly Incarporare mis design Into the Overall g Indicated is to pre vent bucklingoflntllvidual huss web and/or chord members only, Add i6onpl temporary and permanent bracing MiTek' Is always requlretl for 6 ba NtormatbrgvGl'very foblllty ontl to prevent collapse wnm possible personal lnlury ,and property tlpalymage. For general gultlonce regarding he a.. Truss and Institute.f Ne Leo Slree. te912, NaNantlA11 VQA 2231C ate DS!-09 and 3G516u1dhrp Componr nl Tampa. FLe 336101vd. Job Tdss Truss Type r , Oily Ply LOT 40034 SLC/WATERSTONE T77293419 1817199 C3 JACK -OPEN TRUSS fi 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL-33567, mzziu s May i s 2019 MIT un tiltil q nu. Mar i our re ro.,o.,7 co i s v aeo, ID:ZYc6AOGNbVAtFo43ovpJT9ypv Q-KNIbYBxOOPMkNTOf8assi8inzUPksCVYltceTvrz7j94 -1-4-0 2-11-4 1.4-0 2-11-4 Scale =1:12.7 2-11-4 Plate Offsets (X Y)-- 12.0-1-4 Edael LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Veff(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7:0 Lumber DOL 1.25 BC 0.09 Ven(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a ril BCDL 10.0 Code FBC2017rFP12014 Mauix-MP Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size} 3=59/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Hoe 2=132(LC 10) Max Uplift 3=-52(LC 10). 2=-155(LC 10) Max Grav 3=72(LC 15). 2=1 WILD 15), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; Irl B=45ft; L=40ft; eava=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions -shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)-Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except 61=1b) 2=155. Joaquin Velez PE No.66182 MITek USA, Inc. FL Cert 6634 6904 Parkin East Blvd. Tampa FL 33610 Date: June 10,2019 A WARNING -Vedly Bsl9npanrretenend RIHAVNOTES ON TN/SANDiNCLUDEDM/TEKNEFENANCEPAGEMX74mJ v.la 015BEFONEUSE Design volld for use oily with MT911) connectors. fits design Is based only upon parameters shown, antl Is for an individual building component, not ous,system. Before bulltling design. Soc use, the building designer must verify the opallcabllay of design parameters and properly incorporate Mls design Into the overall ng Indicated is to prevent buckling of lndNdual truss web antl/or chord members only.. Additional temporary and permanent bracingIs "9041'aul always mo lred for tabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, d Sabo aftmerphsl sseselNery, erection antl bracing of truand trussSYsfemi 50aANSUIPII GualBr Ctttnb, Deal and SCSI Wilding Component Ih0oble from Truss Note Institute. 218 N. Lee Sheet Suife 312. Alexandria VA 22314. Blvd. Tampa, FL 33610 Job 1 Truss , r Oty Ply=_tional) ERSTONE T77293420 1817199 C5 �TnussTyipe JACK -OPEN TRUSS 6 Builders HrstBource (Plant crry, PL), Plant cny, rL- JJabr, v.cvv c may ,s 2_,� ..,,, ............. .............. _...., ...a_ . I D:ZYc6AOGNbVAfFo43ovpJT9ypvs0-pZrzlXy2BiUb_d_rhHN5EMFv1 th6bflh_XLh7Mz7j93 -1-2 4.11-4 1-4.0 4-11-4 Scale =1:17.6 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 VBd(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 18lb FT=20% LUMBER - TOP CHORD 2x4 SP BOTCHORD 2x4SP REACTIONS. (lb/size) 3=112IMechanical, 2=262/0-8-0, 4=59/Mechanical Max Ho¢ 2=185(LC 10) Max Uplift 3=-107(LC 10), 2_ 163(LC 10) Max Grav 3=134(LC 15), 2=267(LC 15), 4=87(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15h; 8=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions -shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)-Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 100 to uplift at joint(s) except Ot=lb) 3=107,2=163. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 10,2019 �WARN/NG-Verily r)eslgn parameters antl READ NOTES ONTHIS AND/NCLUDED MRIEKREFERANCE PAGE MIFP03rex.fWD320r5 BEFORE USE Design valitl for useo lywim MRek®cannectars. This design is based only up on parameters shown. and is for on IndNldual building component,not MII o husi system. Before 'build tleslgn.araginglntllcofetlistopreventbucklingoflndNldualhusswebantl/orchortlmembersonly.Addltlonaltemporaryandpermanentbracing use, the building designer must vatN the appllaabllity of design parameters and properly Incorporate this tleslgn Into the overall MiTek' Is always requlreItorlstablllty and fo prevent collapse with possible personal lnlury antl property dNatlymage. For general gultlance regartling tree �D6B-09 and BC6I tW1Ehp Camponmf 6904 Parka Esst Bivd. Svbh hlormol.a. Ol'. ho, inns Pinta lrnsllNta. 2la Ne Lee Sheet Sul 312 AIexlo a�VA 22374. Tampa, FL 33610 Job Thus Truss Type , Orly Ply LOT 40/2/34 SLC/WATERSTONE T77293421 1817199 D7 Half Hip Truss 1 2 Job Reference (optional) Builders FirstSource (Plar4 City, FL), Plant City, FL- 33567. 8.240 S May TJ 2019 MI I ex M..Jlln IV IV:IO:LO 20.9 I SxB = 3x4 = 6.00 12 3 18 419 5x6 = 2x4 11 5 20 6 21 Scale=1:74.8 5x6 = 5x6 = 14 13 12 11 10 9 3x6 = 2x4 It I MT20HS = 3x4 = 6x12 MT20HS = 5x6 = 2x4 = 7.0.0 14-1-12 21-1-12 26-1-12 35.1-12 42.3-B zn-n 1 7-1n2 1 7.0.0 1 7-o-c 1 7.0.0 1 Z1-12 Plate Offsets (X V)-- [2:0-3-0 0-1-0] [3:0-6-0 0-2-8][5.0-2-12 0-3-41 [7:0-3-0 0-3-41 [10:0-3-8 0-2-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.76 12 >662 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.93 12-13 >544 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Hom(CT) 0.19 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 428 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 1-3: 2x4; SP No.2, 3-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 3-13,4-12,5-11,7-11,8-10: 2x4 SP No.2 REACTIONS. (Ib/size) 2=334910-8-0, 9=3414/0-3-8 Max Ho¢ 2=243(LC 8) Max Uplift 2=-1838(LC 8). 9- 1904(LC 8) Max Grav 2=3838(LC 13), 9=3792(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-4 cc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7653/3698, 3-4=-10467/5253, 4-5=-11565/5793, 5-6=-10241/5130, 6-7=-10278/5162, 7-8=-6438/3223, 8-9= 3646/1969 BOT CHORD 2-14=r3378/6814, 13-14= 3371/6827, 12-13=-5300/10531, 11-12=-5B11111574, 10-11=-3298/6557 WEBS 3-14=0/460,3-13=-2111/4165,4-13=-1582/1135,4-12=-554/1199, 5-12=-238/430, 5-1 1=-1509/770,6-1 1=-8881758, 7-11= 2090/4172,7-10=-2902/1819,8-10=-355817112 NOTES- 1) 2-plytruss to be connected together with 10d (0.131°4°) nails as follows: Top chords connected as follows: 2x4 - 1 now at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=5.8psf; h=15f1; B=45ft; L=40h; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 9) Bearings are assumed to be: , Joint 9 SVP No.2 crushing capacity of 565 psi. 10) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 2=1838,9=1904. 12) Girdencanies hip end with 0-0-0 right side setback, 7-" left side setback, and 7-M end setback. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 WARNING-VeNlydeergn Paramere-ond REAO NOTES eNTNIS ANG INCLUGEO MREKREFERANCE PAGEM/4T4l3rev. laAYlefa eEFOflE USE ,O Deslgnv.Iid forly wiM Mnek®canneciors. ThlS tleslgn is based only upon parameters shown. and is for.nlntllvldua builtling componentno' M■ w■ a truss system. Betore bull0ing tleslgn. Bracus usa, me bulltlIng deslgnar must verily the app,lc.blllty of tleslgn parameters and properly Incorporate the tleslgn Intothe overall lndic.tetl is to bucWing lntllvltlua truss web and/..chord members only. Atltll}lon.l temporary and permanent br.dng ne Is always requlretl for�t.b0ity prevent of and to prevent collapse wlM possible personal lNury qno property damage. For gene,., gultl.nce regarding the IYIl1e�( fobricokon storage, tlelNery. erection and bracng of husses.nd huss systems. seeANSUmII Gualtltlyy Cmnlq 036-09 and 6C916u1dbp Campan.nt s904 Parke Eazt BNtl. SabN Inlomsafbmvailabl. from Tnn4 P,ae InStlNie. 218 N. Lee Sfreet SUFte 312. Alex.ndrl.. VA 22314. Tempe, FL 336ID Job Truss Truss Type I , City ply LOT 40/2134 SLCIWATERSTONE T77293421 1817199 D7 Half Hip Truss 1 2 Job Reference a tional Builders FirstSoume (Plant City, FL), Plant City, FL-33567, a24u s May TJ 2ula Ml l eK lnausmes, Inc. Mon Jun i D tuJa26 201 a Fuqu 2 ID:6gDlOH2OVegl Nk1 szoNemzyuULB-W USIsy4KgnkAB91mHOZReTf VOvyJw?hAH5mDLnz7j8v NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 605 lb down and 376 lb up at 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD,CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plf) Vert: 1-3= 54, 3-8=11 B(F=-64), 9-15=-44(F=-24) Concentrated Loads (Ib) Vert: 3=-347(F) .Q WARNING-VeUq seslgn pmameten antl NERD NOTES ON -Is AND INCLUDED M?ENNEFENANCE PAGE Ml74"my'-0'5 eEFONE USE. Deslpp vplltlfor use ohly . a truss system. Beforeuse, with ME connectors.RtlesignIsbpsetl only upon parameters shown antl Is for on Ind"l -1 bulldhg component, not the bullding tleslgner must verity the appllcoblllty of design parameters antl properly Incorporate this tleslgn Inca the overall bulldlnB design. Bra5ing lntllcatetlls to prevenibuckling of lritlivltlual nuss web antl/or chortl members only. Atltlltlonpl temporary ontl permanent bracing MiT®k' IS always require'torstabllity and to pre vent collapse wiRr possible person,Injury antl property dlBatlryymano For'enrol guId nce regartling the o Scr.ly brformarlbmvalllable hom Truss Flute I.,V..21B N. L e Sheet, Su' 3IZ Alex+ 'I. VVA 22314M�M, D36d9 antl BCBI Budhp Comppnmt Tmmpa, FL =0Ntl. lob Truss Truss Type Oty Ply LOT 40/2/34 SLCAVATERSTONE T77293421 817199 D9 Half Hip Thus 1 1 I Job Reference (optional) Builuers RrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MI ICk Industries, Inc. Mon Jun 1010,18.292019 Page 1 ID:6gDIOH2OVegl NklsxoNemzyuULB=hO83H4yb5tl pJKu54gBgCfgJHjfUFJW IW ntEz7j8u Scale = 1:74.8 5x8 = 5x8 = 2.4 11 5x8 = Sx6 = Fin 4 21 99 9a 5 6 24 25 7 26 a 2x4 xS STP- 3 -lszo 15 14 13 12 71 10 4x6 = 3x4 = 4x6 = axe = 5x8 = 4x6 = 5x6 = 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 [nor YES BCDL 10.0 1 Code FBC2017/TP12014 LUMBER- CSI. DEFL. in (too) Vdefl Ud TC 0.92 Verl(LL) 0.4612-13 >999 240 BC 0.97 Vert(CT) -0.68 12-13 >742 180 WB 0.85 Horz(CT) 0.15 9 File Na Matrix-MSH BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 4-5,7-8:I2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS WEBS 2x4 SPIIINo.3*Except* 4-13,8-10: 2x4 SP No.2' REACTIONS. (Ibl ize) 2=1633/0-8-0, 9=1558/0-33 Max Horz 2=297(LC 10) Max Uplift 2=-795(LC 10), 9= 720(LC 10) FORCES. (II -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3060/2008, 3-4=-2808/1790,4-5=-3587/2286, 5-6=-3505/2143, 6-7=-3505/2143, 7-8=-2385/1438, 8-9=-1482/1001 BOT CHORD 2-15=-2034/2711, 13-15=-1692/2474, 12-13= 2300/3601,10-12=-1466/2421 WEBS 3-15= 346/380, 4-15=-57/414, 4-13- 675/1348, 5-13=-474/413, 6-12=-404/387, 7-12= 778/1248,7-10=-1105/880, 8-10=-1610/2673 PLATES GRIP MT20 244/190 Weight: 2231b FT=20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at rhi 8-9, 4-13, 5-12, 7-12, 8-10 NOTES- 1) Unbalancedroof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vascll24ri TCDL=4.2psf; BCDL=5.8pst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; E1gr C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Inledor(1) 2-8-0 to SA-2, Extedor(2) 3-4-2 to 14-7-14, Interior(l) 14-7-14 to 38-1-12, Exterior(2) 38-1-12 to 42-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst 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) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at join(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=795, 9=720. '7 4 Joaquin Velez PE No.68182 MTek USA, Inc. FL Cort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 �QWARNING-Ved/ydesign parameters end READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGEM/N473mv. feNJ42015BEFORE USE. Deslgs valid for use co Pmy with Mgek®connectors. this tleslgn is based only upon parameters shown, antl is for an Individual building component,nota truss system. Before)use, Me building designer must verity the applicablllty of tleslgn parameters antl properly Incorporate this tleslgn Into the overall "9041ae building design,Bra,Ing lndicaled Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracngIs always requiredforstability antl to prevent collapse with possible personal injury antl property damage, For general guidance regarding theffobdatlon storage, elNery. erectlon antl bracing of bsses and truss systems, s98AN5VIPIl Quality CdUda, tal lg and BCSI Building ComponentEast Blvd. .,,, rnei.fi^m inure Dint=1,,ttee 9lAW luo Sncaf S, meal9. Alm-nnnn. VA 973114. Temps, FL 33610. Job Thus Truss Type , , Ply LOT 40/2/34 SLCMATERSTONE T77293423 1817199 D11 HALF HIP TRUSS �Qty 1 1 Job Reference (optional) Buil6ers FirstSource (Ylam city, FL), riant 1uy, M- oeaor, 5x6 = 4 1G 9n 3x4 = 91 8 5x6 = 6 22 23 zgyOcScnZ2F?uKrlZox2HWKuGrCB5FYpz7j92 42-3 8 7-10-12 Scale =1:75.1 4x6 = 3x4 II 7 24 8 ,4 14 4x6 = 3xS = 4x6 = .3x4 = 46 = 3x4 = 5x6 II LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 20 SP No2 SPACING- 2-0-0 CS1. DEFL. in (loc) Udell Ud PLATES GRIP Plate Grip DOL 1.25 TO 0.99 Vert(LL) -0.34 12-14 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.91 Ved(CT) -0.6312-14 >801 180 Rep Stress Incr YES WB 0.94 Horz(CT) 0.15 9 n/a n/a Code FBC2017/TPI2014 Matrix-MSH Weight: 222 to FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-13 cc bracing. WEBS 1 Row at midpt 5-14 2 Rows at 113 pts 7-9 REACTIONS. (lb/size 2=1633/0-8-0, 9=1558/0-3-8 Max Hoa 2=351(LC 10) Max Uplift 2=-789(LC 10), 9=-726(LC 10) Max Grav 2=1685(LC 15). 9=1568(LC 15) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(I1h) or less except when shown. TOP CHORD 2-3=-3089/1938,3-4=-2733/1684,4-5= 2434/1611,5-6=-3066/1865, 6-7=-2283/1317 SOT CHORD 2-14=.2013/2811, 12-14=-1966/3040, 10-12=-1768/2831, 9-10=1154/1853 WEBS 3-14=-448/460,4-14=-333/889, 5-14=-872/437, 6-12=-141/346, 6-10=-828/663, 7-10=-387/1021,7-9=-2241/1403 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=4.2psh BCDL=5.Bpst h=15tt; B=45f ; L=400; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interli 2-8-0 to 541-2, Exterior(2) 5-4-2 to 16-7-14, Interior(1) 16-7-14 to 38-1-12, Exterior(2) 38-1-12 to 42-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical'connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=789, 9=726. Joaquin Velez PE No.68182 MTak USA, Ina. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 •Q WARNING-Verltydeslgn paremetere anOREAD NOTES ONTN/SANDINCLUDED MBEKREFERANCE PAGEMIN 73 rev. fa4R4Qe15 BEFORE USE Design valid for use only wIM MRek®co'nedors. This design Is basetl only upon parameters showru antl Is far an Individual bulltling component, not ��• • a truss system. Before bur dingtleslgn, Bra use, the bulldlnB designer must verlN the applicability of design parameters and properly Incorporate tMs tleslgn Into the overall indicated is to prevent buckling of Indlvlduol hus web and/or chortl members only. Atltlltlongl temporary an permonentbradn9 1�L ppT IYI) IBk• Is alwaysraqulretl forlstablllty fobrlcanon. storage. and toprevent collopsewlm possible personal Injury and properly domage. Forgenerol guldance regarding the Oeilvary, erection and bracing of }ruses and fruss systems, see/sN5U1P11 CuaIXV hIMM, GSE-09 antl RG61 Bu14Ysp Component 6904 Parke Eest Bivtl. Snfnry rnre,merremJ liable hom Truss Plate Institute. 218 N. Lee Sfreet. Suite 312, Alexontlrio, VA 22 14. Tampa, FL 33610 Job Truss Truss Type , Oty Ply LOT 40/2/34 SLC/WATERSTONE I T77293424 1817199 D13 Hip Truss 1 1 Builders FUSISDDIte (Flom UIIy, FL), I'lam Griy, FL-JJD01, 6.00 r12 5x6 = 7x4 II 5 26 2x4 II 27 6 6x12 MT20HS = 28 29 7 5x8 = 8 Scale=1:76.4 20 19 - 74 m m „ 3x6 = 5x6 = 2x4 II 2x4 II 5x8 = 6xB = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ven(LL) 0.45 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Veri -0.8516-17 >596 ISO MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Hom(CT) 0.31 11 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 256 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins, 5-7: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SPIN0.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-4-14 oc bracing. Except: 4-19,7-13: 2x4 SP No.3, 16-17,15-16:2x4 SP No.1 10-0-0 oc bracing: 17-19, 13-15 WEBS 2x4 SPI No.3'Except• WEBS 1Row at mitlpt 9-11 17-20,1I -11: 2x4 SP N0.2 REACTIONS. (Ib/size) 2=1655/0-8-0, 11=158110-3-8 Max Horz 2=236(LC 9) Max Uplift 2=-792(LC 10), 11=-697(LC 10) FORCES. (III) -Max Comp./Max. Ten. -All forces 250 (Ib) Or less except when shown. TOP CHORD 2-3=-3104/1937, 3-4=-4137/2695, 4-5— 4098/2801, 5-6=-3778/2562, 6-7— 3769/2553, 7-8=-3219/2233, 8-9=-1927/1376 BOT CHORD 2-20=1730/2751, 4-17=-183/250, 16-17=-1895/3138, 15-16— 1932/3267, 7-15=-685/544, 11-12=-910/1331 WEBS 3-20=-991/758, 17-20=-1841/2961, 3-17=-498/914, 5-17=-814/1381, 5-16=-384/896, 6-16=4611487, 7-16=.333/650, 12-15=-1000/1778, 8-15=-1311/2178, 8-12=-890/568, 9-12=-82/531. 9-11=-1884/1325 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.Bpsh h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedor(1) 2-"to 7-4-2, Exterior(2) 7-4-2 to 18-7-14, Inter 18-7-14 to 28-0-2, Extedor(2) 28-0-2 to 42-1-12 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 11 SYP ND.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) except (jt=lb) 2=792, 11=697. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 10,2019 •,&WARNING-yedry Ceelgn p4remetem end READ NOTES ON MIISANDINCLUDEDMBEKREFERANCEFAGEMIFT4T3 rev. le=015BEFORE USE. Deslgnvalld for use nlywlih M9el� conneciors.lhls of lgn is based only upon parameters shown, and is for an Individual building component, not ��' . ahuss system. BeforusaJhe buliding deslgn. Bra bulltling tlesigner must verify the applicablllty of tleslgn parameters and properly Incorporate this design Into the overall Ing Indicated is to prevent buckling of lndMduol fuss web and/or chord members only. Addl6onol temporary and permanent bracing MOW Is always required fp fobrlcanon, storage; sfablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the �lelNery, erection and brodng of fusses and truss systems, seeAN6VIBll Quality Criteria, D3549 and SCSI Building Component e904 Parke Eut BNtl: Safety Nformaflana.olloble from Truss Fate Institute, 218 N. Lee street, Sulte 312, Neeandria, VA 22314, Tampa. FL 33610 Job Truss Truss Type , Cry Ply LOT 4012/34 SLCMATERSTONE I T17293425 1817199 D15 HIP TRUSS 1 1 Job Reference a tional Builders First5ource (Plant clry, I-L), Piam Ury, rL- uuea7, 54 = 6.00 12 5 6.2va n.,., io zuia mi.,.,,,,.,N,,,��. ............. ... ........___..._...,_. ID:6gDIOH2OVegl NklsxoNemzyuULB-hKSUbu?ZFx_OTEldw7S1 PCPU?Vv2W EfHv9Jv8Bz7j9? 28-10.0 31-8.0 36-9-14 42-3-8 8-0-D 2-10.0 5-1-14 5-5-11 Scale = 1:76.4 2x4 11 6xI2 MT20HS = 6x8 = 8 27 28 7 B 19 21 20 - axe = 14 r' " .I 3x6 = 5x6 = 2.4 11 2x4 11 6x8 = 6x8 = LOADING (psQ SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0Rep Stress lncr YES BCDL 10.0 Code FBC2017/TPI2014 CSI. TIC 0.82 BC 0.85 WB 0.97 Matrix-MSH DEFL Vert(LL) Vert(CT) Horz(CT) in (too) Well Ud -0.4416-18 >999 240 -0.89 16-18 >566 180 0.32 11 nfa n/a PLATES MT20 MT20HS Weight: 264111 GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, BOT CHORD 2x4 SP No.1 *Except* except end verticals. 2-19: 2x4 SP No.2, 4.20,7-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or4-5-10 oc bracing. Except: WEBS 2x4 SPINo.3 *Except* 6-M oc bracing: 13-15 18-21: 2x4 SP No.2 10-0-0 oc bracing: 18-20 WEBS 1 Row at midpt 8-12, 9-11 REACTIONS. (lb/size) 2=1655/0-8-0, 11=1581/0-3-8 Max Horz 2=277(LC 9) Max Uplift 2=-792(LC 10), l l=-697(LC 10) Max Gmv 2=1720(LC 15), 11=1641(LG16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3205/1920, 3-4=-4369/2698, 4-5=-4436/2879, 5-6=-3149/2204, 6.7=.3149/2204, 7-8= 2749/2010, 8-9=-1994/1431 BOT CHORD 2-21=-1700/2995, 4-18=-299/374, 16-18=-1635/2948, 15-16=-1646/2869, 7-15=-611/476, 11-12- 1016/1496 WEBS 3-21- 1089f737,18.21=-1790/3219,3-18=-545/1000,5-18=-1038/1832, 5-16=-23D/626, 6-16=-413/441,7-16=-193/460,12-15=-1187/2259,8-15=-1475/2508, 8-12_ 1496/882, 9-12=-16/413,9-11=-1936/1376 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8psf; h=15ft; B--45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-4-2, Extedar(2) 9-4-2 to 20-10-0, Interior(1) 20-10-0 to 26-0.2, Exterior(2) 26-0-2 to 37-3-14, Interior(1) 37-3-14 to 38-1-12, Exterior(2) 38-1-12 to 42-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has beenldesigned fora 10.0 psi bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except jt=1b) 2=792, 11=697. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 •Q WARNING-yedty dealpn pammefere and READ NOTES ON TNISANO INCLUDED MREKREFERANCE PAGEMII-7473rea. TMe3@015BEFORE USE. Design valid for use only with MTI connectors. This design is based only upon parameters shown, and is for an IndNltlual building component, not �■• y■ •atress system. building design, Bra indicated usethe building designer must verify the appllcobilly of design parameters and properly Incorporate this design Into me overall Ing is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing f.A MfTek• Is always required fo�stablllly fabrication, storage, and to prevent collapse will possible personal Inury and property damage. For general guidance regarding the delivery, erection and brecing of trusses antl truss systems, seeANSVTP11 CuellB6yy Cmedo, DSB419 and SCSI Building Component 69N Parke East Blvd. 4.,r.r,,r.a,...,.w.,.,Jnunhi. enm in,m pint.lncne,t. 91BN. Inn Strwnt Sultn312.Ml andda.VA22314. Tampa, FL 33510 Job Truss y LOT 40/2/34 SLCMATERSTONET77293426 1817199 D17 Truss TH, 1 1 Job Reference (optional) tsurmers mmisource(rram Lary, 1-L), riam carry, rL-33567, I o.2105 goy,,,..,�.,,,�-.,.,..,............. ........._. ._._.._._. __._._,_. ID:6gDlOH2OVegl Nkl sxoNemzyuULB-djDFOal pnYEkiYS?2YUVUdVoMlb)_8aaMToOCOz7iBz • 1-4- 5.3-8 7-7-8 L_-L_ 17-0-0 23-0-0 29-8-0 35-fi-0 42-7 i-0-0 5-3-8 2-4.0 3-B-0 51 6-4 6.40 11.4 E9-4 Scale=1:77.1 5x8 = 2x4 Il. 5x8 = 6.00 F12 fi 277 28 29 30 8 SIR , 311 5 9 2x4 II 31 m 51 b 4 Sx6 :�� 10 1.S.8 STP= 26 g 15 jj 18 10 5x1 .L1� m 2 7x10 = 32 17 33 . & c 1 3x4 = 46 =3x8 = 22 21 20 74 13 12 11 31 = 6xB = 2x4 11 2x4 I 5x8 = 3x6 11 5-3-8 ]-]-8 17-0-0 23-4-0 27-1-8 29-8-0 35.6.4 La:- 5-3-8 2-4-0 9L8 6-0-0 &&B 2.6-8 5-10.4 fi-9-4 Plate Offsets (X Y)- 13:0-3-12 0-3-41 15:0-3-00-1-12] 16:0-6-00-2-81 18:0-5d 0-2-01 f19:0-4-0Edgel 122.0-3-e 0-3-0] LOADING (psQ SPACING- 2-M CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ver1I 0.55 20 >911 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.94 18-19 >540 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.37 11 rVa rJa BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2671la FT=20% LUMBER- BRACING - TOP CHORD .2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0.3 oc puffins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 4-21,8- 3: 2x4 SP 1,10.3, 17-19: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. Except: WEBS 2x4 SPiNo.3 'Except* 10-0-0 oc bracing: 19-21, 13-15 3-191 2x4 SP No.2 WEBS 1Row at midpi 5-18 REACTIONS. gla ize) 2=1663/0-8-0, 11=1588/0-3-8 Max Hom 2=318(LC 9) Max Uplift 2= 788(LC 10), 11=-693(LC 10) Max Gray 2=1719(LC 15), 11=1612(LC 16) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 g1a) or less except when shown. TOP CHORD 2-3= 3225/1898, 3-4=-6471/3752, 4-5=6536/3796, 5-6=-2943/1973, 6-7=-2602/1947, 7-8=2602/1947, 8-9=-2491/1767, 9-10= 1906/1291, 10-11=1547/1105 BOT CHORD 2-229-1688/3049, 18-19=-2240/3919, 16-18- 1407/2706, 15-16=-1215/2230, 8-15=-147/S45 WEBS 5-19=-1393/2900, 5-18=-1460/994, 6-18=-431/1026, 6-16=-164/307,7-16=388/430, 8-16=-391/680,9-12=-962f767,10-12=-1036/1666,12-15=-1061/1720,9-15=-207(774, 3-22=-2722/1577,3-19=-1570/2931,19-22=-2234/4107 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.8psh h=1 Sit; B=45R; L=40ff; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 11-3-6, Exterior(2) 11-3-6 to 22-7-14, Interior(1) 22-7-14 to 24-0-2, Extedor(2) 24-0-2 to 35-6-4, Interior(1) 35-6-4 to 38-1-12, Exterior(2) 38-1-12 to 42-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has beenldesigned for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0ps1 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, with BCDL = 10.Opsf. 6) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanicali connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 01=11b) 2=788, 11=693. ' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 •,&WARNING-Vedfy de slgnparemetereand READ NOTES ON THISANO INCLUDED MITEKREFERANCEPAGEMl41473 rev. ib11212015 BEFORE USE valitl for use only with Mgeksk Connectors This design Is based only upon parameters shown, and Is for an Indlvldual building component, not Nil' • atruss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bra Ing Indicated is to prevent buckling of lndlMduol truss web and/or chord members only. Additional temporary and permanent bracing �.n M1Tek• Is always required for sfabillty and to prevent collapse with possible personal injury and property damage. For general guidance recording the fobricaflon, storage, silvery, erection and bracing of trusses and truss systems. seeANSEMI I Quality Critelli DSB-0P and BC51 Building Component e904 Parke Ease Blvd. Safety lnfrannationalaba from Truss Plate Institute, 218 M Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Type , Oty Ply LOT 40/ J34 SLCANATERSTONE T17293427 1817199 T�D'IU9 Hip Truss 1 1 Job Reference (optional) bunBers Mrs1J0unoe trans Idly, 1l trial uty, r�- uu99r, I -1-n-n d.n:n 'A 19.3.19 b o......a) 5x6 = 6.00 12 3x4 = Sire = 4.6 6 7 830 9 24 23 -- 5AO = 15 14 1a r2 3z6 = 2z4 11 5x8 = 2z4 11 5,18 = 3x6 11 Scale = 1:77.4 LOADING (PSI) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017[TP12014 CSI. TC 0.86 BC 0.94 WB 0.95 Mald%-MSH DEFL in Ven(LL) 0.79 Vert(CT) -1.08 Horz(CT) 0.51 (too) Well Lid 22 1644 240 22 >468 180 12 We n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 290111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 1-5: 2x SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4-23,10-21: 2x4 SP No. 1, 9-14: 2x4 SP No.3 2-2-0 oc bracing: 21-23 WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 14-16 5-21,7-17: 2x4 SP No.2, 3-21: 2x4 SP No.1 WEBS 1 Row at midpt 5-21, 5-18, 7-17, 7-18 JOINTS 1 Bruce at JI(s): 16 REACTIONS. (lb/size) 2=1660/0-8-0, 12=158010-3-8 Max Horz 2=359(LC 9) Max Uplift 2= 789(LC 10), 12=-698(LC 10) Max Ghav 2=1683(LC 15). 12=1580(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3150/1838, 3-4=-7487/4263,4-5=-7737/4459, 5-6=-2546/1785, 6-7=-2243/1710, 7-8=-2031/1593,8-9= 2285/1803,9-10=-2492/1755,10-11=-1899/1256, 11-12=-1516/1076 BOT CHORD 2-24=-1654/3026, 23-24=-1654/3026, 21-23=-1362/2593, 20-21=-2029/3657, 18-20=-2028/3660,17-18=-1214/2242,16-17— 1195/2123,9-16=-326/494 WEBS 5-21=-2227/4251, 5-20=0/288, 5-18=-1555/981, 6-18=-439/828, 7-17=-433/276, 8-17=-739/918, 9-17=-661/710, 13-16=-1045/1665, 10-16=-224/689, 10-13=-94Of755, 11-13=-995/1661,3-21=-3558/6587,3-23--3678/1996,7-18=-171/265 NOTES- 1) Unbalanced roof live (Dads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasdl24mph; TCDL=4.2pst; BCDL=5.Bpsf; h=15ft; B=45tt; L=40ft; Save=SN; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (directional) and C-C Exter r(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 13-4-2, Exterior(2) 13-4-2 to 33-3-14, Interior(1) 332-14 to 38-1-12, Extedor(2) 38-1-12 to 42-1-12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has beendesigned for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Bearings are assumed to be: , Joint 12 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanicalconnection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=769, 12=698. Joaquin Velez PE No.68182 Mil USA, Ina FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 •QWARNING-Verily tleslgn paramefers and READ NOTES ON TR/SAND INCLUDED M1rEKREFERANCE PAGEM0J473mv. 14Na/2015 BEFORE USE. Design valid for use oInly w8h MRek® connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not ��, a hum system. Bator bulldingdeslgn, Sr. use, the bulltling designer must verify the applicability of tleslgn parameters and properly Incorporate this tleslgn into the overall Inglndicalediscopreventbucklingofindlvldualhussweband/or chord members only, Addltlonoltemporary and permanent bracing MiTek balwaysrequlred areal fabrication,storoge, and to preventcollopsewlth possible personal Injury and property damage. For general guidance regarding the 91Wry,erectlon antl bracing of trusses and truss systems, seeAN5l/IPIt GualB�l CMedn, DSBa9 and BCSI Building Component Pinto i,.amne 11 AM aIan fboaf SLfia3nn 19 Alornnn. VA99 l a 6904 Parka East Bind. Tampa. FL 33610 Job Truss Truss Type - , Oty Ply LOT 40/2/3451-CANATERSTONE T77293428 1817199 D21 Hip Thus 1 1 Job Reference o banal Buriaers Flrsabource (Plant Guy. FL), elm IAY. FL- 4dbbl, b.cry b may ,u ca re ,v,n en u,uuamca. ,,­ - ........- -,., , ..e= . ID:6gDIOH2OVegl NklsxoNemzyuULB-2luNec3i4TcJZ7Aajg1C6F7KUWeKBXp02R1gpLz7j8w .1-44 61-0 13-7.8 21-0.0 25-0-0 , 28-10-0 , 34-11-0 , 42-3-8 5x6 = 6.00 12 54 - 5 6 I 3x6 = 34 2x4 11 Sx8 = 3x6 11 Scale - 1:78.8 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 bier YES Code FBC2017/RP12014 CS1. TC 0.84 SC 0.78 WE 0.84 Matdx-MSH DEFL. in (too) Well Ud Vert(LL) -0.22 14-10 >999 240 Van(CT) -0.3914-15 >999 180 Hom(CT) 0.08 10 We i PLATES GRIP MT20 244/190 Weight: 265 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP qo.2 TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc puffins, BOT CHORD 2x4 SP lo.2 *Except* except end verticals. 3-19,7-112: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or4-3-13 oc bracing. Except: WEBS 2x4 SP)Jo.3 10-M oc bracing: 12-14 WEBS IRow at midpt 4-15,6-15 REACTIONS. (Ib/size) 2=270/0-8-0, 19=1603/0-3.0, 10=1344/0-3-8 Max Hd¢ 2=512(LC 9) Max Uplift 2=-332(LC 10), 19=-806(LC 10), 10= 597(LC 10) Max Grav 2=272(LC 19), 19=1687(LC 15). 10=1381(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=481/458, 3-4=-1974/1291, 4-5=-1650/1230, 5-6- 1393/1219, 6-7=1961/1536, 7-8=-1944/1364, 8-9_ 1651/1074,9-10=-1313/914 BOT CHORD 18-19=-1690/913, 3-18=-1625/950, 15-17= 828/1834, 14-15=-538/1425, 7-14=-285/364 WEBS 3-17-i748/1618,4-15=-418/369,5-15=-143/471,6-14=-526/876,11-14=-720/1441, 8-14=-39/458, 8-11=-731/544, 9-11=-724/1359 NJTES- 1) Unbalancedroof 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.Bpsf; Irl5ft; B=45ft; L-A011; eave=5tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0. Interior(1) 2-8-0 to 15-4-2. Extenor(2) 15-4-2 to 31-3-14, Interior(1) 31-3-14 to 38-1-12, Extedor(2) 38-1-12 to 42-1-12 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 = 10.0psf. 6) Bearings are assumed to be: , Joint 19 SYP'No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ft=lb) 2=332, 19=806, 10=597. Joaquin Velez PE No.68182 MTek USA, Ina FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 •A WARNING - Verily dCs/Sn Paremetere end READ NOTES ON THIS AND INCLUDED MREKNEFEFANCEPAGEMIF7473 rev. 16NY3p15BEFORE USE Design valid for use ohly with Mr I�connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��• • a truss system. Before se. the buliding designer must verify the applicability of design parameters and properly Incorporate this design Into fire overall building assign. Broc g Indicated is to prevent. buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing nA ,y'jTek Is alwaysrequlred forppobllny and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabticotlon, storage, gelivery. erection and bracing of trusses and muss systems, seeANSVrPll Quail Cash, DSB49 and BC41 Building Component 690a Parke East Blvd. Safety lnfara lbnav table from Truss Plata Institute, 218 N. Lee Shoot Sul 312, Alexandria VA 22 14. Tampa, FL 33610 Job M as Truss Type r , Dry Ply LOT 4012/34 SLCAVATERSTONE T17293429 1817199 E7 JACK -OPEN TRUSS 34 1 __.__ .. ...... Job Reference o tional .........:r_ Bullets FirstSource(Plan city, FL), Plam cry, hL- aaauf, o.�n3., ....,..__..._._.. _.____._._�_. ID:ZYc6AOGNbVAfFo43ovpJT9ypv Q-OGiGhJ7quOFbgn3YWDdNpJgCxxNKs DICikRUYz7jer -1-0-0 7-0-0 1.4-0 7-0.0 Scale =1:23.0 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ven(LL) 0.19 4-7 >436 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Ven(CT) -0.21 4-7 >400 180 BCLL 0.0 ' Rep Stress Incr YES WB '0.00 Horz(CT) -0.01 3 n/a rda BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD .Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=166/Mechanical, 2=336/0-8-0, 4=83/Mechanical Max Ho 2-241(LC 10) Max Uplift 3=-161(LC 10), 2--179(LC 10) Max Grbv 3=199(LC 15), 2=343(LC 15), 4=124(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.Bpsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp.C; Encl., GCpi=0.18: MWFRS (directional) and C-C Extedor(2) zonfor members and forces & MW FRS for reactions - e;C-C 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-M wide will fit between the bottom chord and any other members. 4)-All bearings are assumed to be SYP'No.2 crushing capacity of 565 psi. 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 0t=11b) 3=161, 2=179. Joaquin Valet PE No.68182 MTak USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: June 10,2019 _Q WANNWG-veNNd sign pammefera and READ NO7ESON iHIS ANOrNCLUOED MREx REFEFANCE PAGE M674Td rev. ihAYfa159EFOBE USE. A■ DaslOn valid for usea • a I system. safwethe ly with"M connectors.2design is based only upon parameters shown, antl is fpran Individual bulltling component not bulltling tleslgnar musfvarify Me applicability of tlaslgn parameters antl properly Incorporate Mis tlesl0n totha ovaroll ■■ building do",,&acing lndicatad is fo prevent bucWing of lndNldual buss web and/or chord membersoNy. AtltllSonal tempararyantlpermaneni bracing MiTek' h always requlretl for}fab0lty Ono to prevent collapse with possible personal ln7ury and propany damoge. For general guidance'. ,ding the fi9o4 Pahe Eazt Md. fobrlcaaon, storage, dalNery. an6M Inln„nnlMmvi,IlnFrw emotion antl bracing of trusses and huss systems. sacMS711 Cua1Mr Chub. DSM9 od IGSI luldhp Cemppnilnt from Tn rze Gln}w InsHh Rw. 91N N. I ww Skww}. Suaa 319. Alexantltla. VA 2231 A. Tampa, FL M610 Job uss Truss Type Oty Ply LOT 40/2/34 SLC/WATERSTONE T77293430 1817199 PG Monopitch Thus 1 1 Job Reference o tional Buil"ers Rrst3ource (Plant City, FL), Plant City, FL-33567, a.,40 s may ro zUm mi i en n,uwwns, nm. n,on , °s° ID:6gDIOH2OVegl NklsxoNemzyuULB.Lepl67850dVJv4DwdefrukvtvK70Kmv2fODY2Rz7j8p 4-0-13 7-0.0 r 4-0-13 2-11-3 mf 5x6 = 3x6 II °"° — 1.Sx8 STP = Scale=1:24.4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-047 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.38 BC 0.90 WB 0.56 Matrix -MP DEFL. in Vert(LL) 0.05 Vert(CT) -0.07 Horz(CT) 0.01 (too) UdeitL/d 5-7 >999 240 5-7 >999 180 4 n/a n/a PLATES GRIP Mi20 244/190 Weight: 401b FT=20% LUMBER- L2 BRACING - TOP CHORD 2x4 SP TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc pudins, BOT CHORD 2x6 SP WO.2 except end verticals. WEBS 2x4 SP 140.3 BOT CHORD Rigid ceiling directly applied or 7-8-13 oc bracing. REACTIONS. (Ii/size)I 1=1268/0-8-0,4=1249/Mechanical Max Ho¢ 1-184(LC 8) Max Uplift 1=-581(LC 8), 4=-663(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2— 1600/705 BOT CHORD 1-5=-757/1429, 4-5=-757/1429 WEBS 2.5=-681/1480,2-4=-1755/930 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.epsf; h=15ft; B=451t; L=40ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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-M wide will fit between the bottom chord and any other members. 4) All bearings am assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except U1=11b) 1=581, 4=663. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 670 lb down and 348 lb up at 1-4-12, and 670 lb down and 348 lb up at 34-12, and 670 lb down and 348 lb up at 5-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 1-4= 20 Concentrated Loads (lb) Vert: 8=-670(F) 9=-670(F) 10=-670(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 10,2019 • Q WARNING-Ved y Ceslgn paremefere antl READ NOTES PN iH15 ANp WCLUGED MREKREFERANCE PAGEMS-T47Jrev, iN04Ra158EFORE USE Design volidfor uie only wlfh Mnak®connecfprs.this design is basetl Only upon parameters Shown, antl is for on lntllviduol building component not ��• • p truss system. Be fore bulltllna tleslgn.8rocllg se, the bulltlln8 tleslgner musfv.' 'a pppllcabllity of design Parameters antl Properly lncorporWe }his tleslgn Info the overall lntlicpled is to prevent buckling of lntllviduol buss web and/orchortl members o'ly.Addl" on011empo..ry and psrmcnenf bracing MITBK• Is always mqueedfprstpbllily fob'cptloa storage. delNery, andbpreventcollbpsewnnposslbie personal injury antl properly dpmoge. Forgenorel guitlance regartling iha erection one bmcing of hussea ontl fiuss systems. ' MtlVIPlj Cua1M CMUO, DSti and 5 1 EulEbp Component 6904 Parke Em BNd. Salrrty Mformatterravq'lloble hom Truss Plole Ins6lum. 218 N. Lea Shea" Suite 312, Alexondrlo. VA 22 14. Tampa, FL 33610 Job Truss Truss Type , ay Ply LOT 40/2/34 SLCNJATERSTONE T17293431 1817199 E7S JACK -OPEN TRUSS 1 1 Joti Reference o tional cumers nrssaaumu loan! miry, r,, rmu, t 3x4 = .....r ..... ..._...._.. __.. ._ ._.. _._. __._ . ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-IDV9kOB4YtumYxVJnDYW MXl xY2eXF5UL_SC9mz7jBm 3 Scale = 1:22.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.22 3-6 >372 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.22 3-6 >376 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 _ Matrix -MP Weight: 22 lb FT=20% LUMBER - TOP CHORD 2x4 SP BOT CHORD 2x4 SP REACTIONS. (Ib/size)I 1=257/0-8-0, 2=170/Mechanical, 3=87/Mechanical Max Her¢ 1=186(LC 10) Max UP it 1=-69(LC 10). 2=-167(LC 10) Max Grav 1=265(LC 15), 2=202(LC 15), 3=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Bpsh h=15tt; B=45f1; L=40tt; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exte ior(2) zone;C-C for members and forces & MWFRS for reactions -shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4r Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) forl truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 2=167. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 6-10-8 cc bracing. Joaquin Velez PE No.68162 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Dale: June 10,2019 •QWANNING-Vetl/y design peremera andaEA0 NDTE5 ON THMAND INCLUDED MREKNEFENANCE PAGEMs'747dmv. yd0Y1015aEFDNE USE Design valitl for use o�sly with MRek®connedors, Thls tleslgn Is based only upon parameters shown antl Is for an Indivitlual bulldln8 component, not MR. • atmss system. eebre use. the bulltling designer must verify Me applicability of design parameters antl properly Incorporate Mis tleslgninto the overall bWtling tledgn, Bracing intlIcated b to prevent buckling of indlviduai truss web and/orchortlmembe.only. Atltll6onDl temppraryandpermanent bracing �(T®k' IS always repuaed for 4fablliry antl fo prevent callDpse with possible perwnal lnlury antl property tlamage. For general gItlwae regarding me fabrication storage, delNery, erection antl bracing of louses and truss systems seeAN61APN Cua16x t:rd Its. D6M and lD6l llulding Compenn5l 6904 PeM1e Eest eNd. N6W Inln,mnlNmvnllnhlw hnm Tn .. Pintw IneMLdw. 21 a N.1 ww Sfrwal.5ulia 312. Alexontlrio. VA 22 1d. Tampa, FL 33610 Job Truss Truss Type Ply LOT 40/2/34SLCNMTERSTONE T77293432 1817199 E7V JACK -OPEN TRUSS �Qty 3 1 Job Reference (optional) Builders FirstSuurce (Plant, City, FL). Plant City, FL-33567, 8.240 s May l32019 MiTek Industries, Inc. Mon Jun 1010:18:382019 Pagel ID:6gDIOH2OVegi NklsxoNemzyuULB-DP3XyMBbUs710iWhsUkn2a4E6xSJGhHeaeCliCz7jBl -1-4.0 5-8-8 1-4.0 5-8-8 Scale = 1:22.9 3x4 LOADING (psf) TCLL 20.0 TCDL 7:0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.75 BC 0.62 WB 0.09 Matrix -MP DEFL in Vert(LL) 0.29 Vert(CT) -0.25 Horz(CT) -0.03 (loc) Vdefl L/d 6-9 >286 240 6-9 >335 180 4 rda n/a PLATES GRIP MT20 244/190 Weight: 27 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size)I 4=104/Mechanical, 2=33610-8-0, 5=145/Mechanical Max Herz 2=241(LC 10) Max Uplift 4=-45(LC 10), 2=-172(LC 10). 5=-114(LC 10) Max Grav 4=118(LC 15), 2=341(LC 15), 5=171(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6- 5.11/307 NOTES- lj Wind: ASCE 7-10; Vult=160mph 13-second gust) Vasd=124mph; TCDL=4.2psf; SCDL=5.8ps1; h=15ft; B=45ft; L=40tt; eave=5ft; Cat. 11; Exp C; Encl„ GCpi=0.I S; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 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) Bearings are assumed to be: Joint 4 SYP No.2 crushing capacity of 565 psi, Joint 5 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except ft=lb) 2=172,5=114. Joaquin Velez PE No.68182 MTok USA, Inc. FL Cert 6634 6904Parke East Blvd. Tampa FL 33610 Date: June 10,2019 •QWANNING-Veriry dealgn parametenandaEAe NOTES ONTNIS ANp INCCUOEO MREKflEFERANCE PAGEMlF14T3 rev. ibA'Y1di5BEFONE eaE Design valid far useo ly with MRek�connectors.fils design is basetl only upon parameters shown, antl is for an lntlividupl building component.not ��• • piruss system. Before building design.&a use, the bulltling tleslgner must vetiN the applicability of tleslgn parameters antl properly lncorporaia this tleslgn into the overall rig htlicatetl Bto of indivltlual buss web antl/or chartl members oNy. AtlQltiOnpl temppmry and permanent bracing i.IltQ1�w M(T®k• preventbuckling Is piwpysrequVed for�tpbility and fo prevent coliupse wih possible personal Injury antl property tlamage. For general guitlonce regarding the fabrication: storoge. gelNery, erecilon and bracing of busses antl buss systems. seeAN3UIPll CuaOpryry CM�do, D96419 and 1061 aurdNy Comppnml 69N Parke East BNd. 6abN Inlomsafbmvplloble hom Truss Plate Institute. 21B N. Lee Sheet Suite 312. Alexontlrlo. VA 22314. Tampa, FL 33e10 Job Truss - Truss Type Oty Ply LOT 4012/34 SLCNJATERSTONE T77293433 1817199 E7V1 Jack -Open 1 1 Job Reference Loptionaft Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:38 2019 Page 1 ID:6gDIOH2OVegl Nil sxoNemzyuULB-DP3XyMBbUs?I0iWhsUkn2a4KFxT8GiieaeCliCz7j81 -1-4-0 5-6-8 7.0-0 140 588 158 I 3.4 Scale = 1:22.8 LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.10 6-12 >822 240 MT20 2441190 TCDL 7.0. Lumber DOL 1.25 BC 0.57 Vert(CT) -0.10 6-9 >823 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 5 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 29 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-13 oc brocing. REACTIONS. (lb/size)) 4=117/Mechanical, 2=357/0-8-0, 5=166/Mechanical Max Ho 2-241(LC 10) Max Uplift 4--102(LC 10), 2=-160(LC 10), 5= 38(LC 10) Max Grav 4=137(LC 15), 2=363(LC 15), 5=194(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 3-8=715/575 BOT CHORD 2-6=-7991724, 3-6=-686/758 NOTES- 1f Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.epsf; h=15ft; B=45ft; L=40f ; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3; ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for'truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSV-P1 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 100111 uplift at joint(s) 5 except 01=11b) 4=102, 2=160. Joaquin Velez PE No.88182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 10,2019 • QWARNING - Verify CairiSnparemefemend READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MIF1473rev. 10N11420156EFORE USE valid for use ohly • ahuss system. Before with Ni connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not Jse, the building designer must verify the applicobllity, of design parameters and properly Incorporate this design Into the overall MR building design, BraciIng Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent brocing M!Tek' Is always required for fabrication, storage. delivery, �lablllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the erection and brocing of trusses and fuss systems. seeAHSVTPII QUGS, Cr3ede, OS349 and SCSI Building Component 6ea4 Parke east Blvd. Safety Worriallonavblloble from Truss Plate Institute. 218 N. Lee street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type - Oly Pl=401/2134 ERSTONE (Truss T77293434E7V2 Jack -Open 1 __._............:r_�.,_..._..:__ onm ce,.e1 Builders FlrstSource(Plant City, FL), Plant City, FL - JJCD/, 6.243. nmy U20.o ;;a, ,��.......�............ ............. .�._.. __._ � . ID:6gD10H2OVegl NklsxoNemzyuULB-hcdw91CDF97cOr5uOBFObndOELnK?9ynplxlEez7j8k -1-0-0 &GB 7-a0 1-40 3-GB I 3-5-6 i 3x4 Scale = 1:22.9 LOADING (pso SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.66 Ve 1(LL) 0.23 6 >365 240 MT20 244/190 TCDL 7.0 Lumber-0OL 1.25 BC 0.70 Vert(CT) -0.22 5-6 >380 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.07 5 n/a n/a BCDL 10.0 I Code FBC2017/TP12014 Matdx-MP Weight: 27 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 6-7-11 oc bracing. REACTIONS. (lb/size) 4=149IMechanicel, 2=359/0-8-0, 5=114M1echanical Max Ho 2=241(LC 10) Max Uplift 4=-133(LC 10), 2=-159(LC 10), 5=-1B(LC 10) Max Grav 4=177(LC 15), 2=365(LC 15), 5=143(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-8=-702/569 BOT CHORD 2-6=-801l734, 3-6=698/764 NOTES - I) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8psh h=15tt; B=45ft; L=40tt; eave=5ft; Cat. II;Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3p * 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for'tmss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at=lb) 4=133, 2=159. Joaquin Velez PE No.66162 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Data: June 10,2019 Q WAHN/No-Ve4/y,leslg."a ramefenamd REA0 N0TES ONTNis NO/NCLUOEO MREKpEFENANCE PAGE MU14Tu rev. laNY1015 BEFORE USE at Desl�n valltl for use o�ly with Mae& connectors. IItls design Is based only upon poramefers shown, antl Is far on Individual Wllding component, not ahussrystam.BefOre use, me bulbing tleslgner must vetlty the appllcablllry of design parameters antl properly Incorporate rah design into the overall buitling tlesign. Bmdng lndlaotetl is to prevent buckling of lndivbuai buss web and/or chord members oNy. Adtll6onal temporary and permanent bracing MiTek' Is always required for stability antl to prevent coilOpse wim possible personal In)ury antl prapariy damage. For general gubance regarding he fabrication, storage, 5elv W erection and bracing of busses antl buss systems, seeANSUR11 CuaOh Cm. , 03a-09 and BCSI Buldbp Compenml fi904 Parka Easl BNd. gab, 1nloenolbmvolloDle ham Truss Rate Ins.Wte. 21e N, Lee Sheet Suite 312, Fdexondrb, VA 22 14. Tampa, FL 33810 Job Truss Truss Type Oty Ply LOT 40/2/34 SLC/WATERSTONE T17293435 1817199 E7V3 JACK -OPEN 1 1 Job Reference (optional) P 1 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s May 13 2019 MITek Industdes, Inc. Mon Jun 10 10.18.40 2019 age ID:6g010H2OVeglNklsxoNemzyuULB-9oAIN2DrOTFTd?g4_vmF8?9dN198kcBx2yhsm5z7jBj -1-4-0 1-6-8 7-0.0 1-40 1-6.8 5.5.8 2 3.50 12 �b. Scale =1:22.6 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.57 Vefi(LL) 0.19 3 >436 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.19 3-5 >435 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.15 5 rue n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 4=188/Mechanical, 5=60/Mechanical, 2=319/0-8-0 Max Hotz 2=241(LC 10) Max Uplift 4=-195(LC 10), 2=-182(LC 10) Max Grav 4=228(LC 15). 5=121(LC 3), 2=325(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5111; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4y All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Bearing at joint(s) 2 considers. parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at jolm(s) except at=lb) 4=195, 2=182. Joaquin Velez PE No.68182 fdiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 -QWARNING-Verity design parameters ono HEAD NOTES ONTNIs AND/NCLU0 o"n"'KflEFERANCE PAGE MIF747a rev. iNDiR0fa9EFORE USE nesyn volltl for use o(�ly wIM MBel�connectors. fits deslgn Is based only upon parameters shown, and Is fol an Intllvltlubl bulltling component, not ' otmss system. Before(bise, }hebulld tleslgner must ve,IN the bppllcbblllry of deslgn parameters antl properly Incorporate this tleslgnlnto the overall bulltling deslgn. Bracing Ind tedlsto prevent buckling of IndNo..1 buss web end/or-Chord members only. Adtllilonpl temporary antl percncnentbmcing MiT®k' b Dlwpys required tar $tpblllty antl to prevent c."coca wiM pouible personal Injury antl properly tlamp9e. For general 9ultlance regording Me fpbdco6pn storage. delbery, erecgon antl bgng of tnssses and truss systems. seaANSWII Gueuly Cd1Mn, USM9 antl apt 3.1 ing Component 6904 Pade Eest Brvd. Sofeb Inrprmplbnwolloble from Truss Plot. InstltWe. 2" N. Lee Street Suite 312 Alexpndrlo, VA 22314. Tampa, FL 33610 Job I Truss Truss Type , Oty Ply LOT 40/2/34 SLCMlATERSTONE T77293436 1817199 E22 Jack -Open Truss 1 1 I Job Reference (optional) Builders HrstSource (Plant City, FL), 1 Plant City, 1-1.-33567, b.Z4U S May 13 eu1 a MD ea mousmes, Inc. Man dun I m: iovI ema rayu 1 ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-W3BuUz6C7i712dULyW 68G5HCX7B97Y=z2?ty6z718s 2-2-8 2-2-8 2x4 = LOADING (psf) SPACING• 2-0-0 CS]. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 6 >999 240 TCDL 7.0 LumberDOL 1.25 BC 0.08 Vert(CT) -0.00 6 >999 180 BCLL 0.0 ' I Rep Stress Incr YES WB 0.00 HDrz CT) -0.00 2 n1a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP BOT CHORD 2x4 SP REACTIONS. (lb/size)I 1=79/0-8-0, 2=49/Mechanical, 3=30/Mechanical Max Holz 1=58(LC 10) Max Uplift 1=-21(LC 10), 2=-47(LC 10), 3=-5(LC 10) Max Grey 1=82(LC 15). 2=58(LC 15), 3=38(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:10.1 PLATES GRIP MT20 244/190 Weight: 7111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-8 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=5.8psf; h=15ft; B=45ft; L=40N; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This 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. 47 Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 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 Ile uplift at joint(s) 1, 2, 3. ' A& WARNING -Va4ly Oeslgn pa Design valid for use oply with Is based 10034UP15BEFOFEUSE. (dual building component, not ,orate this design Into the overall inol temporary and permanent bracing 9 guidance regarding the Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 MiTek' 69N Parke East BNtl. Tampa, FL 33610 Job Truss Thus Type , O1Y Ply LOT 4012/34 SLCANATERSTONE I T77293437 1817199 G1 Special Truss 3 1 I Job Reference (optional) eunaers effsraource Imam,clry, rL). marn t,ny, rc- a4av, i Scale = 1:33.4 US = 4 axe = 5xa = 3x6 = ]b LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.12 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.26 7-10 >866 180 BCLL 0.0 ' i Rep Stress ]nor YES W B 0.22 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017?PI2014 Matdx-MSH Weight: 831b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size)I 6=688/Mechanical, 2=76610-8-0 Max Hoa 2=211(LC 9) Max Uplift 6=-309(LC 10), 2=416(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-11621861, 34=-875/651, 4-5= 876/654, 5-6— 1170/905 BOT CHORD 2-7=-652/1073, 6-7=-712/1032 WEBS 4-7=-264/531, 5-7=416/446, 3-7=403/379 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8psf; h=15ft; 8=45ft; L=40ft; eave=5ft; Cat. II; E1g3 C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Interior(l) 2-8-0 to 54-0, ExtedOr(2) 54-0 to 134-0, Interior(1) 134-0 to 14-8-0, Extedor(2) 14-8-0 to 18-8-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: , Joint 6 SYP No.2 crushing capacity of 565 psi. 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) except (jt=11b) 6=309, 2=416. Joaquin Velez PE No.88182 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ' QWARNING-Verltydeslgn Design valid for use only pemmefersandflEAD NGTEs GN TNIs ANGINCLDDEG Mm` REFFAANCE PAGE M6)4]3rev. faN12a15 BEFORE DSE. wIM MReI� connectors. Thls tlaslgn Is based only upon parameters shown. antl Is for an IntlNltlual bulltling component, not ' a truss system. Before bWtlingdeslgn. Brocln8 se, the bulltling designer must verity Me appllcab"I of tlasign parometer4 and popery Incorporate this tleslgn Into the overall indiootedato lndivitluBlfruss web antl/ar chord members oNy. Additional temporary antl permanent bracing nn AA k• Is always mq ratl for prevenfbuckling of $tabillty and to proven, collapse with possible personal Injury and property damage. For general gultlance reBortling the IVIf18 fob4eo9on. storage, delNery. erection orxf ".0 g of trusses antl huss systems. NMSI/tpll pualnr CMUH, DSM9 msd 0C9 BWdbp Campo .nt Tamp Parka 336t p d. Tampa, FL 33610 Sooty Informafbrxa Po'.We ham T. note InsfiMe. 218 N. Lee Sheet Sulto 912. Alexon"I., VA 22314. Job Truss Truss Typo r I Ply LOT 40/2/34 SLC/INATERSTONE T77293438 1817199 G7 Special Truss �Qty 1 1 Job Reference (optional) BulWers FimtSource (Plant City, FL), Plant City, FL - 33567, 8.240 s May 13 2019 MiTek indmtdes, Inc. Mon Jun 1010:18:48 2019 Pagel ID:6gDIOH2OVeg1NklsxoNemzyuULB-wLfJ2n1t7wGKbEHcSaw7ShUuczpVcOc6tCGH2dz7jBb • -1d-0 0 8-042 9-11-4 120-0 - 17.0.0 19-0-0 23-8-12 28-8-0 30.0.0 7-0-0 2-0-12�10.1 2I 6-a0 I z-4-0 4.4-12 1 4-tt-0 11-40� 4.6 11 5x8 = Scale = 1:52.4 9 n Ia 2.4 11 5x8 = V 4x10 MT20HS= 5x8 = 4x6 = 4x6 = Bz10 = 7-0-0 9.0.12 9-11-4 12.0-0 194.0 28-8-0 7-0.5 1 2-0.12� 2�0.72 1 7-4-0 1 9-0-0 Plate Oftsets(X,Y)- 13:0-6-0,0-2-81 f13:0-4-8,0-2-81 f14:0-1-12,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.3713-14 >934 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.48 13-14 >721 180 MT20HS 187/143 BCLL 0.0 Rep Stress lncr NO WB 0.93 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 1521b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 446-2 oc bracing. BOT CHORD 2x4 SP M 31 *Except* 9-12: 2x4 SP No.1 WEBS 2x4 SP 00.3'Except' 13-14: 2x4 SP No.1 I REACTIONS. (lb/size) 2=2402/0-8-0, 9=1727/0-8-0 Max Horz 2_ 219(LC 6) Max Uplift 2=-1307(LC 8), 9=-918(LC 8) FORCES. (lb) -Max. CcmpJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4670/2428, 3-4=-4834/2623, 4-5=4991/2660, 5-6- 4989/2658, 6-7=-2934/1539, 7-8= 298011521, 8-9- 3244/1663 BOT CHORD 2-15=-'1996/4102, 14-15>1999/4119, 13-14=2388/4852, 11-13=18B6/4011, 9-11=-1349/2876 WEBS 3-15=-80/527,3-14=-793/1424, 4-14=-373/171, 5-13=-266/225, 6-13=-710/1186, " 6-11=-2547/1419,7-11=-119212401, B-11=-394/274, 4-13=-56/585 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=5.8psf; h=15ft; 8=45ft; L=4011; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 61=1b) 2=1307, 9=918. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1141b down and 148 lb up at 7-0-0, and 87 Ib down and 1641b up at 9-0-12 on top chord, and 371 lb down and 1941b up at 7-M, and 651b down at 9-0-12, and 1251 Ito down and 699 lb up at 9-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). Joaquin Velez PE No.68182 LOAD CASE(S) Standard MTek USA, Inc. FL Cart 6634 1) Dead + Roof Live (bi lanced): Lumber Increase=1.25, Plate Increase=1.25 6804 Parke East Blvd. Tampa FL 33610 • Date: June 10,2019 • QWARN/NG-Verity eslSn peremefaraend READ NOTES ON7NIS AND INCLUDED MR'EK REFERMCE PAGEMQ747`cv. fa• ors BEFORE USE. Desyn vold for uaeo ly weh MOek®connectors Tnls de5lgn is basetl only upon parameters shown, antl is far an lndMdual bullding component not �� .truss system. Before�se, me bulltling tlesigner must verity Me applicability of tleslgn parameters antl prdpetly Incorporate rats tleslgn Intothe overall bulldhg deslgn.8r.dnglntlic.tad is fo prevent buckling of lndivldu.l truss web and/or chord members only. Addinoncltempor.ry.nd permanent bracing MiTek' 6 always requaetl for kl.blllty onefo prevent collapse with p.sUble persona lNury.ntl property of g. For general guidance reg.rding the t.bncalon, storage, delNery. erecoonand bracing of horses and truss systems seeAN31/IPII C.1n CMaW, DS669 and a(31 Msidbp Componml 6904 Parts East Blvd. S.bly Inf.on. bovpacble from Truss note InsMufe, 21 S N. Lee Street Suite 312, Alex.ndd., VA 22314. Tampa, FL 33610 Job Truss Truss Type , City -- Ply LOT 40/2/34 SLCANATERSTONE T77293438 1817199 G7 Special Truss 1 1 Job Reference (optional) Builders FrstSource (Plaint City, FL), Plant City, FL - 33567, LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-7=-54, 7-10=54, 16-19= 20 Concentrated Loads (Ib) Vert: 3=-114(F) 15=-371(F) 14=-40(F) 4=-87(F) 24=-1251(F) 8.240 a May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:48 2019 Page 2 ID:6gDIOH2OVegl Nkl sxoNemzyuULB-wLfJ2Nt7wGKbEHcSaw7ShUucVVcOc6tCdH2dz7jeb ' QWARNING -III dasige P.W.I.end READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE Ml4103 rov. 1dA'Ytg1a BEFORE USE. Design volid for use ily with MgekOconnectors. This design is based only upon parameters shown, and is for an Individual bulltling component, not ' atruss system. Before building design. Sol use, the building designer must verify the oppllcabllity of design parameters and properly Incorporate this design into the overall ng Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M)Tek' Is always required for tabllity, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage. delivery, erection and bracing of trusses and truss systems. saeANSVTPII Qua1Xv Cill Dill and SCSI Building Component 69N Palle Easl Blvd. Safety Informalbrpvpliable from Truss Plate Institute, 218 N. Lee Street, Suite 312- Alexandria. VA 22 14. Tampa, FL 33610 Job - -- Trws - Truss Type 1 Oty Ply LOT 40/2/34 SLCANATERSTONE T77293439 1817199 G9 Hip Truss 1 1 ' Job Reference (optional) bullpef5 rlrsWourca triwil ury, rr-h r.am xmy. IL- a000., 01 0 46 = 4 ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-OXDhG7KVuEOBCOsp01RM?u1BvN7bLdbF6sMq 3z4 = 4x6 = 21 5 22 6 3z4 G 3X8 = Szfi = 3x8 = 3z4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS 2x4 SPI SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 REACTIONS. (I risize) 2=1133/0-8-0, 8=1133/0-8-0 Scale = 1:51.5 CSL DEFL. in (loc) Vdefl Lid PLATES GRIP TC 0.46 Ven(LL), -0.22 10-12 >999 240 MT20 244/190 BC 0.96 Vert(CT) -0.47 10-12 >730 180 WE 0.31 HOrz(CT) 0.08 8 na War Matrix-MSH Weight: 140 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Max Herz 2=-213(LC 8) Max Uplift 2=-580(LC 10), 8= 580(LC. 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1979/1503, 3-4-1704/1257, 4-5=-1485/1211, 5-6=-1485/1211, 6-7=1704/1257, 7-8=-1979/1503 BOT CHORD 2-12=-1159/1787, 10-12=-995/1668, 8-10=-1159/1749 WEBS 3-12--378/425,4.12=-250/505, 5-12=-335/284, 5-10=-335/284, 6-10= 250/505, 7-10=I379/425 NOTES- 1) Unbalanced root live'loads have been considered for this design. 2y Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psp BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, InteriorO) 2-8-0 to 3-4-2, Exterior(2) 3-4-2 to 25-3-14, Intedor(1) 25-3-14 to 26-0-0, Exterior(2) 26-0-0 to 30-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 21 on the bottom chord iRall areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding. 100 lb uplift at joint(s) except QHb) 2=580, 8=580. )b� Joaquin Velez PE No.68182 Ill USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 • QWARNING - Verity d¢ell parameters and READ NOTES ON THISAND INCLUDED MREKREFERANCE PAGEMIP7473 rev. ia/012a15 BEFORE USE. valid for use oiihi i with M6el@ connectors. mis design Is based only upon parameters shown,pnd Is for an Individual building component, notDi Nil' ' a hum system. Before building design, Brocg ism, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated is to prevent, buckling of. Individual hum web and/or chord members only. Additional temporary cnd permanent bracing MiTek' Is always required for fabrication storage. c lability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the olvery, erection and bracing of trusses and hum systems, seeANSVIPII GUOIM9 CMerlo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sololy Informational illable from Truss Plata Institute. 218 N. Lea Sheet, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss 1 Oty Ply LOT 40/2/34 SLC/WATERSTONE T77293440 I 1817199 G11 �TrussType Hip Truss 1 1 Job Reference o tional Builders FirsiSource (Plant tarty, t-L), Plant Glty, JUbbr, .. d.d.a . 6-6-0 11 Scale=1:51.9 5x6 = 4x6 = _ = 4 23 5 84� 4x6 3x6 = 3x4 = 3x8 =3x4 = 3x8 = 3xe C LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.25 11-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.53 11-20 >650 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.29 Hom(CT) 0.07 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 156 lb FT=20% LUMBER- II� BRACING - TOP CHORD 2x4 SP ryo.2 TOP CHORD Structural wood sheathing directly applied or 3-6-9 do pudins. BOT CHORD 2x4 SP NNNo.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1133/0-8-0, 9=1133/0-8-0 Max Horz 2=-254(LC 8) Max Uplift 2=-580(LC 10), 9--580(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1884/1371, 3-0— 1683/1291, 4-5=-1363/1191. 5-6=-1474/1263, 6-7=-1384/1158, 7-8— 1599/1215, 8-9= 1881/1404 BOT CHORD 2-14=-1002/1700, 13-14=649/1295, 11-13=-766/1446, 9-11=-1043/1650 WEBS 3-14=.386/424,4-14=-252/514, 5-13=-334/435, 6-13=-549/435, 7-11=-306/520, 8-11=-412/437 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2j Wind: ASCE 7-10; VLIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDLP5.8psf; h=1511; B=45tt; L=4011; eave=5ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 5-4-2, Extefior(2) 5-4-2 to 24-1-6, Interior(1) 2441-6 to 26-0-0, Exterior(2) 26-0-0 to 30-0-0 zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beefing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=580, 9=580. 0• WAfl Dossyn valid for we o A ,onent, not o Me overall permanent bracing tg the Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 10,2019 10 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type 4 I , Ply LOT 40/2/34 SLGWATERSTONE T77293441 1817199 G13 Special Truss �Qty 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plam City, FL-33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:43 2019 4x6 = 6.00 12 Scale = 1:52.8 )m b 3x4 = 3x4 = 3x4 = 5x8 = 2x4 II 3x4 9.2-0 17-9-8 20.8-8 28.8-0 aa.n BJ-8 2.8-0 8-2-8 Plate Offsets (X Y)— 12:0-0-4 Edael [3:0-3-0 0-3-0][6:0-5-8 0-2-41 U:0-0-12 Edae] LOADING last) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ved(LL) -0.22 ID-12 >999 240 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 0.88 Vert(CT) -0.4110-12 >849 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.99 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 141 Ito FT=20% LUMBER - TOP CHORD 2x4 SP 0.2 *Except* 6-8: 2x4 SP No.1 BOT CHORD 2x4 SP �0.2 WEBS 2x4 SP 0.3 REACTIONS. (Ib/size 2=1133/0-8-0, 7=1133/0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-580(LC 10), 7=580(LC 10) Max Gray 2=1143(LC 15). 7=1135(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 0o purlins. BOT CHORD Rigid ceiling directly applied or 5-7-9 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 ([b) or less except when shown. TOP CHORD 2-3=-1888/1264, 3-4=-1701/1219, 4-5=-2001/1588, 5-6=-1717/1308, 6-7=-1829/1238 BOT CHORD 2-12= 871/1839, 10-12=-482/1224, 9-10=-845/1561, 7-9=-843/1554 WEBS 3-12= 430/420, 4-12=-2821717, 4-10=-777/1137, 5-10>1013/863, 6-10— 145/459 NOTES- 1) Unbalanced root live loads have been considered for this design. 21 Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Exterior(2) 9-0-0 to 17-0-0, Interior(1) 17-0-0 to 17-9-8, Extenor(2) 17-9-8 to 24-5-8, Intedor(1) 24-5-8 to 26-0-0, Exterior(2) 26-M to 30-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=580, 7=580. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 10,2019 ' AwARNING-verr. slgnperamefersanJREAD NOTES ON TN/SANDINCLUDED MREKREFERANCEPAGEMIN419rev, 1"312015 BEFORE USE. Desyn valid for used ly with MBelG connectors. This design is based only upon parameters shown, and is for on lndNidual building component, not ��� ' a truss system. Before bullding design. BraIg se, me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Indicated is to buckling Individual truss wob and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlretl forQ$toblllN fobrlcotion, storage, afnw rnlnm,ne prevent of and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me alivery, erection and bracing of trusses and truss systems. seeANSUIPII Gual,, CrB9da,DSB-89. and SCSI Buldhp Component nllnhln bnm Tn,co Pinto 1oth4o 91a N. I no g4ant. Sulia319. Alexnnddn. VA 2%4 6904 Parke East Blvd Tampa, FL 33610 Job s - Truss Type , 1 Orly Ply LOT 40/2/34 SLCMATERSTONE T17293442 1817199 T�G,: Special Truss 1 1 Job Reference Lop /tonal Builders Flrstbource IPIIM cny,.tl), Vlanl wy, I-Laaaoq - .-1-4-1) . 6-9-4 Scale = 1:52.8 46 = 6.00 r12 4 3x4 = 3x4 = 3x4 = 3x4 = 3x4 — 3x4 = 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 1 Code FBC2017fTPI2014 CSI. TC 0.85. BC 0.83 WB 0.55 Matrix-MSH DEFL. Vert(LL) Ven(CT) Horil in (too) Udetl L/d -0.18 10-12 >999 240 -0.35 12-15 >977 180 0.07 7 rda n/a PLATES GRIP MT20 244/190 Weight: 1381b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-9 oc bracing. WEBS 2x4 SPNo.3 REACTIONS. (Ib/size) 2=1133/0-8-0, 7=1133/0-8-0 Max 12--294(LC 8) Max Uplift 2= 580(110), 7=-580(LC 10) Max Gray 2=1134(LC 15), 7=1133(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-1881/1235, 3-4=-1690/1192, 4-5=-1809/1296, 5-6=-1687/1251, 6-7=-1925/1278 BOT CHORD 2-12=-850/1816, 10-12=468/1213, 9-10=-1196/2067, 7-9=-90911659 WEBS 3-12=-431/410, 4-12=-279/691, 4-10=-493/871, 5-9= 618/436, 6-9=-313/618, 5-10='-790l700 NOTES- 1) Unbalanced roof live loads have been considered for this design. 21 Wind: ASCE 7-10; Vull60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psC h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II;1 C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Extedor(2) 9-0-0 to 17-0-0, Interior(1) 17,-0-0 to 19-9-8, Exterior(2) 19-9-8 to 30-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding. 100 1b uplift at joint(s) except (jt=lb) 2=580, 7=580. r Ib Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 • ,WARNING-yedry dosr9R parameters and READ NOTES pNTNIa AND INCLUOEg MREK REFERANCE PAGE Ml4l4l3 rev. 1Wn12015BEFORE USE. Design valid for use try with MI"i connectors. This design is based only upon parameters shown, end is for an Individual building component, not Nil' o huss system, Before building design. Broc use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ng Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek• Is always required for foollcatlon, storage, 6afaly InformotiorO fablllN and to prevent collapse with possible personal mury and property damage. For general guidance regarding the elNery, erection and bracing of busses and truss systems, seemSvwll CualBy CrItorb, 090419 and i Building Component Roble from Truss Plate Insatute,218 N. Lee Street, Suite 312, Alexandria, VA2214. s904 Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type I Cry Ply LOT 40/2/34 SLCAVATERSTONE T17283443 1817199 G17 Special Truss 1 1 Job Reference (optional) builders rlrelsource trl Im ury, rLj' rlan, imy, rl- ooaor, . -1-4.0 . 6-8-4 6.00 r12 4xe = 4 Scale = 1:52.8 3x4 = 3z4 = 3z4 = 3.8 = 3x4 = 3z4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.19 11-13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.3613-16 >958 180 BCLL 0.0 Rep Stress Incr YES W B 0.56 HOrz(CT) 0.07 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS l Weight: 141 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc pudins. BOT CHORD 2x4 SP �No.2 BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1133/0-8-0, 8=1133/0-8-0 Max HorA 2=-294(LC 8) Max Uplift 2=-580(LC 10), 8=-580(LC 10) Max Grav 2=1134(LC 15), 8=1133(LC 1) FORCES. (lb) -Max. Comp,/Max, Ten. -A[] forces 250 (11 or less except when shown. TOP CHORD 2-3=-1882/1207, 3-4=-1690/1162,4-5=-1838/1286, 5-6=-2863/1853, 6-7=-2497/1621, 7-8=1969/1293 BOT CHORD 2-13=-848/1815, 11-13=-460/1211, 10-11=-1124/2041, 8-10=-964/1731 WEBS 3-13= 433/417, 4-13=-282/693,4-11=-508/943, 5-11=-801/651, 5-10=-507/906, 6-10=-1277/826, 7-10=-537/1008 NOTES- 11 Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.epsf; h=15ft; B=45ft; L=40f ; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Exterior(2) 9-0-0 to 17-0-0, Interior(1) 17-0-0 to 21-9-8, Exterior(2) 21-9-8 to 30-0-0 zone;C-C for members and forces & MWFRS for reactions. shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=580, 8=580. Joaquin Velez PE No.68182' MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ,&WARNING-Verl Slgn,ammetens and READ NOTES ON TNISANDINCLUDED MWEKREFERANCEPAGEMLL7473 rev- IdIUV015 BEFORE USE. valid for use o ly with M6ekOconnectors. This design Is based only upon parameters shown, and Is for on Individual building component; not Nit a truss system. Before building design. Bra c use, Me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall ng Indicated is to prevent buckling of Individual truss web cnd/or chord members only. Additional temporary ono permanent bracing MiTek' Is always required for,ktablllty fabrication, storage, i+ and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me livery, erection and bracing of trusses and truss systems, seeANSUIPII CuolBv CMnlo, DSB-09 and BC61 Bull Component 6904 Parke East Blvd. Safety Informallorcupilable from Truss Plot. Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job - - Truss - Truss Type t r r , Ply LOT 4112111 SLCANATERSTONE T17293444 1817199 G19 Special Truss �Qty 1 1 Job Reference (optional) i Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 132D19 Ml Iek Industnes, lnc. Mon Jun 1U 1U:18:482U19 18 4x6 = 6.00 12 Scale = 1:52.8 3x4 = 3x4 = 3x4 = 3x6 = 5x8 = 3x4 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS 2x4 SP SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 REACTIONS. (lb/size) 2=1132/0-8-0, 8=1128/0-8-0 Max Hdrz 2=-294(LC 6) Max Uplift 2=-581(LC 8), 8=-588(LC 8) CSI. DEFL in (loc) Udefl Ud PLATES GRIP TC 0.74 Vert(LL) 0.32 10-11 >999 240 MT20 2441190 BC 0.89. Vert(CT) -0.48 10-11 >716 180 WB 0.80 Horz(CT) 0.07 8 n/a n/a Matrix-MSH Weight: 141 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1879/882, 3-4=-1687/847, 4-5=-1855/93T, 5-6=-4156/1884, 6-7=-3464/1521, 7-8=-2035/913 BOT CHORD 2-13=-632/1799, 11-13=-306/1198, 10-11=-800/2006, 8-10=-714/1804 WEBS 3-13=.435/358,4-13_ 228/684,4-11=-380/966,5-11=-760/505„5-10=-900/2110, 6.10=-19551952, 7-10= 763/1827 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2j Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Bpsf; h=15f : B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 anyother live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=581, 8=588. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 41b down and 10 Ito up at 26-5-8 on top chord,and 5 lb down and 23 lb up at 26-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back(B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 14=-54, 4-6=-54, 6-7=-54, 7-9=-54, 14-17=-20 Concentrated Loads (lb) Vert: 7=9(B) 22=5(B) n n Ib Joaquin Velez PE No.68182 MTek USA, Inm FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 • QWARNING-Ve 1"'d l9nparemetenand REAONOTES ONTHIS ANOINCLUOEO MITEKREFERANCE PAGEMX7413Ie¢idDYL0f5 BEFORE USE. Design valid for use ohly with ME connectors. This design Is based only upon parameters shown, and Is for an Indivltlual builtling component not - ahuss systam,Before se, the bullOng tleslgner must verity the OppllcOblllN of tleslgn poromefers antl properly Incorporate Mls deslgnlnto the overall builtling design, Brac g indicated is to pr E, buckling of Individual huss web antl/or chord members only. Additional fempOrary and permanent bracing MiTek' Is always required for ability andfo pre vent collapse with possible personal lnlury and property dOmoge. For general guld nce regard fhe fob, cotton, doroge. s'" erection ono bracing of frussos ano huss systems, seeANS711 puellIl1yy Cat. , n5U9 and OC31 auldelg Cempanrrnf 6904 Parke East Blvd. li InfGmmlbncvolloble from Tmss Plofe Institute. 21 B N. Lee Sheet, Sulfe 312 Alaxontlrlo. VA 22314. Tampa, FL 33610 Jab Truss - - Truss Type I 1. Cry - Ply LOT 40/2/345LC/WATERSTONE T17293445 1817199 GX Special Truss 1 1 Job Reference o tional Builders FirstSource (Plaint City, FL), Flant Cry, FL- 3abB/, i o.zau s may ra zo r a MITen nmusuiea, niu. M... Faye ID:BgDIOH2OVegl Nkl sx NemzyuULB-tjn4TTL7fYW2gYR7Z7ybY6a04neo46kPLW607Wz7jBZ 46 = 5X6 = Scale = 1:33.8 �a d LOADING (pal) 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 FBC2017ITP12014 CSI. TC 0.24 BC 0.19 We 0.12 Matrix-SH DEFL. in (loc) Vdefl Ud Vert(LL) -0.00 1 Nr 180 Vert(CT) 0.00 i Nr 120 Horz(CT) 0.00 10 Na Na PLATES GRIP MT20 244/190 Weight: 90 lb FT=20% LUMBER- L.2 BRACING - TOP CHORD 2x4 SP TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SPo.2 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP o.3 REACTIONS. All bearings 18-8-0. (Ib) - Max Herz 2=211(LC 9) Max Upi ift All uplift 100 lb or less at joint(s) 10, 15, 16,12 except 2=-154(LC 10), 17=-112(LC 10), 13— 102(LC 10), ll=-161(LC 10) Max Gmv All. reactions 2501b or less 11110, 2, 14, 15, 16, 13, 12 except 17=261(LC 15), 11=290(LC 16) FORCES. (I s) -Max. 6omp./Max. Ten. -All forces 250 (Ib) or less except when shown TOP CHORD 5-6=94/357, 6-7=-94/357 WEBS 5-15=-145/315, 3-17=-192/306, 7-13=-145/318, 9-11=-205/420 NOTES- 1) Unbalanced roof livelloads have been considered for this design. 2j Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=1511; B=451q L=40R; save=2f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2) 2-8-0 to 5-4-0, Comer(3) 5-4-0 to 13-4-0, Exterior(2) 13-4-0 to 14-8-0, Comer(3), 14-8-0 to 18-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise'. indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 Do. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Lumber designated with a "P° is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment Inlay be used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and 'G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 10) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. Joaquin Velez PE No.60182 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001le uplift at joint(s) 10, 15, 16, 12 MTek USA, Inc. FL Cert 6634 except at=lb) 2=15�, 17=112, 13=102, 11=161. 6904 Perky East Blvd. Tampa FL 33610 . Data: r June 10,2019 ' ,&WARNING- Verity dQsign peremetere and READ NGTES ON THIS AND INCLUDED MREK REFERANCE PAGE M1474TJ rev. 111,1XY10159EFORE DBE. DesObn valid for use of - o truss system. Before ily with MrieI� connectors. This design is based only upon parameters shown, and Is an individual building component, not ise, the building designer must verity the appllcabll Ity of design parameters and property Incorporate this design into the overall �� tiulldingdeslgn. Brad eiglndlcatedIsto prevent buckling oflndlvldualhuss web and/or chord members only. .Addifondtemporary and permanent bracing MiTek' Is always required for yylability fabrieatlon, storage, c rntn„nnan,nv/,nnhio and to prevent collapse with possible personal Injury and property damage. For general guldence regarding the alvery, erection and bracing of trusses and hues systems, seeAXSVIPl1 Oua1BV Criteria, DSBACSI 9 and BBuBdNp Component from Tr, me Pinta Indic. itw. 91 B N. I ea Street. Sulte 312, Alexandria. VA 22 14. 690 4 Parke East Blvd. 690 art asto Tampa, Job Truss - - Truss Type t t i , Oty Ply LOT 4012134 SLCANATERSTONE T17293446 1817199 M Roof Special 3 1 Jos Reference (optional) au ioers rusmource Irian uny, ry, nem 1.1y. r. - ooaa,, Scale = 1:46.6 6x12 MT20HSQ 4 3x4 = 2x4 11 4x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TC 0.80 Vefi(LL) 0.19 7-19 >459 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) 0.16 7-19 >565 180 MT20HS 187/143. BCLL 0.0 Rep Stress Incr YES W B 0.45 Horz(CT). -0.04 7 1 Na BCDL 10.0 Code FBC2017TFP12014 Matrix-MSH Weight: 1031b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPo.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc audits. BOT CHORD 2x4 SP o.2 `Except` BOT CHORD .Rigid ceiling directly applied or 5-1-6 oc bracing. Except: 4-10: 24 SP No.3 5-11-0 oc bracing: 8-10 WEBS 2x4 SP ro.3 JOINTS 1 Brace at Jt(s):8 REACTIONS. (lb/size) 2=603/0-4-0. 5-355/04-0, 7=785/0-4-0 Max Horz 2-3919) Max Upiitt 2=-637(LC 10). 5= 441(LC 10), 7=-647(LC 10) Max Grav 2=603(LC 1), 5=403(LC 20), 7=785(LC 1) FORCES. (II -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-655/1024, 3-4- 276/333, 4-5=-257/192 BOT CHORD 2-1 1=-1 179/517. 10-11=-1179/517, 8-10= 652/332, 4-8=-257/188 WEBS 3-11=-426/248, 3-10=-499/921, 4-7=-491/537 NOTES- 1) Unbalanced roof livelloads have been considered for this design. 2j Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15tt; B=45ft; L=40f ; eave=5tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to2-8-0,.Interior(1) 2-8-0 to 8-8-0, Extedor(2) 8-8-0 to 16-8-0, Interior(1) 1618-0 to 18-8-0, Exterior(2) 18-8-0 to 22-8-0 zone; cantilever left and fight exposed ; end vertical left and right exposed; porch left and fight dxposed;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication. Tolerance at joint 4 = 16 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (1=lb) 2=637, 5=441, 7=647. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL $3610 Data: ^ June 10,2019 • AWARNING- Vedfydeelpaparametersand BEAD NOTES ON IFWS AND INCLUDED MRTKREFERANCEPAGE 161I47479rev. 1111 15 BEFORE USE. I valid for use only with furl connectors. This design is based only upon parameters shown, and is for an Individual building component not �t• ' a hum system. Before building design, Bracing use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Indicated is to preventbuckling of IndMdual huss web and/or Chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllly fabrication, storage, delivery, and to prevent collapse with possl5le personal Injury and property damage. For general guidance regarding the erection and bracing of ruses antl truss systems, seeANSVIPN Quality Criteria, DSB49 and Ill Building Component 6904 Parka East Blvd. Safety Informotbmvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type t r r . Oty -- Ply LOT 40/2/34 SLCMATERSTONE T77293447 1817199 M01 Monopitch 2 1 Job Reference optional Builders FirsiSource (Plant City, FL), Plant City, FL - 33567, 6.24D s May 13 2019 MI ex Industries, Inc. Mon dun 10 10:18:51 Au iv rage r ID:6gDIOH2OVegl NklsxoNemzyuULB-LvLSgpUQrev5hOB7jTg4J60vBsZpYNYZArxfyz7j8Y -1-4-0 7-8.0 1.4 0 7-8.0 3x4 = 2.4 II 3x6 II 4 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.35 6-10 >247 240 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) 0.30 6-10 >289 180 BCLL 0.0 " Rep Stress Inor YES WB 0.16 HOrz(CT) -0.01 2 File n/a BCDL 10.0 Code FBC2017/TPI2014 Matril LUMBER- IBRACING- TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size 2-370/0-4-0, 6=258/0-3-8 Max H rz 2=275(LC 9) Max L lift 2=-387(LC 10),.6=-240(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 4-5=-221/327 WEBS 3-6=-569/548 Scale = 1:26.4 PLATES GRIP MT20 244/190 Weight: 371b FT=20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-4-3 oc bracing. NOTES- 11 Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.epsf; h=151t; B=4511; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.1$ MW FRS (directional) and C-C Extenor(2) -1A-0 to 2-8-0, Interior(1) 2-8-0 to 3-6-4, Exterior(2) 3-6-4 to 7-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 37 " 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joints) except all 2=387, 6=240. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: June 10,2019 • AWARNING-Verlfx dI, fgnperametemand READ NOTES ON THIS AND INCLUDED MFTEKNEFENANCE PAGE MIF)47arev. lN0.irT 168EFORE USE. Design valid for use ohly wlih Mi connectors. This design Is based only upon parameters showand Is for on Individual building component. not n Not ' a huss system. Before se. the to ding designer must verily the applicability of design parameters and properly Incorporate this design Into the overall Individual hum only. Additional temporary and permanent bracing MiTek building design. Sracng s always required for lntlicated is fo prevent Duckling of web and/or chord members toblllty and to prevent collapse with possible personal injury and property damage. For general guidance regording Me N51/IPll VA,22314meda, O3649 and BCSI Bu1dNy Component 6904 Parka East Blvd: Safety Infeenctiono allobie from Lass Plate Institute, 218 N. Lee Sheet. Suite 312, All Tampa, FL 33610 Job - Truss Truss Type r , r , Oty 'Ply LOT 40/2/34 SLCMATERSTONE T77293448 1817199 MG Flat Girder 1 2 Job Reference o tional Builders FirstSource (Plant City, FL), Plam City, FL- 3356/, a.zqu s rviay io zu is mu ex inuusrnes, nic. muu em, ,v ,DA 8.52 co,n raeo , ID:6gDIOH2OVeg1 Nk1 sxoNemzyuULB-p6vqu9MNB9mm3rbOh0__3dXfnTbCUYwuiogbVBOz7j8X 3-8-8 1 7.4.0 _ 46 = 3.6 11 3x4 = ]d Scale = 1:26.6 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017ITP12014 CSI. TC 0.18 BC 0.69 WB 0.47 Matrix -MP DEFL. in Vert(LL) 0.03 Ven(CT) -0.04 Horz(CT) 0.01 (loc) I/defl Ud 4-5 >999 240 4-5 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weighto851b FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins, BOT CHORD 2x6 SP N0.2 except end verticals. WEBS 2x4 SIP BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/sizeI 3=1868/0-8-0, 5=2207/0-3-8 Max H,rz 5=-249(LC 6) Max Uplift 3= 909(LC 8), 5=-1098(LC 4) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP.CHORD 2-3=-2871/1406 BOT CHORD 4-5=-1206/2553, 3-4=-1206/2553 WEBS 2-5=-2904/1498, 2-4=-114012442 NOTES- 1) 2-ply truss to be connected together with IOd (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 connected as follows: 2x4 -1 row at 0-9-0 or. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuli 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=15ft; B=45fC L=40ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and Tight exposed; Lumber DOL=1:60 plate grip!DOL=1.60 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding. 100 to uplift at joint(s) except at=lb) 3=909,5=1098. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1182 Ile down and 596 lb up at 1-4-12, and 1181 It, down and 596 Ib up at 3-4-12, and 1181 Ib down and 599 lb up at 5-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD'CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli) Vert: 1-3=-54, 5-6=-20 Concentrated Loadsl(lb) Vert: 9=-1182(B) 10=-1181(B) 11=-1181(B) Joaquin Velez PE No.68182 MiTck USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 • ®WARNING-yerttytl9algn paremeters end READ NOTES ON THIS AND INCLUDED MEEK flEFERANCE PAGE MI4]4)9 rev. 1NaYLefa BEFORE USE. Destbn valid for use artly with MTekO connectors. Mls tleslgn Is based only upon parameters shown, and Is for an IndNlduai bulltling component, not a truss system. Before bulltling tleslgn. Bract se, the bulltling designer must verify the appllcobllity of design parameters and properly Incorporate this tleslgn into the overall g Indicated is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracingisaMcysrequlmcl "901, fortablllty fobacotlon, storog�, e..r..w r.b..... .hlinhla and to prevent collapse with possible personal lnlury and property tlomoge, For general guidance regortling theast allvery. erection and bracing of trusses and truss systems, seeANSVlplt Cual tT CMulo, DSB-09.antl BC31 Building Component Anm rn,ee GInIc lneafi,lo m N N l cc Shccl S, ilfw 319. Alnvnnrinn. VA 99.i1a vol Tamps. FL 33810 P Jab Truss -- Truss Type { r f , Oty PIY LOT 40/2/34 SLCAVATERSTONE T17293449 1B17199 M% GABLE 1 1 Job Reference optional) ' Builders FirstSoume (Plant Gity, FL), Plam Ulty, FL- aaba/, ..". a muy is c. i e M un umumu -,no .. .............. .....� I di 6x12 MT20HS O 4 31x4 = 46 = Scale = 1:46.6 LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.80 BC 0.69 We 0.45 Matrix-MSH DEFL. in Ver1(LL) 0.19 Vert(CT) 0.16 Horz(CT) -0.04 (too) Well L/d i 7-35 >459 240 7-35 >565 180 7 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 131 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. Except: 4-10: 2 4 SP No.3 5-11-0 oc bracing: 8-10 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jf(s): 8 OTHERS 2x4 SPNo.3 REACTIONS. (Ib/sizelll 2=603/0-4-0, 5=355/0-4-0. 7=785/0-4-0 Max Horz 2=397(LC 9) Max Uplift2=-637(LC 10), 5=-441(LC 10), 7=-647(LC 10) Max Grav 2=603(LC 1). 5=403(LC 20), 7=785(LC 1) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 22=655/1024, 3-4= 276/333, 4-5=-257/192 BOT CHORD 2-11=,1179/517, 10-11=1179/517, 8-10=-652/332, 4-8= 257/188 WEBS 3-11=-426/248„3-10=-499/921,4-7=-491/537 NOTES- 1j Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 8-M, Exterior(2) 8-8-0 to 16-8-0, Interior(1) 16-8-0 to 18-8-0, Ezteior(2) 18-8-0 to 22-8-0zone; cantilever left and right exposed ; and vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60,plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) The Fabrication Tolerance at joint 4 = 16% 7) Gable studs spaced at 2-0-0 Do. 8) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 9) ' This truss has been designed for a live load of20.0psf 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. 10) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joints) except at=lb) 2=637, 5=441, 7=647. r and READ NOTES ON THIS AND INCLUDED connectors rhls deslan Is based only upor 10MUi2e15 BEFORE USE. (dual building component, not )orate this design Into the overall anal temporary and permanent bracing Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL $3610 Date: June 10,2019 fabrlca6on, storage, delivery, erection and bradiute, 21T NYLee3freet, Suite V �,•._.�.., .,,.....,e.. ._. e-__-_-e_. _...e bracing of trusses and truss systems, seeANSVrPII Quality Criteria, DSB419.and BCSI Building Component Tama Parke East Blvd. Safety Udormo6onavasable from Truss Plate Intl 312, Alexandria. VA 22314. Tampa, FL 33810 Job Truss Truss Type i Ply LOT 4012134 SLCANATERSTONE T17293450 1817199 MX1 GABLE �Qty 1 1 Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:54 2019 Pagel ID:6gDIOH2OVeg1 Nk1 sxoNemzyuULB-IUI a1r0ejmOUJ91mor0Yyk2KO??OxF_G74bGHz718V 416 = yq= 2x4= LOADING (pst) TCLL 20.0 TCDL 7.0 SCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS'. TC 0.41 BC 0.24 W B 0.03 Matrix=MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=368/04-0, 4=368/0-4-0 Max Horz 2=109(LC 9) Max U ilift 2=-387(LC 10), 4=-387(LC 10) FORCES. (lb) - Max Comp.AMax. Tan. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-241/495, 3-4— 241/495 Santa - 1:19.7 la d DEFL in (too) Vdefl Ud PLATES GRIP Vert(LL) 0.01 6 >999 240 MT20 244/190 Vert(CT) -0.01 6 >999 180 Horz(CT) -0.00 4 n1a Na Weight: 33 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 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.BpsY h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; parch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Gable studs spaced' at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-" wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP Not crushing capacity of 565 psi. 8) Provide mechanical,connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=387, 4=387. WARNING -Verity design paremetemand READ NOTES ON THISAND INCLUDED MIfEKREFEBANCE PAGEN6)aTJ nv. IaAtQ01a BEFDflE USE. Sgnyalld for use only wim MdaM gconnectors. lhls desi0n %based only upon parameters shown. and Is for an individual building component, riAinn perm.Bofors Srraano Indicated s to pregvent bucklimust ng f ntlhe rvdual tmssweb nE/a chord membeolomeleas and rs only Addltl�l temporary andiperma _ ______-..-.._ ..---- ,n..,.,nnu. rnrnenemlaUcancereaartlingihe Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 6904 PaAO East 9W. Tampa, FL 33610 Job Truss Truss Type - V • Ply LOT 40/2134 SLCMATERSTONE T17293454 1817199 R7 JACK -OPEN TRUSS �Qty 3 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, J 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:57 2019 Pagel ID:ZYc6AOGNDVAfFo43ovpJT9ypvs0-93ijxsOW2hO2AcTLUnFKaMbNc7eDFyRy5lFlcz7jeS Scale = 1:22.8. 1g . l Plate Offsets (X ))-- 12:0-2-11 0-0-111 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TC 0.30 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.06 7-10 >999 180 BCLL 0.0 " Rep Stress Inor NO W B 0.22 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-MSH Weight: 42 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP L.2 TOP CHORD BOT CHORD 2x4 SP N0.2 BOT CHORD WEBS 2x4 SP �10.3 REACTIONS. (lb/size 4=78/Mechanical, 2=404/0-8-0, 5=361/Mechanical Max Herz 2=241(LC 8) Max Ur [!ft 4=-80(LC 8); 2=-267(LC 8), 5=-170(LC 8) FORCES. (lb) - Max. ¢omp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-577/214 BOT CHORD 2-7=-294/530, 6-7=-294/530 WEBS 3-7=0/307, 3-6=-640/355 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied .or10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=151t; B=45ff; L=40f ; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 3f " 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) fors truss to truss connections. 5) Provide mechanical connection (by others) of Imss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except 01=1b) 2=267, 5=170. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42 It, down and 52 lb up at 1-5-4, 42 lb down and 52 Ib up at 1-5-4, 6 lb down and 83 lb up at 4-3-4, 6lb down and 83 lb up at 4-3-4, and 45 lb down and 130 lb up at 7-1-3, and 45 lb down and 130 lb up at 7-1-3 on top chord, and 31 lb up at 1-5-4, 31 lb up at 1-5-4, 6 Ito down and 9 lb up at 4-34, 6lb down and 9lb up at 4-3-4, and 34 lb down and 1 Ito up at 7-1-3, and 34 Ito down and 1 lb up at 7-1-3 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loada(Ib) Vert: 11=105(F=52, B=52) 12=-4(F=-2, B=-2) 13=-89(F=45, B=45) 14=35(F=17, B=17) 15=-12(F=-6, B=-6) 16=-47(F= 24, B=-24) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cort 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 10,2019 ® WARNING-Ve" d sign Fete -and REAP NOTES ON THIS AND INCLUDED MRENREFERANCE PAGE MIF M rev. re/0a2015DEFORE USE. Design yclitl for use o ly with MBeKa connectors. fill design Is based only upon parameters shown and a for on Indvtduo building component, not p buss system.. Before (tse. the building tleslgner must verify the appiicablllN of design parameters and propery Incorporate'n tlesign Info the overall lntlicoted into buckling individual truss weband/or members.niy. Adtlltlonpltemporaryantl bracing MiTek' buildng tlesign.&oc'rg prevent of chard permanent s always required for $toblllty and to prevent collapse wim possible personcl lnlury antl property of ..ge. For general guidance regarding the 6904 Parke East BW. fabrlcOnon storage, tlelivery, erection antl bracing of trusses and Muss systems, seeANSU1P11 GualRv CMnh, D3949 a.E SCSI 6u1ding CompononP SofatV InlormOflorrovbiloble from Lass Plate Institute. 218 N. Lee Street Suite 3,2. Alexpndtlp. VA 22 14. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are Indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 1/14? For 4 x 2 orientation, locate plates 0-'ha from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. Plate location details available In MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide To Good Practice for Handling, .Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 i dimensions shown In sixteenths scale) III (Drawings not to scale) JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/rPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved W1 0 MiTek' MITek Engineering Reference Sheet: Mll-7473 rev. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal or X-bracing, is always required. See SCSI. 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 antl embed fully. Knots and wane at joint locations are regulated by ANSVTPI 1. 7. Design assumes trusseswill be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber Is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated ore minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSIM 1 Quality Criteria. umber design values are in accordan( with ANSI/TPI 1 section 6.3 rhese truss designs rely on lumber values established by others. SCANNFD RE: 1817199 - LOT 40/2/34 SLC/WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: ADAMS HOMES Project Name: 1817199 Model: 2265 CR 3C Tampa, FL33610-4115 Lot/Block: 40/2/34 Subdivision: ST LUCIE COUNTY / WATERSTONE Address: 8529 WATERSTONE BLVD, . City: FORT PIERCE State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Wind Code' ASCE 7-10 Roof Load: 37.0 psf Design Program: MiTek 20/20 8.2 Wind Speed: 160 mph Floor Load: N/A psf This package includes 48 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 T1729,3407 A01 6/10/19 23 T17293429 E7 6/10/19 2 T17293408 A02 6/10/19 24 T17293430 E7G 6/10/19 3 T17293409 A04 6/10/19 25 T17293431 US 6/10/19 4 T17293410 B7C 6/10/19 26 T17293432 E7V 6/10/19 5 T17293411 B9C 6/10/19 27 T17293433 E7V1 6/10/19 6 T17293412 B11C 6/10/19 28 T17293434 E7V2 6/10/19 7 T17293413 B13C 6/10/19 29 T17293435 E7V3 6/10/19 8 T17293414 B15 6/10/19 30 T17293436 E22 6/10/19 9 T17293415 B17 6/10/19 31 T17293437 G1 6/10/19 10 T17203416 B19 6/10/19 32 T17293438 G7 6/10/19 11 T17293417 B21 6/10/19 33 T17293439 G9 6/10/19 12 T17293418 C1 6/10/19 34 T17293440 G11 6/10/19 13 T17293419 C3 6/10/19 35 T17293441 G13 6/10/19 14 T17293420 C5 6/10/19 36 T17293442 G15 6/10/19 15 T17293421 D7 6/10/19 37 T17293443 G17 6/10/19 16 T17293422 D9 6/10/19 38 T17293444 G19 6/10/19 17 T17293423 D11 6/10/19 39 T17293445 GX 6/10/19 18 T17293424 D13 6/10/19 40 T17293446 M 6/10/19 19 T1729,3425 D15 6/10/19 41 T17293447 M01 6/10/19 20 T17293426 D17 6/10/19 42 T17293448 MG 6/10/19 21 T17293427 D19 6/10/19 43 T17293449 MX 6/10/19 22 T17293428 D21 6/10/19 44 T17293450 MX1 6/10/19 The truss dra�ving(s) referenced above have been prepared by IN ,��` PQ MiTek USA, Inc. under my direct supervision based on the parameters �� J •• ' ENS' provided by Builders FirstSource (Plant City, FL). Truss Desigh Engineer's Name: Velez, Joaquin D 82 My license renewal date for the state of Florida is February 28, 2021. = ,t IMPORTANT NOTE: The seal on these truss component designs is a certification TATE OF �� 00 •' that the engineer named is licensed in the jurisdiction(s) identified and that the P,: _�4. �1� designs comply with ANSUTPI 1. These designs are based upon parameters (<`S • O R 10. ��,�� ..... shown (e.g., loads, supports, dimensions, shapes and design codes), which were �� S/ •"�� given to MiTek or TRENCO. Any project specific information included is for MiTek's or ►►►► TRENCO's cystomers file reference purpose only, and was not taken into account in the fill preparation ofl these designs. MiTek or TRENCO has not independently verified the J aquln Velez P o.68182 applicability ofI the design parameters or the designs for any particular building. Before use, M Tek USA, Inc. Cert 6634 the building designer should verify applicability of design parameters and properly 69p4 Parke East 8 d. Tampa FL 33610 incorporate those designs into the overall building design per ANSIITPI 1, Chapter 2. Da June 10,2019 Velez, Joaquin 1 of 2 :,_ RE: 1817199 - LOT 40/2/34 SLC/WATERSTONE Site Information: Customer.Info: ADAMS HOMES Project Name: 1817199 Model: 2265 CR 3C Lot/Block: 40/2/34 Subdivision: ST LUCIE COUNTY/ WATERSTONE Address: 8529 WATERSTONE BLVD, . City: FORT PIERCE State: FLORIDA No. Seal# Truss Name Date 45 T17293451 PB 6/10/19 46 T17293452 PB1 6/10/19 47 T1.7293453 R2 6/10/19 48 T17293454 R7 6/10/19 2of2 Job Truss Truss T—e r I Oty Ply LOTrc/34SLCNVATERSTONE /\ T17293407 1817199 A01 PIGG1, .:K BASE TRUSB 5 1 t Job Reference laptionall c uuaers nrsaource trram u.l ry, rranc any, et.- JJbb I, 5x6 i 4 2x4 Q 3 Mite STP = 25 17 re 1 2 5x6 = d 18 3x6 = 6xa = 5x6 = 6.00 12 6 ISA G a.24Ua May IJZUIVMIIeKInaUSirieS,InC. MOn JUn1UlU:1a:U32U19 Pagel SIB = 7 3x4 1 a 28 29 16 30 15 31 14 32 33 1312 31 = 3x6 = 3xB — 3x4 = 46 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Wall Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.37 18-21 >281 240 TCDL TO Lumber I 1.25 BC 0.85 Ven(CT) 0.28 18-21 >378 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.88 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Excel BOT CHORD 4-i B: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=391/0.8-0, 18=1585/0-3-0, 10=1325/0-7-8 Max Horz 2= 421(LC B) Max Uplift 2=-460(LC 10), 18=-828(LC 10), 10=-682(LC 10) Max Gray 2=395(LC 19), 18=1737(LC 15), 10=1424(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-362/484, 34=-279/421, 4-5=-239/481, 5-6=-1469/1220, 6-7=-1373/1164, 7-8=-1564/1197,8-9= 2288/1438, 9-10=-2484/1487 BOT CHORD 2-18=-378/230,17-18=-1592/664,4-17=-328/252,16-17=-640/1338,14-16=-478/1268, 12-14= 865/1710,10-12=-111012144 WEBS 3-18= 275/383, 5-17=-17611726, 5-16=-2/264, 6-16=447/256, 6-14=-78/389, 7-14=-209/426, B-14=-707/509, 8-12= 143/540, 9-12=-350/296 5x6 1 9 Scale = 1:80.4 1.5.8 STP= 27 10 11I6 0 N 3x6 = PLATES GRIP MT20 2441190 Weight: 237lb FT = 20 Structural wood sheathing directly applied or 3-3-8 oc purlins. Rigid ceiling directly applied or 4-4-5 oc bracing. 1 Row at midpt 5-17. 6-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.8pst hint 5ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 15-4-2, Exterior(2) 154-2 to 31-1-13, Interior(1) 31-1-13 to 40-0.0, Exlerior(2) 40.0-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has beemdesigned 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) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=460,18=828,10=682. Joaquin Velez PE No.68182 Mil USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: 1.-1n On1C A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MR£K REFERANCE PAGE MIF)0)a rev. Ib0.4/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component not a huss system. Before use, Me building designer must verify the applicability of design porometers and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVrp0 CualMy Cal la, DS849 and BCSI Building Component Safety Informationovoil� ble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Jab 1817199 Truss A02 Truss T?-e I r PIGG\. . K BASE TRUSS Dty Ply 1 1 LOT 40/2/34 SLC/WATERSTONE `r T17293408 ur A Jab Reference o tional tlwlaers mrarbource Inam ury, i rlam ury, rL - JJabl, 6.00 F12 1.5.8 STP = Mpp- IRIS 19 3x6 = Lae = J.zau s may i J m r a ran ax muuaures, am. mmrl Jun Sx6 = 5x6 = 7 a 36 1413 3x4 = 3.6 = 3x6 = 3xB MT2DHS II rays i Scale = 1:80.6 a 110 611-0 7�p L- 2a 80 30-0L 42d 9 a 11-D 0 L as. 83d 7-0 IS p 1 9-0 Plate Offsets(XY)-- [4:0-0-00-1-12][4:0-2-120-3-41 [5:0-1-150-0-01 [7:0-3.00-2-01 [8:0-3-00-201 [10:0-3.00-3-01 fll:0-0-B,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ved(LL) -0.29 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.60 17-18 >714 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.BB Horz(CT) 0.09 11 1 n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 2371b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 5-19: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=324/0-8-0, 19=1574/0-3-0, 11=1403/0-3-8 Max Horz 2=-421(LC 8) Max Uplift 2=-372(LC 10), 19- 820(LC 10). 11= 711(LC 10) Max Grav 2=325(LC 19), 19=1752(LC 15), 11=1500(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-7 oc purlihs. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midpi 6-18.7-15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-345/369, 3-5=-308/409, 5-6=-394/499, 6-7=-1765/1333, 7-8=-1464/1204, 8-9=-1667/1242.9-10=-2304/1422, 10-11=-2471/1458 BOT CHORD 18-19=-1652/745,5-18=-480/361, 17-18=-784/1737,15-17= 535/1457,13-15=-883/1771, 11-13=-1064/2118 WEBS 6-18=-1836/796, 6-17= 179/383, 7-17= 250/543, 7-15=-106/296, 8-15- 230/495, 9-15=-663/480, 9-13=-88/443, 10-13=-274/247 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=S,Bpsf; h=15ft; B=45ft; L=40fi eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 15-4.2, Exterior(2) 15-4-2 to 31-1-13, Interior(1) 31-1-13 to 40.0-0, Emerior(2) 40-0-0 to 44-0-0 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s) except Qt=lb) 2=372.19=820,11=711. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING- Verhydesl9n parameters and READ NOTES ON THISAND INCLUDED MREKREFENANCEPAGEMl4]41J rev. 141DIVOI50EFOREUSE Design valid for use only with MiTek®connectors. This design is based only upon parameters shown and is for an individual building component, not �■ a truss system. Before use, the building designer must verity the applicability of design parom stars and properly Incorporate this design Into me overall `■ building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personallnlury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se6ANSIA911 Oualay Criteria, DSB-89 and all Building Component 6904 Parke East Blvd. Safety Informatiorlovailoble from Truss Plate Institute, 216 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Tj-+ I r Cry Ply LOT 41110134 SLCNJATERSTONE (` T77293409 1817199 A04 PIGGY. ._KBASETRUSS 1 1 11 a Jab Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 S May 13 2U19 MI I eK Inaustnes, Inc. Mon Jun lU 1uob:Ub ZU19 Pagel ID:6gDIOH2OVegl Nkl sxoNemzyuULB.h3Z314ouFjrRxdVMR2e2DcCa2eBC2Z4n OiV2dz7jgG 1.4-q fi-3-0 13-7.8 21.0.0 25.8.0 28.10.0 34-11-0 42.3.8 i1-4- 7-4.g 7.4.8 4.8.0 3-2-q 6.1-q 7 Scale = 1:78.8 5x6 = 6.00 12 5x6 = 19 13 12 11 10 3x6 = 3x6 II 2x4 II 5x8 = 31 II LOADING (Pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip COL. 1.25 Lumber DOL 1.25 Rep Stress Inch YES Code FBC2017/TPI2014 1 TC 0.84 BC 0.77 We 0.93 Matrix-MSH DEFL. in (too) Udefl lud Vert(LL) -0.22 14-15 >999 240 Vert(CT)-0.3914-15 >999 180 Horz(CT) 0.08 10 n/a I PLATES GRIP MT20 244/190 Weight: 265 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purling, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 3-19,7-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 12-14 WEBS 1 Row at midpt 4-15, 6-15 REACTIONS. (lb/size) 2=270/0-8-0, 19=1602/0-3-0, 10=1342/0-3-8 Max Horz 2=400(LC 9) Max Uplift 2=-282(LC 10), 19110), 10=-593(LC 10) Max Greer 2=272(LC 19). 19115), 10=1375(LC 16) FORCES. (I e) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-361/423, 3-4=-1972/1275, 4-5=-1647/1228, 5-6=-1391/1217, 6-7=-1958/1542, 7-8=-1942/1370,8-9=-1623/1039,9 10=-1306/908 BOT CHORD 18-19=-1676/982, 3-18= 1611/1020, 15-17=-941/1811, 14-15= 668/1398, 7-14=-284/364 WEBS 3-17=--044/1599, 4-15- 421/354, 5 15=-142/468, 6-14=-537/877, 11-14= 821/1467, 8-14=-81/447, 8-11=-735/588, 9-11=-758/1356 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=5.8psf; Irl B=451t; L=40N; eave=5fb Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -14-0 to 2-8-0, Interior(1) 28-0 to 15-4-2, Exterior(2) 154-2 to 31-3-14, Interior(1) 31-3-14 to 38-1-12, Exterior(2) 38-1-12 to 42-1-12 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 bohom chord and any other members, with BCDL= 10.0psf. 6) Bearings are assumed to be: , Joint 19 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ft=lb) 2=282, 19=862, 10=593. Joaquin Velez PE No.68182 Mil USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 10,2019 Q WARNING -Verify Jeslgnpivamaters.d READ NOTES ON THIS AND INCLUDED MTTENREFERANCEPAGEMI47473mv. 10,10SOe1SREFORE USE Design valid for use only with Mgek® connectors. This design is based only upon parameters shown, and Is for on individual building component, not a hum system. Before ule, the building designer must verily the opplicablliN of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery. erection and bracing altruism and truss systems, seeANSVIPII CualNByy CMrrda. DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Infarrrlatlanavallpble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Ti-s r r Cry Ply LOT 4D.1i SLC/WATERSTONE /` TI7293410 1817199 B7C HALFr... TRUSS 1 4.2 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, m d 5x6 = 3x8 = 6.00 12 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:15 2019 =_ql Nkl sxoNemzvuULB-O_Ar7V W AUn6O79GH09gOdjdlEgXV07pFIZ71 5x6 = 5x6 = 5x6 = 46 = 4x6 = 4 5 24 6 7 25 26 8 9 10 20 19 18 17 16 15 14 11 4x6 = 3x8 = 3x8. MT20HS= 5x8 =3xe = 2.4 11 6xB = 3,50112 1,5x8 STP- ' 2x4 II 3x4 II 33-9 4 N. 1356 12.Ill 264.2 32-90 Bj5 3938 ITS ]-0'p 65ro 6-56 6 56 6-5.6 11� 564 ]-40 a-0 5 Scale = 1:84.6 lm Plate Offsets (X,Y)- [4:0-3-0,0-2-01, [6:0-3-0,0-3-01, [8:0-2-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.37 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Verl -0.4817-18 >843 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ter NO WB 0.72 Horz(CT) 0.13 14 1 n/a BCDL 10.0 Code FBC2017/IP12014 Matrix-MSH Weight: 482 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1Row at mil 7-14 REACTIONS. (lb/size) 11=876/0-8-0, 2=2489/0-8-0, 14=3790/0-3-0 Max Holz 2=243(LC 8) Max Uplift 11- 474(LC 5), 2=-1401(LC 8), 14= 2120(LC 8) Max Grav 11=953(LC 14), 2=2872(LC 13), 14=4189(LC 13) FORCES. Ila) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5753/2689, 3-4=-5622/2644, 4-5=-5121/2454, 5-6=6666/3269, 6-7= 6666/3269, 7-8=-175/271, 8-9=-53Y798, 9-10=-1856/948, 10-11=-823/565 BOT CHORD 2-20=-2512/5135, 18-20--3392/6914, 17-18=-3392/6914, 15-17=-2192/4520, 14-15=-2192/4520,13-14=-1718/1044,8-13=-833/686,12-13=-986/1874 WEBS 4-20=-760/1998, 5-20=-2118/1078, 5-18=0/400, 5-17=-283/198, 6-17=-795/676, 7-17=-1230/2451, 7-15=0/466, 7-14= 5333/2635,9-13=-2755/1508, 9-12=-161/394, 10-12=-925/1800 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 Do. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 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; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; I -I B=45ft; L=40tt; eave=6ft; Cat. It; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 10) Bearing at joints) 11 considers parallel to grain value using ANSIl 1 angle to grain formula. Building designer should verify capacity of beading surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 11=474, 2=1401, 14=2120. 12) Girder carries hip end with 0-0.0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 733 lb down and 304 to up at Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cut 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 AWARN/NG-Verilydea)gnpaearriandREADNOTESONTHISANDINCLUDEDM/TEKREFERANCEPAGEMBJ4]are 101=0 IS BEFORE USE. Design valid for use onto with Mnek® connectors, this design is based only upon parameters shown. and Is for on individual building component not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' is always required far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSUD91 CualMy CMeda, DSO-89 and BC51 Bull Component 6904 Parke East Blvd. Safety Informationavailhble Dam Truss Plate Institute. 218 N, Lee street Suite 312, Alexondtlo, VA 22314„ Tampa, FL 33610 Job Truss Truss T' -' I f Cry Ply LOT 4 fP134 SLCMATERSTONE T17293410 1817199 137C Hi TRUSS 1 q h G Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:15 2019 Page 2 ID:6gDIOH2OVeglNkls:oNemzyuULB-0Ar7VwAun6079GH09gOdjdlEgXV07pFIZ71P2z7j96 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-10=-112(F=-58), 20-21=-20, 14-20=-42(F= 22), 12-13=-42(F=-22), 11-12=-42(F=-22) Concentrated Loads (Ib) Vert: 20=-475(F) Q WARNING - Veri/ydesignparamefersand READ NOTES ON THIS AND INCLUDED MREITREFERANCEPAGEMX7473rev. lg/0.tR015BEFORE USE. Design valid for use only with MBek8 connectors. rhis design Is based only upon parameters shown. and Is for on Individual building component, not ��- a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and propedydamoge, For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/1911 Quality Cdfeda, 039.89 and SCSI Building Component 6904 Parke East Blvd. Safety Infomsationovailoble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Job Tress Truss -G—+ r r Oty Ply LOT 4Ornr34 SLC/LNATERSTONE 11 ( T77293411 1817199 89C Hall HiF ,dss 1 1 Job Reference o tional 1nma,ely, ry, nwK t,ny, rL- aoaor, Sx6 = o.z4u s May l J 2ule MI I eK Inc. MoOJun Tulu:la:162u19 5.8 = 5x6 = 3.4 II 5x6 = 4x6 = 6.00 FIT 4 24 25 265 6 27 28 7 8 29 9 18 17 16 15 14 13 4x6 = 3x8 — 3.8 MT20HS = 2x4 11 3x8 _. 3x6 = 6x8 = 3.50112 10 1.5x8 STP= 3x4 II Scale = 1:84.6 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 FBC20171TPI2014 CSI. TC 0.89 BC 0.87 WB 0.89 Matdx-MSH DEFL. Vaft(LL) Vert(CT) Horz(CT) In (loc) Well Ud 0.22 16 >999 240 -0.3418-21 >999 160 0.11 13 rVa n/a PLATES MT20 MT20HS Weight: 245 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-7-3 cc bracing. 7-13: 2x4 SP No.3 WEBS 1 Row at midpl 5-18, 5-14, 6-13 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 10=426/0-8-0, 2=1298/0.8-0, 13=1790/0-3-0 Max Horz 2=297(LC 10) Max Uplift 10=-195(LC 7), 2=-636(LC 10), 13=-845(LC 10) Max Grav 10=428(LC 20), 2=1298(LC 1), 13=1790(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 2316/1541, 3-4=-206511335, 4-5=-1820/1284, 5.6=-1653/990, 8-9=-534/277, 9-10=-363/305 BOT CHORD 2-18=-1614/2046, 16-18=-1504/2311, 14-16=-1504/2311, 13-14=-985/1636, 12-13=-743/525, 7-12=-340/321, 11-12= 297/538 WEBS 3-18=-347/379, 4-18=-197/604,5-18=-667/253, 5-16=0/311, 5-14=-752/567, 6-14=-183/610, 6-13=-1974/1225, 8-12=-787/519, 9-11=-271/530 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8psf; h=15ft; B=45ft; L=401t; eave=6R; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 3-4-2, Extedor(2) 3-4-2 to 14-7-14, Interior(l) 14-7-14 to 42-6-4, Extedor(2) 42-6-4 to 46-6-4 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 8) Bearing at join(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should vedfy capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 10=195,2=636,13=845. Joaquin Velez PE No.63182 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 10,2019 Q WARNING-werlry tlesign'evE`ere and NEAP NOTEso""NIS mc"c"oe"o Zm` 6EFEHANCE PAGE Np ... rev.ldDY"s-SF--mp-n c DeslBn vplitl for use only with MITek®connectors. IDis design Is basetl only upon parameters shown, antl b forpn Intlividu (builtling component, not fne eppllcoblliN of design parameters antl properly Incorporate this tlesign into fne overall p truss system. Bafore use. the builtling designer must vjg Nl" building design. &acing'ndicoto u to prevent buckling of individual bussweb and/or chord members only. Addihonoltemporary and permanentbracing o 6 alwoysrequired for slobiliN old to prevent collorce with possible persanol Njury antl propeM damage. Forgeneral guidance regarding the MiTek' bbrkahon, storage, delivery, e,c.h.n and bracing of pusses end truss systems, seerW51/IPn fiupll8lyy CM.M, p ifs g and BCSI au5dYlp Component 5phty Inlarmotbnovoilablepem Truss Plata Instihta. 218 N. Lee Sheet. Suite 312 Alexentlrlp. VA 2231 d. fise4 Pad. East BNd. Tampa, FL 33610 Job Truss Tmss j•^n r Dty Ply LOT 40(M/343LCNJATERSTONE /` T77293412 1817199 B11C Half Hq .uss 1 1 Job Reference o tional 5xB = 3x6 = 6.00 12 4 25 26 5 o.zru s may la 4vie ml l ex mousmes, Inc. man Jun lu iunmU72u19 Page eg1 NklsxoNemzyuULB-dShpRmp9nK58AxfkYTgW 111yTSr5W Ui4SJBc7Vz7j9E 5x6 = 3x4 II 5x6 = 4x6 = 6 27 28 7 a 29 9 3x6 i 3 xB STP= 24 23 12 _ )12-1042 19 IB '- 16 14 13. 4x6 = 2x4 II 3xB = 3x6 = 3x8 = 3x6 = 6.8 = 3x6 = 10 1.Sx8 STP = 3.50112 3x4 II Scale = 1:84.6 LOADING (fist) SPACING- 2-0-0 CS'. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Ven(LL) 0.1716-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.28 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Hom(CT) 0.09 13 War We BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 261111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 7-13: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 10=429/0-8.0, 2=1299/0-8-0, 13=1787/0-3-0 Max Hoa 2=351(LC 10) Max Uplift 10=193(LC 7), 2=627(LC 10), 13=-855(LC 10) Max Grav 10=432(LC 20), 2=1372(LC 15), 13=1787(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2458/1433, 3-4= 2003/1239, 4-5- 1952/1247, 5-6_ 1410/833, 8-9= 394/198, 9-10=-365/302 BOT CHORD 2-19=-1567/2226, 18-19_ 1567/2226, 16-18= 1200/1772, 14-16=-1247/1952, 13-14=-828/1393,12-13=-741/529,7-12=-342/325,11-12=-212/398 WEBS 3-18=-531/421, 4-18=-130/444, 4-16=-89/397, 5-14= 682/521, 6-14= 222/665, 6-13=-1764/1093, 8-12=-610/405, 9-11=-202/410 Structural wood sheathing directly applied or 3-2-15 oc pudins, except end verticals. Rigid ceiling directly applied or 4-8-7 oc bracing. 1 Row at midpt 5-14, 6-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=16Omph (3-second gust) Vasd=124mph; TCDL=4.2psf1 BCDL=5.8psh h=15ftl B=45ft; L=40ft; eave=6ft; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8.0, Intenor(1) 2-8-0 to 5.4-2, Exterior(2) 5-4-2 to 16-7-14, Interior(1) 16-7-14 to 42-6-4, Extedor(2) 42.6-4 to 46-6.4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 fall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 10.Opsf. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 10=193, 2=627, 13=855. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 10,2019 0 WARNING - Verily de.19. Parameter. and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF74TJ rev. lw=ol6 BEFORE USE. Deslgnvclldioruse only with Miiels'connecton. ibis design is basetl only upon parameters st,own, and is br an lndivitlucl builtling component .not a buss system. Before use, fne builtling designer must verity the applicabty of tlesign parameters antl properly incorporate MIs tlesign Into Me overall building tlesign..&-clog intlicatetl Btoprevent buckling otindmdupl flu--.band/or Id members only. Additional temporary andpeimoneni bracing s MiTek- Dlwpys required for E"A antl to prevent collapse wim possible personal injury no poperly damage. For general guitlance regarding me robrlcofion, slcroge. delivery, erecn'on antl bipcing or busses ontl I.. rystems. so SI/IP11 Q.-al Cril. USB4 and 6C31 BWdhg Compon�nl 6904 PaAe Easl Blvd. .ablylnloamis rnovoiloble rrom Tmss Plpfe,m"'te.216N. Leo Sheet. Suits 3,2 Alexandria. VA 2211 A. Tampa, FL 33610 Job Truss Truss tune Ply LOT 40/2/34 SLCNVATERSTONE 1817199 B13C Hip Tr, �11ly 1 1 T17293413 Job Reteience (optional) builders FI S150Ufae (Flan) Ulty, FL), Hard Ully, FL- 33SB/, B24USMaVI32UIUMIIeKlnmislrles,IOc. Mo0Ju01uiu:1B:UB2Ulu Sx8 = Sx6 = 6A0 12 5x6 = 2x4 II 5xB = 2xd II 46 = 4 25 26 27 5 6 2B 29 30 7 8 a _. 10 20 19 1O 46 = 4x6 = 2x4 II 5.8 = 6x8 = 11 1.5xB STP= 3.50112 3x4 11 Scale = 1:86.2 34-5 8 R89 1'd300 42 1311-0 26�0d2 338-0 33,04 39-1-11 L±:2 A89 6b] -2 590 898 AM 0..4 4.8-3 F68 U84 Plate Offsets (X,Y)-- f3:0-3-0 0-3-01 14:0-6-0 0-2-81 (5:0-3-0 0-3-0] f7:0-6-0 0-2-81 117:0-5-12 04-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.22 18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.3216-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 0.09 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 272D FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOTCHORD WEBS REACTIONS. (lb/size) 11=16/0-8-0, 2=1165/0-8-0, 13=2354/0-3-8 Max Harz 2=383(LC 10) Max Uplift l l=-104(LC 7), 2=-550(LC 10). 13=-1104(LC 10) Max Grav 11=84(LC 20), 2=1176(LC 15), 13=2354(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1964/1119, 34=-2102/1435, 4-5=-1580/1102, 5-6=-604/419, 6-7=-604/419, 7-8=-989/1437, 8-9=-271/391, 9-10=-285/402 BOT CHORD 2-20=-1280/1751, 16-17=-1360/1844, 14-16= 1069/1571, 13-14=-1188/803, 12-13= 1223/839 WEBS 3-20= 495/555, 3-17=-58/261, 4-17=-451/836, 4-16=-399/343, 5-16=-60/397, 5-14=-1173/825,6-14=-382/400,7-14=-1425/2144,7-13=-2069/1562, 8-12=-760/1131, 9-12=-39B/413,10-12= 482/341, 17-20=-1374/1875 Structural wood sheathing directly applied or 3-4-0 cc purlins, except end verticals. Rigid ceiling directly applied or 4-11-9 oc bracing. 1 Row at micipt 5-14. 7-14, 10-12 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=5.Bpsf; h=15fl; B=45ff; L=408; eave=6R; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(i) 2-8-0 to 74-2. Exterior(2) 74-2 to 18-7-14, Interior(1) 18-7-14 to 28-0-2, Exterior(2) 28-0-2 to 34-5-8, Interior(l) 34-5-8 to 42-6-4, Exterior(2) 42-64 to 46-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pet bottom chard live load nonconcurrent with anyother 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) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity. of 565 psi. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) 11=104, 2=550, 13=1104. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 0WARNING -VedrydesignparameWlandREADNOTESONTHISANDINCLUDED MPEKNEFENANCEPAGEM1F74T3rev. 10403V201SHEFONEUSE. Design volid for use only with MOek® connectorsahis design is based only upon parameters shown. antl is fo, an lndivitlual Coto ng component not O truss ey"em. Befo,e pse. ire building dePgner must ve,ify ire opplicabllity of deslgn parameten and properly lncorpo,ote this design into the pvemll building desgn. Bracing indicated is to P, mbucW-0.fln0iviO..IUuss web and/or chord memb.rsonly. Add tionpltamporary and permanent b,acing MiTek' u always,equiretl for stability antl fo prevent collapse with P._ ,e personal ln7ury and p,opeM tlamoge. For general guidance regortling the fabrication,storage,delivery..recaon andbracing of trusses antl Vuss s '-ms a..MS fP11 GVa1kksV- CMnb, D3349 and SCSI aV9dHy Comic ...1 Saba Intorma6orpv.l.b,. from Tmss Mate Ins6Me. 2, 8 N, Lee SM1e.t Suit. 312. 6904 Pa,Ke Eas, Blvd. Alexoncldo, VA 22314. Tampa, FL 33610 Job 1817199 Truss 815 Truss Tvee r 11 HIP TF, a City Ply 1 1 LOT 40/2/34 SLCANATERSTONE T17293414 Reference (optional) builders mrsibource tram'1 rL{, I'll wy, I-4oaor, a.<-rue,.,ay... ID:6gDIOH2OVegl Nkl smNemzyuULB.21 My4osl4FTjl ONJDcEDwgwPafoCjx9W 8HP( Scale = 1:76.5 5x8 = 6.00 12 5x8 = 5x8 = 5 27 6 28 29 30 7 2x4 Sx6 i 8 426 4.6 2x4 9 3 10 r: 1.Sx8 STP= 25 16 c a ,0 2 2x4 = 15 31 14 13 12 3211 0 .y 1 3x4 = 3.8 = 3xfi = 3= axis = x4 4x12 II 17 3x6 = 6x8 = 8-8.0 8-.0 15-0.0 23-4.0 31-8.0 41-5-0 8-8.0 0- 0 6.100 S. 8-4.0 9.9.0 Plate Offsets (X Y)-- 12:0-6.0 0-0-61 (4:0-3-0 0-3-01 15:0-6-0 0-2-81 I6:0.4-0 0-3-01 17:0-6-0 0-2-81 [10:0-7-12 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/I Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ven(LL) 0.38 17-24 >278 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.3217-24 >331 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.49 Horz(CT) 0.07 10 1 n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 2171b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 4-17: 2x4 SP No.3 WEBS 1Row at mil 5-13 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (Ib/size) 10=1203/Mechanical, 2=384/0-8-0, 17=1550/0-3-0 Max Horz 2=269(LC 9) Max Uplift 10=-552(LC 10). 2=-413(LC 10), 17=-864(LC 10) Max Grew 10=1238(LC 16). 2=386(LC 19), 17=1554(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-264/350, 3-4=-131/267, 4-5=-1332/1042, 5-6=-1829/1501, 6-7=-1829/1501, 7-8= 1746/1347,8-10=-1882/1424 BOT CHORD 2-17=-358/211, 16-17=-1415/811, 4-16=-1365/840, 13-15=-645/1131, 11-13=-898/1519, 10-11=-1097/1585 WEBS 3-17=-271/357, 4-15=-526/1199, 5-15= 266/286, 5-13=568/907, 6-13= 520/552, 7-13=-264/480, 7-11=-81/336, 8-11=-142/281 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=4.2pst BCDL=5.Bpsf; h=15ft; B=451 L=40ft; eavei Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0. Interior(1) 2-8-0 to 9-4-2. Exterior(2) 9-4-2 to 20-7-14, Interior(1) 20-7-14 to 26-0-2, Exterior(2) 26-0-2 to 41-5-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads. 5) ' This Muss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 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 Ib uplift at joint(s) except (jt=lb) 10=552, 2=413, 17=864. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 A WARNING - Verfry Ees/ga Paramatersand READNO7ES ON THIS AND INCLUDEDMREKREFERANCE PAGE MI47473nnv id12 15 BEFORE USE Design valid for use only with MRel,®connectors, This design is based only upon parameters shown, and is for an Individual building component, not �■' I a truss system. Before Use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or cndrd members only. Adtlitional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of husses and truss systems seeANgVirpl I Quality CMrri Dill and BCSI BUldba Component 6904 Parke East BNd. Safety hiformetlenovolable from Truss Plate Institute. 218 N. We Street Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Tvne any Ply LOT 4912134 SLCNVATERSTONE II % T17293415 1817199 B17 HIP TI. , 1 1 l Job Reference o tional Builders First5ource (Plant City, FL), Plant City, 1F1.- 33557, a.z4u s may is Lme mn ex Inousmes, Inc. coon dun m ru:10: r r zme rage i ID:6gDlOH2OVegl Nkl sxoNemzyuULB-W DwKH7tfrZbafYyVnIISStSZM391 SL7fNx9gGGz7j9A 1.44 5-7-fi 8.71-0 77-0-0 23-4-0 29-8.0 35.4.12 41-5-0 -0 0 6 3340 lid-0 6.4A 6-4-0 5.8-12 fi-OA Scale - 1:76.7 5x8 = 2.4 If Sits= 6.00 12 5 286 29 30 31 7 3,4 Q 6x8 i 27 8 4 Z: 32 4.6 1 2x4 O 9 3 10 = 26 �o 1.548 STP 7 0 2 4x6 = 16 33 15 14 34 13 12 11 � c 1 3x4 = 3x6 = 3x6 = 3,4 = 3x6 = 2xd II 4x12 11 18 3xB = 6XS = 80-- 7.40.-00 2 9-0--00 d-40 --00 I -4--0 I 88 86 6 -42 558-12 Plate Offsets (X Y)-- [2i0-6-0 0-0.61 [4:0-4-0 Edgel f5:0-5-e 0-2-41 [7:0-6-0 0-2-81 110:0-7-12 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac)/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vart(LL) 0.38 18-25 >277 240 MT20 2441190 TCDL 7.0 , Lumber DOL 1.25 BC 0.94 Vert(CT) -0.32 18-25 >330 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.64 Horz(CT) 0.07 10 n/a n/a BCOL 10.0 Code FBC2017/TPI2014 Maldx-MSH Weight: 230 lb FT=20% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4.6-4 oc bracing. 4-18: 2x4 SP No.3, 10-12: 2x4 SP No.1 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 10=1202/Mechanical, 2=382/0-8-0, 18=1553/0-3-0 Max Harz 2=310(LC 9) Max Uplift 10- 552(LC 10). 2=414(LC 10), 18=-864(LC 10) Max Grav 10=1249(LC 16), 2=384(LC 19). 18=1584(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 277/343, 3-4- 171/315, 4-5=-1402/1093, 5-6= 1515/1348, 6-7=-1515/1348, 7-8=-1672/1302, 8-10=-1921/1393 BOT CHORD 2-1 8=-350/202,17-18=-1467/828, 4-17=-1392/874, 14-16=-662/1196, 13-14=-828/1407, 11-13=-1092/1629, 10-11=1092/1629 WEBS 3-18=-239/310,4-16=-444/1143, 5-14=-356/587, 6-14=-385/410, 7-14=-1171274, 7-13=-111/376,8-13=-302/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160rrph (3-second gust) Vasdl24mph; TCDL=4.2psf; BCDL=5.Bpsf; h=15ft; B=45ft; L=40ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interiar(1) 2-8-0 to 11-4-2, Exterior(2) 11 A-2 to 22-7-14, Interior(1) 22-7-14 to 24-0-2. Exterior(2) 24-0-2 to 35-4-12, Interior(1) 35-4-12 to 37-5-0. Extedor(2) 37-5-0 to 41-5-0 zone; parch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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 = I0.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 100 lb uplift at joint(s) except (jt=lb) 10=552, 2=414, 18=864. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 AWARNING-Ved/FdeS/9npelelllate..vldREAONOTESONTHISANDINCLUDEOMmEKREFERANCEPAGEMIA)473mv.1ND39a15BEFOREUSE. Design valid for use only with WOW) connectors. Tnls design Is based only upon parameters shown, and Is for an Individual bulltlln9 component, not o truss system. Before use, the building designer must verify the oppllcobility of design parameters and papery Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the fataicaflon storage. delNety, erection and bracing of trusses and truss systems. seeMSM11 Quality Cd19dn, D5849 and SCSI Guiding Compal 69N Parke East Blvd. Safety Nlormpibsgvoiloble from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Tyne Oty Ply LOT 40/2/34 SLCMATERSTONE � T77293416 1817199 B19 HIP = 1 1 n Jab Reference o tional tlmlDers-mazource Plant LAly, FIJ, Plant Uny, ]YL- 33557, 8.240 s May 13 2019 MI lek measures, Inc. Mon Jun 1010:18:122019 Page 1 ID:6gDIDH2OVegl Nkl sxoNemzyuULB-_PUiVTtHcsjRGi%iL1Gh75?k1TV3BgxpbbuNojz7j99 4-27-8-0 1 3--412 41-5-09 6- 7.0.4.0 5-7 -0.8rh1--413301 50.I -0 68-2 6x6 = Sea 0 6.00 F12 6 27 7 17 3x6 = Sire = 4x12 II 10 Scale = 1:76.7 d 9 es LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' RCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.98 BC 0.95 W B 0.53 Matrix-MSH DEFL. in (loc) Vdefl Ud Ven(LL) 0.37 17-24 >281 240 Vert(CT) -0.5915-16 >669 180 Horz(CT) 0.10 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 225 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. 6-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOTCHORD 2x4 SP No.2 'Except* WEBS 1Row at midpt 5-16.7-15 4-17: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' 7-15: 2x4 SP No.2 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 10=1203/Mechanical, 2=383/0.8.0, 17=1551/0-3-0 Max Horz 2=351(LC 9) Max Uplift 10=-554(LC 10), 2=423(LC 10). 17=-852(LC 10) Max Grav 10=1258(LC 16). 2=387(LC 19), 17=1639(LC 15) FORCES. (I e) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-290/385, 34=-200/363, 4-5=-172/362, 5-6=-1344/1144, 6-7=-1156/1116, 7-8= 1576/1231, 8-10=-1939/1360 BOT CHORD 2-17=-392/214, 16-17=-1491l732,4-16=-299/223, 15-16=-709/1096, 13-15=-729/1304, 11-13=-1052/1641, 10-11=-1052/1641 WEBS 3.17=-280/389, 5-16=-1539/840, 5.15=0/293, 6-15=-57/336, 7-15=-333/142, 7-13_ 125/486, 8.13= 438/381 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8.0. Interior(1) 2-8-0 to 13-4-2, Exterior(2) 13-4-2 to 33-3-14, Interior(1) 33-3-14 to 37-5-0. Extenor(2) 37-5-0 to 41-5-0 zone; cantilever right exposed; porch left exposed;C.0 for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with RCDL= 10,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 100 Ib uplift at joint(s) except Qt=lb) 10=554,2=423,17=852. Joaquin Velez PE No.68182 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 O WARNING-Ver/ly design parametersand READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEMIF7473re,lar 1pIS BEFORE USE. ses Deslgn valid for use only with MOerg connectors. This design Is based only upon parameters shown, and Is far an Indivldupl bulltling componant, not a truss system. Before use, me bulltling designer must veety Me oppilcabll" of design parameters and properly incorporote this design into the overall W1, bulltling design. Bracing indicated is to prevent buck ling of truss web and/or chord members only. Addirlonal temporary and permanent bracing 'e always r.qt , d for stability ontl to prevent collppse with passible pe..ncl ipjury and property damage. For gene,., 9u,donce regartling Me ........ r tree. storage, delivery. erection and broc,ng of trusses and truss systems. s.IIM3VRlt CUOl3y Cdbdg, DS349 and 2 1 Oulding dampen... 6904 Parke East Blvd. Sea hr NlprmaBgrnvoJable from Truss %are Institute. 219 N. Lee Street 5V,1e 312. Alexantlrio. VA 22314. Tampa, FL 33610 Job Truss Truss T ne OIy Ply LOT40/2_/34 SLCAVATERSTONE r T17293417 1817199 B21 HIP d 1 1 l Job Reference (optional) ouuoe,e n,arJuumv lr,n,n Mny, FLi, nam Cii,FL- aaoar, 6.240 s may l a 20 i 9 mrr ex mousmes, inc. Mon dun i u l u: s ea 3 zu19 Pagel ID:6gDI0H2OVeglNklsxoNemzyuULB-Sc24ipmNAslus6wknwYIY7BssswBgygFewK9z7j98 s 1'4, S-7-6 8-11-0 154-6 21.0-0 25-B-0 31-1-13 36.2-11 42-]-8 9-4.0 5-7-6 13506-2.6 + 5-00-00 1 4.8.0 1 5.5-13 ~ SO.13 1 6.4-13 Scale =1:00.2 5x6 = 5x6 = 6.00 FIT 6 7 46 i 3x4 1 525 B Sx g 5.6 C 9 2x4 Q 4 26 3 1.5x6 STP = 1.5x8 STP=2d 0 10 6 1 2 Sxfi = 2] 2B 15 29 14 30 13 31 12 32 11 I¢ 3x4 = 3xe = 3x8 = 3x6 = 3x4 = 3x6 = 17 3x6 = 6x8 = 8.8.0 B-')-0 1]-4-8 258.0 33.7-0 42-7.8 B-B-O 8.5-8 I 8-3-8 7-17-0 9-0-8 Plate Offsets (X Y)-- f2:0-6-0 0.0.61 t4:0-3.0 0-3-01 f6:0-3-0 0.2.01 t7:0-3-0 0-2-01 f9;0-3-0 0-3.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(LL) 0.37 11-20 >281 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Ven(CT) 0.2817-20 >378 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.07 10 n1a n/a BCDL 10.0 Code FBC2017/PPI2014 Matrix-MSH Weight: 235 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. 4-17: 2x4 SP No.3 WEBS 1 Row at micipt 5-16. 6-15 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=391/0-8.0, 17=1586/0-3-0, 10=1250/0-7-8 Max Horz 2=405(LC 9) Max Uplift 2=-433(LC 10), 17- 862(LC 10), 10=-575(LC 10) Max Gray 2=395(LC 19), 17=1729(LC 15), 10=1350(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-355/410, 3-4= 270/400, 4-5=-233/410, 5.6=-1470/1212, 6-7=-1375/1170, 7-8= 1566/1203,8-9=-2299/1489,9-10=-2486/1548 BOT CHORD 2-17=-383/230, 16-17= 15841709, 4-16- 328/253, 15-16=-697/1329, 13-15=-548/1256, 11-13=-956/1722, 10-11=-1249/2164 WEBS 3-17=275/384, 5.16=-1750/792, 6-15= 131/259, 6-13=-89/391, 7-13=-209/427, 8-13=-711/531, 8-11= 193/551, 9-11=-358/339 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=4.2psh BCDL=5.8psf; h=158; 8=45ft; L=40N; eave=5h; Cat. 11; Exp C; Encl.. GCpi_O.18; MW FRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Interior(1) 2-8.0 to 15-4-2, Exterior(2) 15-4-2 to 31-1-13, Interior(1) 31-1-13 to 38-7-8, Exterior(2) 38-7-8 to 42-7-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I0,0psf. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=1b) 2=433, 17=862, 10=575. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: June 10,2019 ,&WARNING - Vardydeilgn parameters and READ NOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGEMIF7473re1. 1100i/2015 BEFORE USE. Design valitl for use only with MlTek� connectors. mis tlesign Is based only upon parameters shown, and is /.r on intllvltlua builtling component, not a hues system. Betor6 use. Me builtling do'gne' must verity the appllcobillN al tleslgn pammaters antl prope0y Incorporate thls assign Info me overall building design. ll..lrBind .t-d is to prevent buckling ofind-ldud huss web antl/.'chordruembersonly.Additlonaltemporbry and p.rmanent bracing MiTek' Is blways required for stabillN and to prevent collapse v4th pos4bo personal Iryury and prop. tl.mage. For General euitlance regartling the f.bricoh.n storage, delivery, erection antl bracing of trusses and m ss systems seeANSVR11 Qex CmaM, DSo 9 antl 6C51 a. Mg Carms ..I fi9.4 Parke East Blvd. Solohr Mlormatbmval.blehom Luss Pl.sa Institute. 218 N. Lee Street. Suite 312. Alexantl4o. VA 2214. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 40_/2/345LCMATERSTONE / r T17293418 1817199 C1 JACK. .N TRUSS 8 1 l •,4 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s May 13 2019 MiTek Industries, Inc. Man Jun 10 10:18:17 2019 Page 1 ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-KNIbYBxCiOPMkNTCif8assiBimU0XsCVYItcBTwz7j94 Scale =1:7.6 Plate Offsets (X Y)-- 12:0-1-4 0-0-21 LOADING (pan SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip COL. 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Cade FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Hom 2=79(LC 10) Max Uplift 3=-3(LC 1), 2=-195(LC 10), 4= 15(LC 1) Max Grav 3=21(LC 10), 2=159(LC 15), 4=45(LC 10) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8ps1; h=15ft; B=45ff; L=40N; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3, 4 except (jt=lb) 2=195. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Pare East Blvd. Tampa FL 33610 Date: June 10,2019 O WARNING -V.6fydesignperamerereend READ NOTES ON THIS AND INCLUDED MBEKREFERANCE PAGE MIF74TInW.. Imeask r5 BEFORE USE. Design valid for use only with MIT" connectors. fits design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling at individual truss web and/or chord members only. Additional tempera and permanent bracing 'e T M118k always required for stability and to prevent collapse with possible personol injury and property damage. For general guidance mgandinerm fobricption, storage, delivery, erection and bracing of trusses and truss systems, seeAN51/iPll Guolryy Criteria, D5S4)9 and SCSI luldbp Component Safely Informafbrgvoilobie from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, 6904 Parke East Blvd. VA 22714. Tampa, FL 33610 Job Truss Truss Type I Oty Ply LOT 40/2/34 SLC/WATERSTONE T77293419 1817199 C3 JACKt .J TRUSS 6 1 C y Jah Reference o tional Builders Fire Source (Plant City, FL), Plant City, FL - 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Man Jun 10 10:18:17 2019 Page 1 ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-KNIbYBxQQPMkNTOf8assi8inzUPksCVYltc8Twz7j94 4.4.0 2-11-4 1 1-4-0 2-11-4 LOADING (psi) SPACING- 2-01-0 CSI. DEFL. in (loc) Udell Vd TCLL 20.0 Plate Gdp DOL 1.25 TC 0.20 Ven(LL) -0.00 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 We Na BCDL 10.0 Code FBC2017/TP12014 MaVix-MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=59/Mechanical, 2=195/0-8.0, 4=30/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-52(LC 10). 2=155(LC 10) Max Grav 3=72(LC 15), 2=197(LC 15), 4=49(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:12.7 PLATES GRIP MT20 244/190 Weight: 121b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 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=4.2pst BCDL=5.8psf; hat Elf; B=45It; L=4011; eave=Sh; Cat. II; Exp C; Encl., GCpj=0.IS; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and tomes & MINERS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 Oaf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 Ib uplift at joints) 3 except 61=11t) 2=155. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Dale: June 10,2019 ,&WARNING-yeHlydesry Penme)eraand READ NOTES ON THIS AND INCLUDEOMREKREFERANCEPAGEMIF7473.I I1111R015BEFORE USE. Design valid for use only with Miler connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the oppllcablliN of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of indMduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and prop" damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of Trusses and truss systems, seeANSVTPII Quality CrSub, D5549 and SCSI Building Component 6904 Parke East Blvd. Safety Informa6enwolloble from Truss Rate Institute, 218 N. Lee Street. Suite 31Z Alexandrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 40/2/34 SLCAVATERSTONE r T17293420 1817199 s C5 JACK( N TRUSS 6 1 Job RefC erence (optional) Builders FirstSodrce (Plant City, FL), Plant City, FL-33567, 8.24C s May 13 2019 MiTek Industries, Inc. Man Jun 1010:18:18 2019 Pagel 10:ZYc6AOGNbVA1Fo43ovpJT9ypvsO-pZrzlxy2BiUb_d rhHN5EMFvtth6bflh_xLh?Mz7j93 -h4.0 4-11-4 1-4.0 4-11-4 3X4 = LOADING (pso SPACING- 2.0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ven(LL) 0.05 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Ved(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=112/Mechanical, 2=26210-8-0, 4=59/Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-107(LC 10). 2=-163(LC 10) Max Grav 3=134(LC 15), 2=267(LC 15), 4=87(LC 3) FORCES. (lb) -Max. ComGJMax. Ten. -All tomes 250 (Ib) or less except when shown. Scale = 1:17.6 PLATES GRIP MT20 244/190 Weight: 18 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. 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=5.8pst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exlerior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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) except 6WID) 3=107, 2=163. Joaquin Velez PE No.68182 NTek USA, Inc. FL Cad 66U 6904 Parke East Blvd. Tampa FL 33810 Date: June 10,2019 ,&WARNING- Verlfxdeslgnperamerersand READ NOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGE MO.74Tdre, 10/0.V1015 BEFORE USE ��- Design valid for use only with Mi"i connectors. this design Is based only upon parameters shown, antl is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability, and to prevent collapse with possible personal injury and property damage. For generol guidance regarding the fabrication storage. delivery, erection and bracing of trusses and truss systems, seeANSIAPI I Cual68yy CMnb, D3i and BCSI Building Component 6904 Parke East Blvd. Safety Informatbnaooilable from Truss Plate Institute, 218 N. Lee Street Suite 312, Aleeandrlo. VA 22314. Tampa, FL 33610 ' Truss Truss T oe City Ply LOT 40/2/34 SLCMATERSTONE Imo^ T17293421 �ptp 17199 D7 Half ass 1 Fe L l\ Job Reference o tonal Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:28 2019 Page 1 ID:6gDIOH2OVeg 1 Nk1 sxoNemzyuU LB-W USIsy4KgnkAB9lmHOZReTfVOvyJw7hAH5mDLnz7jev rr4.9 7"0.1 4-42 I 2ITI-0 2B7.0.0 2 -21--31-B 7.04.06 7-112 -0 72 6.00 12 Scale = 1:74a SXB = 3x4 = 5x6 = 2.4 11 Sxfi = Sire = 3 18 419 5 20 6 21 7 a 14 13 12 11 10 9 3x6 = 2.4 II 602 MT20HS = 3x4 = 6x12 MT20HS = side = 2x4 = ]-0-0 14442 1 21-1-12 28-1-12 35-742 42-3-8 ]-0.0 7]-1-12 Plate Offsets (X,Y)-- [2i0-3-0,0-1-01.[3:0-6-0,0-2-81,[5:0-2-12,0-3-41,f7:0-3-0,0-3-41 [10:0-3-8 0-2-8] LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Verl 0.76 12 >662 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Verl -0.9312-13 >544 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress lncr NO WB 0.80 Hoa(CT) 0.19 9 n/a hill BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 4281b FT=20% LUMBER - TOP CHORD 2x4 SP No.I 'Except' 1-3: 2x4 SP No.2, 3-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 3-13,4-12,5-11,7-11,8-10: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-4 cc bracing. REACTIONS. (lb/size) 2=3349/0-8-0, 9=3414/0-3-8 Max Horz 2=243(LC 8) Max Uplift 2=-I898(LC 8), 9=-1901 8) Max Grav 2=3838(LC 13), 9=3792(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 111 or less except when shown. TOP CHORD 2-3=-7653/3698, 3-4=-10467/5253, 4-5=-11565/5793, 5-6=10241/5130, 6-7=-10278/5162, 7-8=-6438/3223, 8-9=-3646/1969 BOT CHORD 2-14=-3378/6814,13-14=-3371/6827,12-13=-5300/10531, 11-12=-5811/11574, 10-11=-3298/6557 WEBS 3-14=0/460,3-13=-2111/4165,4-13=-1582/1135,4-12=-554/1199,5-12=-238/430, 5-11=-1509/770,6-11=-888/758,7-11=-2090/4172,7-10=-2902/1819, 8-10=-3558/7112 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 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 Ga. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; VuIt=160mph (3-second gust) VaScIl 24mph; TCDL=4.2psf; BCDL=S.Bpsf; Ill5ft1 B=451g L=40tt; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 10) Bearing at joint(s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=1838,9=1904. 12) Girder carries hip end with,0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. Joaquin Velez PE No.68182 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ,&WARNING - Verilydeslgnpexamefersand READ NOTES ON MIS AND INCLUDED MmEKREFERANCEPAGEMIF7473.e.. 10931015 BEFORE USE. Deslgn valid far use only with Miielr® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buildingdesigh Bmcingindicoted is to prevent buckling of individuoltruss web and/orchord members only. Additional temporary and permanent bracingIs "9019 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/RII Quality Criteria, S-l9 and SC51 Eulderp Component East Blvd. Safety Inlamsalbrrovoiloble from Russ Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Oly Ply LOT 40/2134 SLC/WATERSTONE T17293421 7199 LIB D7 Half H. ass 1 2 C Job Reference (optional) Buil em FimtSource (Plant City, FL), Plant City, FL-33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:28 2019 Page 2 NOTES- ID:6gDIOH2OVegl NklsxoNemzyuULB.WUSIsy4KgnkAB91mHOZReTfVOvyJw7hAHSmDLnz7j8v 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 605 lb down and 376 lb up at 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-8=-1 1 8(F=-64), 9-15=-44(F=-24) Concentrated Loads (Ib) Vert: 3=-347(F) Q WARNING-Vv11Y designparemetena end READ NOTES ON THISAND INCLUDED MMEN REFERANCE PAGE M6747 11LDY1015aEFORE USE. W�' Daeign vollb for use only with fek® connectors. This tlesign is based only upon parometers shown, entl d for pn Ind vlduol building component, not a truss system, Before use, the builtling designer must verify the applidabillN of tlesign porameters and properly Incorporate mis design Into the overall bullding design. Bracing lntllcafed is fp prevent buckling of'no vitluel huss web and/ar chord membersonly, Addifionei temporary and permanent bracing MiTek' Is always required for slpblliN and to prevent collapse with possible personal Injury ontl property dam age. For gene relguidence regortling the fobriooflon, storage. dalivery, erection and bracing of pusses ontl truss systems, seeAN51/IP11 CualMMyy Cd IO, OSU and SCSI Su1dNg Componr nl 6904 Parke East BNd. Sobp Inlertnalbrgvcllable pore Truss Plote Institute, 218 N. Lae Sheet, Suite 312. Aevondrlc. VA 22374. Tampa, FL 33610 Joh Tmss Truss Tyne � Oty Ply LOT40/2/34 SLCANATERSTONE T17293422 7817199 D9 Half uss 1 1 � L Job Reference footionall Cmlaers rlrsmource trlam lacy, i I'lanl ally, rL- JJbb/, B.24U s May 1J 2U19 MI lax Industries, me. Man Jun 101g:18:29 2019 Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB=h083H4yb5tl pJKzr54gBgCfgJHjfUFJW I WntEz7jeu t 4-pp 4.6-10 9.0.0 17-6-0 25-7.12 33-9-8 42-3-8. jb4.0 4.640 45-7 8-6-0 84-12 h 84-4 8.6.0 5x8 = 6.00 12 5x8 = 21 22 23 5 2x4 II 6 24 25 Scale =1:74.8 5.8 = 5.6 = 7 26 6 b 15 14 13 12 11 10 9 4x6 = 3x4 4x6 = axis = 5x8 = 4x6 = 5x6 = 3x4 = LOADING fps, TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TIC 0.92 BC 0.97 WB 0.65 Matrix-MSH DEFL. Vert(LL) Vert(CT) Hom(CT) in (foe) Idefl Lid 0.46 12-13 >999 240 -0.68 12-13 >742 180 0.15 9 n/a Na PLATES GRIP MT20 244/190 Weight: 223 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5,7-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 old bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at indict 8-9, 4-13, 5-12, 7-12, 8-10 WEBS 2x4 SP No.3 *Except* 4-13,8-10: 2x4 SP No.2 REACTIONS. (Ib/size) 2=1633/0-8-0, 9=1558/0-3-8 Max Harz 2=297(LC 10) Max Uplift 2=-795(LC 10), 9=-720(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) Or less except when shown. TOP CHORD 2-3=-3060/2008, 3-4=-2808/1790, 4-5= 3587/2286, 5-6=-3505/2143, 6-7=-3505/2143, 7-8=-2385/1438, 8-9=-1482/1001 BOT CHORD 2-15= 2034/2711, 13-15=-1692/2474, 12-13= 2300/3601, 10-12=-1466/2421 WEBS 3-15=-346/380, 4-15=-57/414, 4-13=-675/1348, 5-13= 474/413, 6-12=-404/387, 7-12=-778/1248,7-10=-1105/8BO, 8-10=-1610/2673 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull60mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8psf; h=15it; B=45ft; L=40f ; eave=5f; Cat. II; Exp C; Encl., GCpip0.18: MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 3-4-2, Exterior(2) 3-4-2 to 14-7-14, Interior(1) 14-7-14 to 38-1-12, Exterior(2) 38-1-12 to 42.1-12 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL;1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except (jt=lb) 2=795. 9=720. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING- Veroydeslgnparametersana BEAD NOTES ON THIS AND INCLUDED MNEKREFERANCEFAGEMIP7473re, 10J.Y2015BEFOBEUSE. Design valid for use only with Mine&connectors. This design is based only upon parameters shown, and is for an Individual building component not o truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the averse building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII CualMy CM�rb, DSB-09 and 6C51 Building Component Safetylnloanatbrpvoilbble from Tail Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22914. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Oty Ply LOT 40/2/34 SLC/WATERSTONE 1B17199 Dll Fd`58a ,RUSS 1 1 T17293423 C 4...w,.._O.._.O_...__,O,__....,.. .„ ,,,__. ...._ �. _____ Job Reference o tional O.cw s may I O m I e Mn as mausmes, Inc. man dun lu lu:iu:152U 19 Paget 5x6 = �..t- 4 19 20 3x4 = 5x6 = 21 5 6 22 23 Scale = 1:75.1 4x6 = 3.4 I 7 24 8 _ 9 4x6 = axe = 4x6 — 3x4 = 4x6 = 3x4 = 5x6 I LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.34 12-14 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT)-0.6312-14 >801 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz CT) 0.15 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP NO.3 WEBS REACTIONS. (Ib/size) 2=1633/0-8-0, 9=1558/0-3-8 Max Ho¢ 2=351(LC 10) Max Uplift 2= 789(LC 10), 9=-726(LC 10) Max Grav 2=1685(LC 15), 9=1568(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3089/1938, 3.4=-2733/1684, 4-5=-2434/1611, 5-6— 3066/1865, 6-7=-2283/1317 DOT CHORD 244=-2013/2811, 12-14=-1966/3040, 10-12=-1768/2831, 9-10=-115411853 WEBS 3-14=-448/460, 4-14= 333/889, 5-14=-872/437, 6-12=-141/346, 6-10=-828/663, 7-10=-387/1021, 7-9=-2241/1403 PLATES GRIP MT20 244/190 Weight: 222 lb FT=20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 4-3-13 oc bracing. 1 Row at midpt 5-14 2 Rows at 1/3 pis 7-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45fq L=40ft: eave=5ft; Cat. II; Exp C; Encl., GCpi=b.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 5-4-2, Exterior(2) 5-4-2 to 16-7-14, Interior(1) 16-7-14 to 38-1-12, Exterior(2) 38-1-12 to 42-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Donning. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=789, 9=726. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 A WARNING -Verity design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE MIFT4)3rev. IW nI515BEFOREUSE. Design va"i for use only with Milek®connectors. This tlesign is basetl Only upon poramete"' wn. antl is fo'an lntlivitluol building component not a truss system.. Bolore use: the building designer must verity the opplicobl"Y al tlesign porometers and properly Incorporate this design into the overall bull ding tlesign Bracing lndicatetl istoprevent buckling.f individual huss web and/arohard membeii.ri. Add, 0, ltmmporary and permanent bracing Is always required for s/abiliN antl to preven}callapso with possible personal injury and property damage. For general gultlance regartling the MiTek fabrication. Storage, delivery, erection antl bracing of trusses and truss systems, se.AN$11 Cool9yCMMo, DS54g and aC3I Bulelnp Componml $ably Nlormalbrnvailoble from truss Plate Instlfate. 216 N. Lee Street, Suite 312, Alexandrlo. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss. Tress Tvoe Oty Ply LOT 40/2/34 SLCMATERSTONE T17293424 1817199 D13 Hip Th 1 1 C Job Ref Stance (optional) Builders HrslSource (Plant Glly, Fly, t1-4-p 6-1-0 Flant urty, FL - 1 33567, 13-0-0 8.240 a May 13 2019. MiTek Industries, Inc. Mon Jun 1010:18:21 2019 Page 1 ID:6gDI0H2OVeg 1 Nkl sxoNemzyuULB-D8X60Y_xUds9r4jONPxos_IMA5Z1 nng8gVaMchz7j90 20-11-0 28-10.0 33.8.0 1 13 423.8 41 0 6-1-0 -2.0 5-1-0 140.O 7-11-0 741-0 4-10-0 ~ 4-5-13 { 4-1-11 Scale = 1:76.4 r2 6.00 1 Sz6 = 2z4 6z12 MT20HS= 5x8 = 2x4 11 5 26 27 6 28 29 7 B Is 20 19 '- 14 13 12 11 3x6 = 5x8 = 2x4 II 2x4 II 5xB = 6x8 = 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 ]nor YES BCDL 10.0 Code FBC2017/TP12014 1 CSI. TIC0.70 BC 0.90 We 1.00 Matrix-MSH DEFL. Vert(LL) Verll Horz(CT) in (too) /dell Ud 0.45 16-17 >999 240 -0.85 16-17 >596 180 0.31 11 n/a Tire PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 2561b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins, 5-7: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP NO.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-4-14 oc bracing. Except: 4-19,7-13: 2x4 SP No.3, 16-17,15-16: 2x4 SP No.1 10-0-0 oc bracing: 17-19, 13-15 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-11 17-20,10-11: 2x4 SP No.2 REACTIONS. (lb/size) 2=1655/0-8-0, 11=1581/0-3-8 Max Hom 2=236(LC 9) Max Uplift 2=-792(LC 10). 11=697(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3104/1937, 3-4=-4137/2695, 4-5=-4098/2801, 5-6=-3778/2562, 6-7=-3769/2553, 7-8=-3219/2233, 8-9=-1927/1376 BOT CHORD 2-20= 1730/2751, 4-17=-183/250, 16-17=-1895/3138, 15-16=-1932/3267, 7-15=-685/544, 11-12=-910/1331 WEBS 3-20=-991l758, 17-20- 1841/2961, 3-17=-498/914, 5-17=-814/1381, 5-16=-384/896, 6-16=-468/487, 7-16=-333/650,12-15_ 1000/1778,8-15=-1311/2178,8-12=-890/568, 9-12= 82/531, 9-11=-1884/1325 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.epsf; h=15h; B=45h; L=40ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8.0 to 7-4-2, Exterior(2) 7-4.2 to 18-7-14, Interior(1) 18-7-14 to 28.0-2, ExtedDh2) 28-0-2 to 42-1-12 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except (jt=lb) 2=792, 11=697. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING- Vardy design parameters and READ NOTES ON THIS AND INCLUDED MmEKREFERANCE PAGE MIPMniev. 10,1131015 BEFORE USE. Design vend for use only with Mil connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into me overall buildingdesign. Bracing indicated is to prevent buckling of Individual thuss web and/or chord members only. Additional tamporaryand permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and tfuss systems, SeeANSVTPII Quality Cmirri DSB419 and BCSI Building Component 6904 Parke East Blvd. Safety Informalbmvoilobie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexantlrio. VA 22314. Tampa, FL 33610 Job Truss Truss Tvoe // Oty Ply LOT 40/2/345LCANATERSTONE T17293425 99 18171 D15 HIP Th 1 1 > � Job Reference o tional tlul leers rlrsl5ource trianl uly, rL1. I'lanl lnly, rL-33b8/, 8.240 s May 13 2019 MITek Industries, Inc. Mon Jun 1010:18:22 2019 Scale = 1:76.4 5.6 = 2.4 II 6x12 MT20HS = 6x8 = 8.00 72 5 6 27 28 ] B 21 20 " 3xB = 14 13 12 11 3x6 = 5x6 = 2.4 11 2x4 11 6xB = aria = 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 [nor YES BCDL 10.0 Code FBC2017/TPI2014 CS'. TC 0.82 BC 0.85 WE 0.97 Matrix-MSH DEFL. Ven(LL) Vert Horz(CT) in (loc) Vasil Lid -0.44 16-18 >999 240 -0.8916-18 >566 180 0.32 11 Na Na PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 2641b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, BOT CHORD 2x4 SP No.1 -Except- except end verticals. 2-19: 2x4 SP ND.2, 4-20,7-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-5-10 oc bracing. Except: WEBS 2x4 SP No.3 -Except* 6-0-0 oc bracing: 13-15 18-21; 2x4 SP No.2 10-0-0 oc bracing: 18-20 WEBS 1Row at midpt B-12,9-11 REACTIONS. (lb/size) 2=1655/0-8-0, 11=1581/0-3-8 Max Horz 2=277(LC 9) Max Uplift 2=-792(LC 10), 11=-697(LC 10) Max Grav 2=1720(LC 15), 11=1641(LC 16) FORCES. glo) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3205/1920, 3-4= 4369/2698, 4-5=-4436/2879, 5-6=-3149/2204, 6-7= 3149/2204, 7-8=-2749/2010, 8-9=-1994/1431 BOT CHORD 2-21=-1700/2995, 4-18= 299/374, 16-18=-163512948, 15-16=-1646/2869, 7-15= 611/476, 11-12=-1016/1496 WEBS 3-21=-1089/737, 18-21=-1790/3219,3-18= 545/1000,5-18=-1038/1832,5-16=-230/626, 6-16=-4.13/441, 7-16- 193/460,12-15=-1187/2259,8-15=-1475/2508, 8-12=-14961882, 9-12=-161413, 9-11=-1936/1376 NOTES - I) Unbalanced root live loads have been considered for this design. - 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15R; B=45f; L=40N; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-4-2. Exterior(2) 9-4-2 to 20-10-0, Interior(1) 20-10-0 to 26-0-2, Exterior(2) 26-0-2 to 37-3-14, Intenor(1) 37-3-14 to 38-1-12, Extenor(2) 38-1-12 to 42-1-12 zone;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=792, 11=697. Joaquin Velez PE No.68182 MI ek USA, Inc. FL Cert 6634 69/4 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 A WARNING - Vedfydeslgn paemetersand READ NOTES ON TN/SAND INCLUDED MTTEKREFERANCEPAGEMIP7473 rev. IM)Y2015BEFORE USE. Design valid for use only with Mliea connectors. this design Is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability antl to prevent collapse with possible personal injury and property damage: For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and man systems. seeANSI/ip11 CurdXy Cd1eda, OSB419 and BCS) Building Component SabM mlormatbnwoilable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Tyne Oty Ply LOT 40/2/34SLC/WATERSTONE r T17293426 1817199 D17 Hip Tn. 1 1 \�`• Job Rnfcmnce (optional) '• /• n V„�-+++`^� I Il en lrmuatrles, Inc. men Jun iv lu: la:z9 zuiv ID:6gDIOH2OVeglNklsxoNemryuULB-diDFOalpnYEkiYS92YUVUdVoMlbi_8aaMToe Scala = 197.1 5x8 = 2x4, 11 5x8 = 600F1-2 6 277 28 29 30 8 22 21 '" 14 13 12 11 34 = 1 = 2x4 II 2x4 II 546 = 3x6 II LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TIC 0.96 BC 0.90 W B 1.00 Matrix-MSH DEFL. in (too) I/defl L/d Verdl-Q 0.55 20 >911 240 Vert(CT)-0.9418-19 >540 180 Horz(CT) 0.37 11 n/a i PLATES GRIP MT20 244/190 Weight: 2671b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NO.2 TOP CHORD Structural wood sheathing directly applied or 2-0-3 oc purlins, DOT CHORD 2x4 SP No.2 *Except' except end verticals. 4-21,8-13: 2x4 SP No.3, 17-19: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 19-21, 13-15 3-19,19-22: 2x4 SP No.2 - WEBS 1 Row at midpt 5-18 REACTIONS. (lb/size) 2=1663/0-8-0, 11=1588/0-3-8 Max Horz 2=318(LC 9) Max Uplift 2=-788(LC 10). 11=-693(LC 10) Max Grav 2=1719(LC 15), 11=1612(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-3=-3225/1898, 3-4=-6471/3752, 4-5=-6536/3796, 5-6=-2943/1973, 6-7=-2602/1947, 7-8=-2602/1947,8-9=-2491/1767,9-10=-190611291, 10-11=-1547/1105 BOT CHORD 2-22=-1688/3049, 18-19=-2240/3919, 16-18=-1407/2706, 15-16=-1215/2230, 8-15=-147/545 WEBS 5-19=-1393/2900,5-18- 1460/994,6-18=-431/1026, 6-16=-164/307, 7-16- 388/430, 8-16=-391/680,9-12=-962/767,10.12=-1036/1666,12-15=-1061/1720, 9-15= 207f774, 3-22=-2722/1577,3-19=-1570/2931, 19-22=-2234/4107 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasi 24mph; TCDL=4.2psf; BCDL=5.8psC h=15ft; B=45N; L=401g eave=5h; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2.8.0, Interior(1) 2-8-0 to 11-3-6, EMerior(2) 11-3-6 to 22-7-14, Interior(1) 22-7-14 to 24.0-2, Extedor(2) 24-0-2 to 35-6-4, Intel 35-6-4 to 38-1-12, Exledor(2) 38-1-12 to 42-1-12 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending, 4) This truss has been designed for a 10.0 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, with BCDL = I0.0psf. 6) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=788,11=693. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 10,2019 ® WARNING - Verirydeelg.perumefenand READ NOTES ON Tide AND INCLUDED MmEKREFERANCE PAGE Ma-74737ex. faM1R015 BEFORE USE. ' Design valid for use only,wlth Mier connectors. This design is based only upon parameters shown. and Is for an individual building component, not a truss System. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bidding indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is MiTek' alwoys required for stability and to prevent collapse with possible personol Injury and property damage. For general guidance regarding the fabrication, storage, tleliyery, erection antl bidding of trusses and truss systems. seaAN6U1PI1 Cuallty Criteria, Di and BCSI Building Component al InformaBonavailoble from Tlass 6904 Padre East Blvd. Plot. Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job ss T HipT� 7 7 / tOT 40/2/34SLC/WATERSTONET17293427 r 1 �, • � Job Reference (optional) r, n •gun, v„7„ o,z u s may w 4uia mr lax mc. Mon Juniulu:18:252019 a 0 6GO F12 5x6 3.4 = 5x6 = 4.6 C 7 830 9 Scale = 1:77.4 e4 Za - 5x8 = 15 14 13 12 3x6 = 2x4 11 5.8 = 2x4 II 5x6 = 3x6 11 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.79 22 >644 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.08 22 >468 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Ho2(CT) 0.51 12 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix-MSH Weight: 2901b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-23,19-21: 2x4 SP No. 1, 9-14: 2x4 SP No.3 WEBS 2x4 SP Nb.3 *Except* 5-21,7-17: 2x4 SP N0.2, 3.21: 2x4 SP No.I WEBS JOINTS REACTIONS. (Ib/size) 2=1660/0-8-0, 12=1580/0-3-8 Max Horz 2=359(LC 9) Max Uplift 2=-789(LC 10), 12=-698(LC 10) Max Grav 2=1683(LC 15), 12=1580(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3150/1838, 3-4=-7487/4263, 4-5=-7737/4459, 5-6=-2546/1785, 6-7_ 2243/1710, 7-8=-2031/1593,8-9=-2285/1803, 9-10=-2492/1755, 10-11— 1899/1256, 11-12=-1516/1076 BOT CHORD 2-24=-1654/3026, 23-24=-1654/3026, 21-23=-1362/2593, 20-21=-2029/3657, 18-20=-2028/3660,17-18=-1214/2242,16-17=-1195/2123,9-16=-326/484 WEBS 5-21=.2227/4251, 5-20=0/288, 5-18=-1555/981, 6-18=439/828, 7.17=-433/276, 8-17=-739/918,9-17=-661/710,13-16=-1045/1665,10-16= 224/689,10-13=-940/755, 11-13=-995/1661, 3-21= 3558/6587;3-23=-3678/1996,748=-171/265 Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 2-2-0 oc bracing: 21-23 10.0.0 oc bracing: 14-16 1 Row at midpt 5-21, 5-18, 7-17, 7-18 1 Brace at Jt(s): 16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5,8pst h=1511; B=45N; L=40h; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -"d O to 2-8-0, Interior(1) 2-8-0 to 13-4-2, Exterior(2) 13-4-2 to 33-3-14, Interior(1) 33-3-14 to 38-1-12, Exterior(2) 38-1-12 to 42-1-12 2one;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1..60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the 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 = I0.0psf. 7) Bearings are assumed to be: , Joint 12 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=789, 12=698. Joaquin Velez PE No.60182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: June 10,2019 A WARNING-VerUy design parameters and READ NOTES ON THIS AND INCLUDED MmEKREFERANCE PAGE MIP7473rev. 10,03 15 BEFORE USE. Design volid far use only with Mliek®connectors. This tlesign abased only upon parameters shown. and is for On indivitluOl builtling component not a husssystem,Before use,'i'a building designer must verity the opplicob,11 of design parameters antl this design Into Me properlyincorporate overoll builtling design. Bracing indicated is to prevent buck ling of intlivltluol truss web antl/or chord members only. Additlanpl temporary and permanent bracing is always requiretlfor stability antl to prevent collapse will possible personal injury and property damage. For general guidance regartlingfne MiT®k' lobrlcotlon. s .Renc delivery, erection pntl bracing of trusses antl truss systems, seeAN6VIPl l sall.ahr Cdbrb, o6B49 end aC3, lu9dbp Component Sdbp Inloimd8orlovoilaIle from iwis Plate Institute. 218 N. Lee Street Suite 312, Aleaondrlo. VA 22314. 6904 Palle East Blvd. Tampa, FL 33610 Job Truss sTr� Tvoe Cry Ply LOT 40/2/34 SLC/WATERSTONE jHiu' T17293428 1817199 D21 1 1 1_,{ Job Reference (optional) Builders FirstSource (Plant City, Fy, Plant City, FL- 33567, 8.240 s May 13 2019 Mil Industries, Inc. Mon Jun 1010:18:27 2019 it 0 5x6 = 6.00 /2 5x6 = 19 13 12 11 10 3x6 = 3x6 II 2x4 II Sx8 = 3.6 II Scale=1:78.8 LOADING (psi) 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 FBC2017ITP12014 CSI. TC 0.84 BC 0.78 WB 0.84 Matrix-MSH DEFL. in (loc) I/defl LJd Vert(LL)-0.2214-15 >999 240 Vert(CT) -0.3914-15 >999 180 Horz(CT) 0.08 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 265 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 3-19,7-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-13 Be bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 12-14 WEBS 1Row at midpt 4-15.6-15 REACTIONS. (lb/size) 2=270/0-8-0, 19=1603/0-3-0, 10=1344/0-3.8 Max Harz, 2=512(LC 9) Max Uplift 2=-332(LC 10), 19=806(LC 10), 10=-597(LC 10) Max Grav 2=272(LC 19), 19=1687(LC 15), 10=1381(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-481/458, 3-4_ 1974/1291, 4-5=-1650/1230, 5-6= 1393/1219, 6-7=-1961/1536, 7-8= 1944/1364,8-9=-1651/1074, 9-10=-1313/914 BOT CHORD 18-19=-1690/913, 3-18=-1625/950, 15-17=-828/1834, 14-15=-538/1425, 7-14=-285/364 WEBS 3-17=-748/1618, 4-15=-418/369, 5-15= 143/471, 6-14=-526/876, 11-14=-720/1441, 8-14=-39/458, 8-11=-731/544, 9-11=-724/1359 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.Bpsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8.0 to 15-4.2, Exterior(2) 15-4-2 to 31-3-14, Interior(1) 31-3-14 to 38-1-12, Extedor(2) 38-1-12 to 42-1-12 zone; cantilever left and right exposed: end vertical left and right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearings are assumed to be: , Joint 19 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=332,19=806.10=597. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ,&WARNING- Verlrydeslgn Peramer..d READ NOTES ON MIS AND INCLUDED M9EKREFERANCEPAGEM*7473rev. IW"015BEFORE USE. Design void to'"9 oruse only with MiTek®connectors. This dedgn Is based Only upon parameters shown, and Is far an individual building component, not a toss system. Before use, the building designer must verify the opplicobillty of desgn parameters and prcperly Incorporate "" design Info the overall p • building design Bracing indicated is to prevent buckling of indlvid. truss web and/ar chord members only. Additional temporary antl permanent bracing MiTek' Is always required for sfobllity antl to prevent collapse with possible Par'.'.'Inlury and property damage. For Bane...... Can.. regartllno the fabrication storage, tlelNery, erection antl bracing of trusses antl truss systems, seeAllft611 CuellNmy. CMldo, G a pnd SCSI au181na Component 6904 Parke East Blvd. Sphfy Inlonnplbmvailoble hem Truss Plot. Institute, 219 N. Lee Sheet Suits 312. Alexondrl., VA 22314. Tampa, FL 33610 Jb Truss Truss vne City Ply LOT40/2/34 SLC/WATERSTONE �i:ll`199 /` T77293429 E7 �JAC .N TRUSS 34 1 � Job Reference o tional Hwlders mrstsource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:32 2019 Page 1 ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-OGiGhJ7quOFbgn3YW DdNpJgCx%NKs_DICikRUYz7j8r -1."0 7-0-0 1.4.0 7.0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud TCLL 20.0 Plate Grip COL L25 TC 0.79 Ve art 0.19 4-7 >436 240 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Ved(CT) -0.21 4-7 >400 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a Na BCOL 10.0 Code FBC2017/TP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=166/Mechanical, 2=336/0-8-0, 4=83/Mechanical Max Harz 2=241(LC 10) Max Uplift 3=-161(LC 10), 2=-179(LC 10) Max Grant 3=199(LC 15), 2=343(LC 15). 4=124(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:23.0 PLATES GRIP MT20 244/190 Weight: 24 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4,2psf; BCDL=5.BpsG h=15ft1 B=45fC L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MATHS 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 fall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bead ngs are assumed to be SYP No.2 crushing capacity of 565 psi. 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 joints) except Ot=lb) 3=161,2=179. Joaquin Velez PE No.68182 Mil USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING- per/ry Ces/gnpmemetersend READ NOTES ON TNISAND/NCLUDED MITEKNEFEBANCEPAOEMS7473rce 1010=15BEFORE USE. Design void for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system.. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to preventbuckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of fusses and truss systems, seeANSVMII Quality CrlNdo, DSBaa and SCSI Building Component 6904 Parke East Blvd. Safety Nformallonavotoble from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Tyne Cry Ply LOT 40/2/34SLCANATERSTONE // T77293430 1817199 E7G Monop,' 'russ 1 1 y Job Reiwience o tional Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 Mi fek Industries, Inc. Mon Jun lu 1U:I8:342U19 Pagel ID:6gD10H2OVegl Nkl sxoNemzyuULB-Lepl6785QdVJv4DwdefrukvfvK70Kmv2fODYZRz7jBp 4.0-13 7-0.0 4.0-13 2-11-3 2x4 11 Scale=1:24.4 5x6 = 3x6 II bxd = 1.6xB STP = LOADING (psi) 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 NO Code FBC2017/TPI2014 CSI. TC 0.38 BC 0.90 We 0.56 MaMx-MP DEFL. in Vart (LL)0.05 Vert(GT) -0.07 Horz(CT) 0.01 (too) Udell Ud 5-7 >999 240 5-7 >999 180 4 1 1 PLATES GRIP MT20 244/190 Weight: 40 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-2-11 oc puffins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-13 oc bracing. REACTIONS. (lb/size) 1=1268/0-8-0, 4=1249/Mechanical Max Hom 1=184(LC 8) Max Uplift 1=-581(LC 8), 4=-663(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1600/705 BOT CHORD 1-5=-757/1429, 4-5=-757/1429 WEBS 2-5=-681/1480, 2-4=-1755/930 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.8psf; h=15ft; B=45ft; L=40tt; eave=5it; Cat. II; Exp C; Encl., GCpi=0,18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 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 Ib uplift at joints) except Ot=lb) 1=581, 4=663. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6701b down and 348 Ib up at 1-4-12, and 67016 down and 348 la up at 3-4-12, and 6701la down and 348 lb up at 5-4-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1,25 Uniform Loads (pli) Vert: 1-3=-54, 1-4=-20 Concentrated Loads (At) Vert: 8= 670(F) 9=-670(F) 10=-670(F) Joaquin Velez PE No.68182 Mil USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 10,2019 Q WANNINO- Verily✓esignparametemand NERD NOTES ON WISANO INCLUDED Nn-EKNEFENANCEPAOEmIF7473rev. 1N93rYa15aEFONEUSE. Design valid for use only with MOel connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system.. Before use, the building designer must verify me applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M)Tek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, deal and bracing of trusses and truss systems seeANSUTPII Quality CMoris, DS11419 and ICSI Ifuldbp Component 6904 Parke East Blvd. Safety Information rvallable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Atexcirri VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 401IJ34 SLCWATERSTONE T17293431 1817199 E78 JACK( JTRUSS i 1 / I Job Reroren s (optional) Builders FrstSource (Plant City, FL), Plant City, FL- 33567. 3x4 = 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:37 2019 Page 1 ID:ZYc6AOGNbVAtFo43ovpJT9ypvs0-IDV9kOB74YtumYxVJnDYWMX1xY2eXFSUL SCgmz7iBm LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ven(LL) 0.22 3-6 >372 240 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.22 3-6 >376 180 BCLL 0.0 ' Rep Stress [nor YES We 0.00 Horz(CT) -0.01 2 1 n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.t BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=257/0-8-0, 2=170/Mechanical, 3=87/Mechanical Max Hom 1=186(LC 10) Max Uplift 1=-69(LC 10), 2=167(LC 10) Max Grow 1=265(LC 15), 2=202(LC 15), 3=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:22.9 PLATES GRIP MT20 244/190 Weight: 22 to FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-10-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160ni (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ff; L=40ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1 except (jt=lb) 2=167. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ,&WARNING- Velily0eslgn pa2mefers and READ NOTES ON THIS AND INCLUDED MrIEKREFERANCEPAGEMl4r41•Jrev. faN3/1015BEFGREUSE. Design valid for use only with MBek@ connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify fine applicability of design parameters and properly incorporote this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury chat properly damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIytPI1 Cuallty CMnln, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Informatbnovoiloble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314, Tampa, FL 33610 Jab Truss Truss Type City Ply LOT 1012/34 SLCANATERSTONE -- 1817199 E7V / JACK .4 TRUSS 3 1 (I T17293432 / J Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:16:38 2019 Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB.DP3XyMBbUs7IOiWhsUkn2a4E6xSJGhHeaeCliCz7i81 5.8-8 7-0.0 1.4.0 5-8-B 1.3-8 Scale = 1:22.9 3x4 > Plate Offsets (X Y)-- 12:0-1-13 0-0.81 LOADING (psi) SPACING- 2-0-0 CST. DEFL. in (too) Well Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ven(LL) 0.29 6-9 >286 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Ven(CT) -0.25 6-9 >335 180 BCLL 0.0 ' Rep Stress Incr YES We 0.09 Hom(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Weight: 27111 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 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=104/Mechanical, 2=336/0-8-0, 5=145/Mechanical Max Harz 2=241(LC 10) Max Uplift 4=-45(LC 10), 2=172(LC 10). 5=-114(LC 10) Max Grav 4=118(LC 15), 2=341(LC 15), 5=171(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-111/307 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.epsf; h=15fl; B=45fC L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 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) Bearings are assumed to be: Joint 4 SYP No.2 crushing capacity of 565 psi, Joint 5 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at loini(s) 4 except Gt=lb) 2=172,5=114. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 10,2019 QWARNING-Vxity desrg0 pznmeteresnd READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGEMII-74Td re¢ 10103r2015BEFORE USE. Design valid for use only with Mliei connectors, This design is oozed only upon parameters shown. and is for an Individual building component. hot a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracingiindicoted is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTFII GuiMyCdtoda, DSe-a9 and BCSI Bultlbp Component Safety Infomtallon rvallablo from Truss Plate Institute: 218 N. Lee Street, Suite 312, Alexontlrla. VA 22314. �■' ■f MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Tvoa Cry Ply LOT 40/2/34 SLCANATERSTONE T77293433 1817199 E7V1 Jack- 1 1 � Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 132019 MITek Industries, Inc. Mon Jun 1010:18:38 2019 Pagel ID:6gDIOH2OVegiNklsxoNemzyuULB.DP3XyMBbUs?IOiWhsUkn2a4KFxTBGiieaeCliCz7j81 -1.4.0 5.6.8 1-4-0 51 3.4 5.6-8 7-0-0 5-6-8 1-5-8 Scale = 1:22.8 Plate Offsets (X Y)-- 12:0-2-1 0-0-81 13:0-3-7 0-1-61 LOADING (Pat) SPACING. 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(ILL) 0.10 6-12 >822 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.10 6-9 >823 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hori -0.03 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 29111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP I REACTIONS. (lb/size) 4=117/Mechanical, 2=357/0-8-0, 5=166/Mechanical Max Horz 2=241(LC 10) Max Uplift 4=-102(LC 10), 2=-160(LC 10), 5=-38(LC 10) Max Grav 4=137(LC 15), 2=363(LC 15), 5=194(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-8=-715/575 BOT CHORD 2-6=-799/724, 3-6=-686/758 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-6-13 ad bracing. NOTES- 1) Wind: ASIDE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8ps1; h=151t; B=45ft; L=40ff; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exleriar(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP I crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/FPI 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 10016 uplift at joint(s) 5 except at=lb) 4=102,2=160. Joaquin Velez PE No.66182 III USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING - Ved/ydeaienparameximixed READ NOTES ON THIS AND INCLUDED MIrENREFERANCE PAGE 11II-74)arev. rN4aMal5 BEFORE USE. Design valid for use only with vii connectors. This deelgn is based only upon parameters shown, and Is for an Individual building component not a truss system, Before use, the building designer must verify the applicability of tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permonent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For generol guidance regartling the fobricailon, storage, delivery, erection and bracing of busses and truss systems, seeANSVRII Stability Ciffil OSS49 and SCSI Building Component Safety Informalbnsavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, 1 33610 Joh Truss Truss Tv pa Cry Ply LOT 40/2/34 SLC/WATERSTONE T17293434 18r17199 y E7V2 Jack- , 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 Mil Industries, Inc. Mon Jun 1010:18:39 2019 Page 1 I D:6gDIOH2OVegl Nk1 sxoNemzyuULB.hcdw9iCDF97cOr5u0BFObndOELnK?9ynplxl Eez7j8k -7-4-0 7-0-0 7.4-0 3-63-6.8 -e 3-5-8 lb 3x4 Scale = 1:22.9 LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (too) III Ud PLATES GRIP TCLL 20.0 Plate GripDOL 1.25 TC 0.66 Verf(LL) 0.23 6 >365 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Veri -0.22 5-6 >380 180 BCLL 0.0 ' Rep Stress ]nor YES W B 0.00 Horz(CT) -0.07 5 n/a n/a BCDL 10.0 Code FBC20177TP12014 Matrix -MP Weight: 27 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 old purlins. BOT CHORD 2x4 Sid No.2 BOT CHORD Rigid ceiling directly applied or 6-7-11 oc bracing. REACTIONS. (lb/size) 4=149/Mechanical, 2=359/0-8-0, 5=114/Mechanical Max Horz 2=241(LC 10) Max Uplift 4=-133(LC 10), 2=-159(LC 10), 5=-18(LC 10) Max Grav 4=177(LC 15), 2=365(LC 15), 5=143(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-8=-702/569 BOT CHORD 2.6=-801/734, 3-6=-6981764 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psh h=1511; B=45fb L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical 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 pelf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bosom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joints) 2 considers parallel to grain value using ANSI/tPI 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 1001b uplift at joint(s) 5 except (jt=lb) 4=133,2=159. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date; June 10,2019 O WARNING - VeHrydes/gnparamefebranCREAD NOTES ON TN/SAND INCLUDED MM15KREFERANCEPAGE911-7479mv. 10931015e£FORE USE Design valid for use only with Miiek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, at ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and properly damage. For generol guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Oueu Chub, D3849 and SCSI Building Component 6904 Parke East Blvd. Safety Infomsotbrpvoictele from Truss Plate Institute, 218 N. We Street, Suite 312, Alexandria. VA 2Ms. Tampa, FL 33610 Job Truss Truss T me Oly Ply LOT 4012/34 SLCMATERSTONE T17293435 18171I y E7V3 JACK- ,J 1 1 Job Reference (optional) Builders RrstSOurce (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek industries, Inc. Mon Jun 1V 1V IBAV 2V19 Fagot ID:6gDIOH2OVegl NklsxoNemzyuULB-90AIN2DrOTFTd?g4_vmFS?9dNI98kcSx2yhsm5z7jBj -7-4-0 1-fi-B 7-0-0 1.4-0 t-fi-8 5.5.8 Io 3.50 F12 1-6-8 7-0-0 1.6-8 5-5-8 Scale = 1:22.6 Plate Offsets (X Y)-- [2:0-2-14 0-0-0] [3:0-1-9 0-1-12) [3:0-0-3 0-0-11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.19 3 >436 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.19 3-5 >435 1BO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.15 5 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 26 to FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 4=188/Mechanical, 5=60/Mechanical, 2=319/0-8-0 Max Ho¢ 2=241(LC 10) Max Uplift 4=-195(LC 10), 2=-182(LC 10) Max Gray 4=228(LC 15), 5=121(LC 3), 2=325(LC 15) FORCES. iti) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. 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 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed: end vertical left and night exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 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 1001b uplift at joint(s) except (jt=lb) 4=195, 2=182. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 6984 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 A WARNING - Verily Eesignpnamefersenp READ NOTES ON THIS AND/NCLUDEOMREKREFERANCEPAGEMIFT9nrev. 10IXY )ISBEFORE USE. Design valid for use onlyiwith Mnex® connectors. this design B based only upon parameters shown, and Is for an IndMdual building component, not a truss system. Before use, me building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addi6anal temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIy1PIt Qual8y Cdloi D3849 and BCSI Building Component 6906 Palle East Blvd. Safety Nfolmationovallab[a from Tmss Plate Institute. 218 N. Lee Street, Suite 312. Alexandre, VA 22J 14. Tampa, FL 33610 Job Truss Truss Tvine City Ply LOT 4012134 SLCANATERSTONE T17293436 1817199 Jack- , Truss 1 1 (/ IfE22 Jah Reference (optionaj Builders FirslSource (Plant City, FL), Plant City, FL- 33567, 2x4 = 2-2.8 8.240 s May 13 2019 MiTek Industries, Inc. Man Jun 1010:18:31 2019 Page 1 ID:ZYc6AOGNbVAfF0430vpJTgypV Q.w38uUz6C7i712dULyW68G5HCX7B97Yzcz2?ty6z7j8s Scale=1:10.1 Plate Offsets (X Y)-- (1:0-14 Edgel LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (Inc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.07 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hou(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-8 on purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing. REACTIONS. (lb/size) 1=7910-8-0, 2=49/Mechanical, 3=30/Mechanical Max Hoa 1=58(LC 10) Max Uplift 1=-21(LC 10), 2=47(LC 10), 3=-5(LC 10) Max Grav 1=82(LC 15). 2=5B(LC 15). 3=38(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.epsf; h=15ft; B=451 L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 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 joints) 1, 2, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED AWFK REFERANCE PAGE MIFT4)J rev, Ingl r4 BEFORE USE. Design volld for use only with MiTek® connectors. this design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the opplicoblety of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or hord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I QuitiI1yCrffi DS549 and BCSI Building Component Safety thformationavallabie ham Truss Rote Institute, 216 N. Lee Street. Suite 312, Alexandria, VA 22314. 6904 Parka East Blvd. Tampa, FL 33610 Jab Truss Truss Tvne City Ply LOT 4012/34 SLC/WATERSTONE I/ T17293437 1817199 - Is G1 Specie as 3 i Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567. PlIN 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:41 2019 Seale = 1:33.4 4.6 = 3x6 = 54 = 3x6 = 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 FBC2017ITP12014 CSI. TC 0.43 BC 0.79 W B 0.22 Matrix-MSH DEFL. in Ven(LL) .0.12 Ven(CT) -0.26 Horz(CT) 0.03 (lac) Vdefl Ud 7-10 >999 240 7-10 >866 180 6 n/a n/a PLATES GRIP MT20 2441190 Weight: 83 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (I/size) 6=688/Mechanical, 2=765/0-8-0 Max Harz 2=211(LC 9) Max Uplift 6=-309(LC 10), 2=-416(LC 10) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11621861, 3-4=-875/651, 4-5= 876/654, 5-6— 1170/905 BOT CHORD 2-7=-652/1073, 6-7=-712/1032 WEBS 4-7=-264/531, 5-7=-416/446, 3-7=-403/379 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Bpsf; h=15f ; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8.0, Interior(1) 2-8-0 to 5-4-0, Exterior(2) 5-4-0 to 13-4-0, Interior(i) 13-4-0 to 14-8-0, Exterior(2) 14-8-0 to 18-8-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with anyother 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) Bearings are assumed to be: , Joint 6 SYP No.2 crushing capacity of 565 psi. 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 Ito uplift at joint(s) except ft=lb) 6=309,2=416. m �d Joaquin Velez PE No.68182 Mil USA, Inc. FL Cott 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING- Verity design parameters and READ NOTES ON THISANOINCLUDED M?EKREFERANGEPAGEMlH4A rce 10,11,1/1016BEFORE USE Design valid for use only with MliesIs connectors. This design is based only upon parameters shown. and Is for an Individual builldi ng component, not a truss system. Before use, the building designer must verity the applicability, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, tlalivery, erection and bracing of trusses and hum systems seeANSVIPII CualMMyy Criteria. DSe49 and eCSi Sulding Component 6904 Parke Ees1 Blvd. Safety lnformg6enovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria . VA 22314. Tampa, FL 3361 a Job Truss Truss T^ne Cry Ply LOT 40/1 SLCNVATERSTONE I/ T17293438 1817199 G7 Sped as 1 1 l 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567. 8.240s Mayl32019Milekindusi0es,inc. Mon JunlUlUI18:482019 Pagel Scale = 1:52.4 SX8 = 4x6 11 4x6 = 2.4 11 SIB = , 4xl0 MT20HS = SIB = 44 = Bx10 = LOADING (Pat) SPACING- 2.0-0 CSI. DEFL. in floc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vell 0.37 13-14 >934 240 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.82 Vert(CT)-0.4813-14 >721 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017TP12014 Matrix-MSH Weight: 152 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NO.2 -Except' TOP CHORD Structural wood sheathing directly applied. 1-3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6-2 oc bracing. BOT CHORD 2x4 SP M 31 'Except' 9-12: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 13-14: 2x4 SP No.1 REACTIONS. (lb/size) 2=2402/0-8-0, 9=1727/0-8-0 Max Hom 2=-219(LC 6) Max Uplift 2=-1307(LC 8), 9=-918(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4670/2428, 3-4=-4834/2623, 4-5=-4991/2660, 5-6=-4989/2658, 6-7=-2934/1539, 7-8=-2980/1521, 8-9=-3244/1663 BOT CHORD 2-15=-1996/4102,14-15=-1999/4119,13-14=-2388/4852,11-13=-1886/4011. 9-11=-1349/2876 WEBS 3-15=-80/527, 3-14=-793/1424,4-14=-373/171, 5-13=-266/225, 6-13=-710/1186, 6-11=-2547/1419,7-11=-1192/2401, 8-11=-394/274, 4-13=-56/585 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Bpsf; h=15N; B=45ft; L=40ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit 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 joints) except Qt=lb) 2=1307, 9=918. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 lb down and 148 lb up at 7-0-0, and 87 Ib down and 164 lb up at 9-0-12 on top chord, and 371 lb down and 194 Ib up at 7-0-0, and 65 lb down at 9-0-12, and 1251 lb down and 699111 up at 9-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Joaquin Velez PE No.68182 LOAD CASE(S) Standard MiTek USA, Inc. FL Cart 6634 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Parka East Blvd. Tampa FL 33610 Data: June 10.2019 Continued on pace 2 ®WARNING - VBriiydierri Pammerarsan✓ READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE 01-7473re¢ 10,01,2015 BEFORE USE. Design valid for use only with Mlvl connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system, Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addiflonol temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personol injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems, meANSI/r911 Quality CMerla, PSO-69 and Ill luldbp Component 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexaratio, VA 22314, Tampa, FL 33610 Job Truss Truss Tvao Oty Ply LOT 40/2134 SLC/INATERSTONE ( T77293438 1817199 G7 Specie. ss 1 1 � Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567. 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:48 2019 Page 2 ID:6gDIOH2OVeg1 NklszoNemzyuULB-wLfJ2nJt7wGKbEHcSaw7ShUuczpVcOc6tCdH2dz7jBb LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-7=-54, 7-10=54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-114(F) 15=-371(F) 14=-40(F)4=-87(F) 24=-1251(F) ,&WARNING-Ver/ly design perimeters and HEAD NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Ml47073rev. f4Ns*,T15 BEFORE USE. Design valid for use only with Miler connectors. fils design is based only upon parameters shown, and I5 for an Ino vibual building component, not a'n"e system. B0,0,0 use, the bullbing tlesgner must verity the applicability of benign parameters antl properly incorporate IN, design info Me overall bullding design.8mdng indlcoted is to prevent buckling ofinbividualtmsswebandgchord members only. Meltional temporary and permanent bracing MiTek' u always requlretl far stability antl to prevent collapse with possible personal injury end property damage. For general guidonce regarding the fabrication, storage, tl."v.'y erection antl breddg of tw.es antl truss systems seeANS611 MlNy CdbdD, OSS49 and SCSI Building CCIIrpO..nt 8e04 Parke East Blvd. Sebfy IntarmOtbmvalldble from Tmss Plate Institute. 218 N. Lee Street. Suite 312. Nesantlrlo. VA 223I4. Tampa, FL 33610 Job Truss Truss Tie Off, Ply LOT 40(2/34 9LDN✓ATER$TDNE T17293439 181,7199 A G9 Hip 1 1 I Job Reference (optional) Culmers rlr5rsource (Fran Ulry, I-L), rlam clry, rL- aa]bl, o:eVu a may le m re mu UK emusnlea, inu. IVIUJI dun ry ro D:re 4V re rage I 0 4x6 = 3x4 = 4x6 = 4 21 5 22 6 3x4 3xS = 3x6 = 3x8 = 3x4 1 Scale = 1:51.5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.46 BC 0.96 WB 0.31 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (too) Well Ud -0.22 10-12 >999 240 -0.4710-12 >730 180 0.08 8 n/a We PLATES GRIP MT20 244/190 Weight: 140 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1133/0-8-0, 8=1133/0-8-0 Max Horz 2= 213(LC 8) Max Uplift 2=-580(LC 10), 8=-580(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1979/1503, 3-4=-1704/1257, 4-5=-1485/1211, 5-6=-1485/1211, 6-7=-1704/1257, 7-8=-1979/1503 BOT CHORD 2-12=-1159/1787, 10-12=-995/1668, 8-10= 1159/1749 WEBS 3-12=-378/425, 4-12=-250/505, 5-12=-335/284, 5-10=-335/284, 6-10=-250/505, 7-10=-379/425 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=5.8pst h=1511; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.1$ MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 3-4-2, Exterior(2) 3-4-2 to 25-3-14, Interior(1) 25-3-14 to 26-0-0, Extenor(2) 26-0-0 to 30-0-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pointing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=lb) 2=580,8=580. j8 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 OWARNING- Veri/ydesigreparametelsand READ NOTES ON THIS AND INCLUDED MfrEKREFERANCE PAGE MIF7473rev. IDIKUPOIS BEFORE USE. Design valid for use only with K, iek® connectors. This design Is based only upon parameters shown, and is for an Individual buiding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall building tleslgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss system% seeANSUmIi CualXy CMrrdo, DSB29 and BCSI Bull Component Safety Informatbnovcllable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314, ��- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss T•ne /JT17293440 City Ply SLC/WATERSTONE 18�7199 G11 HipTA 1 1[LOTr/2�34 e (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 Is May 13 2019 Ml Industries, Inc. Man Jun 1010:18:42 2019 Scale = 1:51.9 5z6 = 4.6 = 4 23 5 6 06 = 4x6 = 3x6 = 3x4 3x8 =3x4 3x8 = 3x6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.59 BC 0.94 WB 0.29 Matrix-MSH DEFL. Ven(LL) Vert(CT) Horz(CT) in (too) /dell L/d -0.25 11-20 >999 240 -0.5311-20 >650 180 0.07 9 n/a Iva PLATES GRIP MT20 244/190 Weight: 156 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins, BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SIP No.3 REACTIONS. (Ibi 2=1133/0-8-0, 9=1133/0-8-0 Max Hom 2=-254(LC 8) Max Uplift 2=-580(LC 10). 9=-580(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 To) or less except when shown. TOP CHORD 2-3=-1884/1371, 3-4=-1683/1291, 4-6= 1363/1191, 5-6=-1474/1263, 6-7=-1384/1158, 7-8=-1599/1215,8-9=-1881/1404 BOT CHORD 2-14=-1002/1700, 13-14_ 649/1295, 11-13= 766/1446, 9-1 1=-1 043/1650 WEBS 3-14=-386/424,4-14=-252/514, 5-13=-334/435, 6-13=-549/435, 7-11= 306/520, 8-11=-412/437 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=160ni (3-second gust) Val24mph; TCDL=4.2psf; BCDL=5.8psf; h=15N; B=45f ; L=40N; eave=5f; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterwr(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 5-4-2, Exlerior(2) 5-4-2 to 24-1-6, Interior(1) 24-1-6 to 26-0-0, EMerior(2) 26.0-0 to 30-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=580, 9=580. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 10,2019 ®WARNING - IsoiryCeslgn paramete. and BEAD NOTES ON THIS AND INCLUDED MNEK REFERANCE PAGE MII.79)l rev. IdeL2a15 BEFORE USE. Design valid for use only with MITea connectors. This design is based only upon parameters shown, and is for an Individual building component, not ��- a hues system. Before use, the building designer must verity the opplicabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabricationstorage, delivery, erection and bracing of trusses and truss systems, SeeANSl Quality CMedn, D5049 and BCSI Bull Component 6904 Parke East Blvd. Safely Informolbnovoiloble from Truss Plata Institute, 218 N. Lee Street, Suite 312, Alexondrlo. VA 22314. Tampa, FL 33BI O Job Truss Truss Trine DIV Ply LOT IP/ 34 SLCNVATERSTONE T17293441 1817199 IFG13 Specio. .as 1 1 \( Job Reference (optionaq tluuaers I-IM16ource (Plant Grry, eL), Plant Ury, rL- JdOb 1, aGVu 5 may IJ cvra rvn I en Inuuau, es, ma ry Scale = 1:52.8 4x6 = Boa 12 4 21 3x4 3x4 = 3x4 = 5x8 = 2x4 II 3x4 = = LOADING (Pat) TILL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.83 BC 0.88 W B 0.99 Matrix-MSH DEFL. Vart (1) Vert(CT) Horz(CT) in (loc) I/deft Ud -0.22 10-12 o999 240 -0.41 10-12 P849 180 0.06 7 n/a ni PLATES GRIP MT20 244/190 Weight: 141 Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural woad sheathing directly applied or 2-2-0 oc purlins. 6-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-7-9 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1133/0-8-0, 7=1133/0-8-0 Max Harz 2= 294(LC 8) Max Uplift 2=-580(LC 10), 7— 580(LC 10) Max Grav 2=1143(LC 15), 7=1135(LC 16) FORCES. (Ito) -Max, Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-188a/1264,3-4=-1701/1219,4-5=-2OD1/l588,5-6=-1717/1308, 6-7=-1829/1238 BOT CHORD 2-12=.871/1839, 10-12=-482/1224, 9-10— 845/1561, 7-9=-843/1554 WEBS 3-12=-430/420, 4-12=-282/717, 4-10=-777/1137, 5-10=-1013/863, 6-10=-145/459 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=4.2psC BCDL=5.Bps1; h=1511; 3=45f ; L=40tt; eave=5tt; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exlerior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Exterior(2) 9.0.0 to 17-0.0, I1117-0.0 to 17-9-8, Exterior(2) 17-9-8 to 24-5-8, Interior(1) 24-5-8 to 26.0-0, Exterior(2) 26-0-0 to 30-0-0 zone;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Ops1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except of=lb) 2=580, 7=580. m (b Joaquin Velez PE No.68182 Mil USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ,&WARNING- Velaydaefgn pararnwhrsanOREAD NOTES ON THISAND/NCLUDED MITEKREFERANCEPAGEMI47ITJrev. 14,100,201SSEFORE USE. Design valid for use only with Mnekis connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the Gppllcability, of design parameters and propery Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MfT®I( is always required for liability and to prevent collapsewlth possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSUIPI l Cualky CMnb, DSBd9 and SCSI Building Component 6904 Parke East Blvd. Safely InfonnaNprrovoiloble from Truss Plate Institute, 216 N. Lee Street Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss V-q City Ply LOT 4012114 SLCMATERSTONE T17293442 181. 199 G15 Specie. as 1 1 l( 1 Job Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL- 33567, 46 = 6.00 F12 8.240 s May 13 2019 Mil Industries, Inc. Mon Jun 10 10:18:44 2019 Scale = 1:52.8 3x4 = 3x4 = 3z4 = 3x4 = 31 = 3x4 = 9-2-0 16-10.0 19.9.8 22.5.8 28-8.0 9.2-0 7-8.0 2.11-8 2.8.0 6.2.8 Plate Offsets (X,Y)-- (2:0-0-4,EdVel. (3:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.85 Ven(LL) -0.18 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.3512-15 >977 180 BCLL 0.0 ' Rep Stress Inca YES We 0.55 Horz(CT) 0.07 7 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 1381b FT=20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1133/0-8-0, 7=1133/0-8-0 Max Hom 2- 294(LC 8) Max Uplift 2=-580(LC 10), 7=-580(LC 10) Max Gray 2=1134(LC 15), 7=1133(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5.4-9 ac bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1881/1235, 3-4=-1690/1192, 4-5=-1809/1296, 5-6=-1687/1251, 6-7=-1925/1278 BOT CHORD 2-12=-850/1816, 10-12=-468/1213, 9-10= 1196/2067, 7-9=-909/1659 WEBS 3-12=431/410, 4-12= 279/691,4-10=-493/871, 5-9=-618/436, 6-9=-313/618, 5-10= 790/700 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.epst h=15ff; B=45h; L=400; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Exterior(2) 9-0-0 to 17-0-0, Interior(1) 17-0-0 to 19-9-8, EMerior(2) 19.9-8 to 30-0-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 2=580, 7=580. Joaquin Velez PE No.65182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARAl Va11fyde4/9nParemetercand READ NOTES ON MIS AND INCLUDED MITEKREFERANCEPAGEMO-7473rey. 1WO3101SBEFORE USE. Design valid for use only with MITak® connectors, fits design Is based only upon parameters shown, and is for an individual building component, not ��- a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or Chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent callopse with possible personal injury and properly damage. For general guidance regarding the ' fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSI/IFII Quality Calendar DS549 and SCSI Building Component 69" Parka East air Salenly hlormatbrWailable ham Truss Plots InStiNte. 218 N. Lee Street, Suite 312. Alexcndri4 VA 22314. Tampa, FL 33610 Job Truss Truss •^= Cry Ply LOT4JI/2/34SLCIWATERSTONE T17293443 1817199 G17 Speci. as 1 1 lj Job Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL- 33567, 46 = 6.00 FIT 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:45 2019 Scale = 1:52.8 3x4 = 3x4 = 3x4 = 3xq = 3x6 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/rP12014 CSI. TC 0.72 BC 0.83 WE 0.56 Matrix-MSH DEFL. Verti Ven(CT) HOr4(CT) in (foe) I/dell Ud -0.19 11-13 >999 240 -0.3613-16 >958 180 0.07 8 n/a n/a PLATES GRIP MT20 2441190 Weight: 141111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5.6-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1133/0-8-0, 8=1133/0.8-0 Max Holz 2=-294(LC 8) Max Uplift 2=-580(LC 10), 8= 580(LC 10) Max Grav 2=1134(LC 15), 8=1133(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3= 1882/1207, 3.4=-1690/1162, 4-5= 1838/1286, 5-6=-2863/1853, 6-7— 2497/1621, 7.8=-1969/1293 BOT CHORD 2-13=-848/1815, 11-13=-460/1211, 10-11 =-1 124/2041, 8-10=-964/1731 WEBS 3-13= 433/417, 4-13=-282/693, 4-11— 508/943, 5-11=-801/651, 5-10=-507/906, 6-10=-1277/826, 7-10=-537/1008 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=5.8pi h=15ft; B=45i L=40tt; eave=51 Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -1-4.0 to 2-8-0, Interior(1) 2-8-0 to 9-0.0, Exterior(2) 9-0-0 to 17-0-0, Interior(1) 17-0.0 to 21.9-8, Exterior(2) 21.9-8 to 30-0-0 zone:C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I0.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=580, 8=580. Joaquin Velez PE No.ee182 Mil USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: June 10,2019 O WARNING - Veritydeslgn Raremerersand READNOTES ON THIS AND INCLUDEDMREKREFERANCEPAGEMI47473re,.?GVJR0f5gEFORE USE. Design valid for use only with MneM connectors. ibis design is based only upon parameters shown, and is for on Individual building component, not 0 hum system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing 's MiTek- always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecilon and bracing of trusses and truss systems, seeANSVIPI l Ooolryryyy Criteria, DSB419 and Beef Bolding Componml 6904 Parke East Blvd. Safety Informalbrgvolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexontlrla, VA 22314. Tampa. FL 33610 Job Truss Truss ,nii, LOT 4(1/2/34 SLC/WATERSTONE1!`(T17293441817199 7tyPly G19 Specia. .ss 1 Job Reference (optional) builders Flrstsoume (Plant City, FL), Plant Oily, FL - 33567, 4x6 = 6.00 12 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:46 2019 Page 1 Scale = 1:52.8 e�T 3.4 = 3x4 = 3x4 = 3x6 = 5z8 = 3z4 = LOADING (pat) SPACING- 2-0-0 C51. DEFL. In (too) /deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.3210-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.4810-11 >716 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.80 HOR(CT) 0.07 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 141 Ib FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1132/0-8-0, 8=1128/0-8-0 Max Hom 2=-294(LC 6) Max Uplift 2= 581(LC 8), 8=-588(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1879/882, 3-4=-1687/847, 4-5=-1855/931, 5-6=-4156/1884, 6-7=-3464/1521, 7-8=-2035/913 BOT CHORD 2-13=-632/1799, 11-13=-306/1198, 10-11= 800/2006, 8-10=-714/1804 WEBS 3-13=-435/358, 4-13=-228/684, 4-11=-380/966, 5-11=-760/505, 5-10= 900/2110, 6-10==1955/952,7-10= 763/1827 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8psf: h=15ft; B=45f ; L=40111; eave=5ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 chard in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Oil 2=581, 8=588. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4lb down and 10111 up at 26-5-8 on top chord, and 51b down and 23 lb up at 26-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-6= 54, 6-7=-54, 7-9= 54, 14-17=-20 Concentrated Loads (lb) Veil: 7=9(B) 22- 5(B) Joaquin Velez PE No.60182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 QWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MIP74narelk, IN OIS BEFORE USE. Design valid for use only with MITekp connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Adtlifional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSUl911 CualMy Criteria. DSB49 and BCSI SuadtrrB Component 6904 Parke East Blvd. Safety Informational from Truss Plate Institute, 218 N,. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Tj,na Oty Ply LOT 49/2/34 SLCM/ATERSTONE T17293445 1817199 G% 1/ Speci=. ss 1 1 l4 3 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Man Jun 1010:18:502019 Pagel ID:6gDIOH2OVegl NklsxoNemzyuULB-tjn4TTL7fYW 2gYR?Z?ybY6a04neo46kPLW607W z7jBZ -1-4-0 9-4-0 18-8-0 1-4-0 9 4 0 9 4 0 i Scale =1:33.8 46 = 5x6 = m R Plate ONsets(X,Y)-- 12:0-2-12,0-1.81 [10:0-2-120-1-81 [14:0-3-00-3-01 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Verl -0.00 1 r/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Ver(CT) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WE 0.12 Horz(CT) 0.00 10 PIG n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 90111 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 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 18-8-0. (III) - Max Horz 2=211(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 10, 15, 16, 12 except 2— 154(LC 10), 17= 112(LC 10), 13=-102(LC 10), ll=-161(LC 10) Max Grav All reactions 250111 or less at loint(s) 10, 2, 14, 15, 16, 13, 12 except 17=261(LC 15). 11=290(LC 16) FORCES, (III) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-94/357, 6-7=-94/357 WEBS 5-15=-145/315, 3-17=-192/306, 7-13=-145/318, 9-11=-205/420 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=5,8ps1; h=15it; B=45ft; L=40ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi-0.18; MWFRS (directional) and C-C Comar(3) -1-4-0 to 2-8-0, Exterior(2) 2.8-0 to 5-4-0, Corner(3) 5-4-0 to 13-4-0, Extedor(2) 13-4-0 to 14-8.0, Corner(3) 14-8-0 to 18-8.0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details asiapplicable, at consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads, 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. It ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 10) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 11) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 to uplift at joints) 10, 15, 16, 12 except Qt=lb) 2=154, 17=112, 13=102, 11=161. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019' A WARNING-Veritydeergnpammalenrand READ NOTES ON THISAND INCLUDED MmEKREFERANCEPAGEMII-7473re1 IN0.1/30ISBEFORE USE. Design valid for use only with Mltek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSNIPII QuailByCiliate. 030-69 and SCSI Building Component Safety lnlomlatlonavolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss P^R O Oty Ply L0T4 /2J34 SLCANATERSTONE T17293446 1817199 M Roof 5, al 3 1 y Job Reference (optional) omroers nrssSource triarn ury, rLJ, ream ury, FL- JJbor, 6.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:512019 d 6x12 MT20HSI u 3.4 = 2x4 II 4x6= Scale=1:46.6 LOADING (ps, 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/rPI2014 CSI. TC 0.80 BC 0tf WB 0.45 MaMx-MSH DEFL. in (too) Vdefl Ud Vert(LL) 0.19 7-19 >459 240 Vert(CT) 0.16 7-19 >565 180 Horz(CT) -0.04 7 n/a We PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 103 lb FT=20% LUMBER- SPACING. TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP N0.2'Except* BOT CHORD Rigid ceiling directly applied or 5-1-5 oc bracing. Except: 4-10: 2x4 SP No.3 5-11-0 oc bracing: 8-10 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):8 REACTIONS. (lb/size) 2=603/04-0, 5=355/04-0, 7=785/0-4-0 Max Hom 2=397(LC 9) Max Uplift 2=-637(LC 10), 5=-441(LC 10), 7=-647(LC 10) Max Grav 2=603(LC 1), 5=403(LC 20), 7=785(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-655/1024, 34= 276/333, 4-5=-257/192 BOT CHORD 2-11— 1179/517, 10-11=-1179/517, 8-10=-652/332, 4-6= 257/188 WEBS 3-11=-426/248, 3-10= 499/921, 4-7=-491/537 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8.0, Interior(1) 2-8-0 to 8-8-0, Extedor(2) 8-8-0 to 16-8-0, Intefior(1) 16-8-0 to 18-8-0, Exterior(2) 18-8-0 to 22-8-0 zone; cantilever left and right exposed; end vertical left and right exposed; parch left and fight exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) The Fabrication Tolerance at joint 4 =16% 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=637, 5=441, 7=647. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 A WARNING -Ve1ily Eesl9n Pname(vs.rd READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE MIF74Ma ,. l0Npe015 BEFORE USE. ��- DexQn valid for use only with Miiek® connectors. Ihls design is based only upon porom eiers shown, and is for on Individual building component, not a huss system. Before use, the builtling designer must verity the applicobllity of design parameters and properly Incorporate this tlasign into the overall builtling tlesign. Bracing ln'y dista prevent buckling of individual truss web and/or chard members only. Addltianal temporary ono permanent bracing MO Is Owoys required for stab 1, ono top col lapse wim possible personal lniury a no property damage. For general guitlonce regarding }he tobrlcotion, storage, tlelivery, erection and bracing of trusses and huss systems, seeANSU1P1112.1kyCflbrb, D51419 and aN th ldFp Cpmppnm. 6904 Parke East BNd. Spbty Inrprmatbnwoiloble ham Tmss Plata Institute. 218 N. Lee Sheet. Sulte 312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss 7•-o Oty Ply LOT 4Na34 SLCANATERSTONE ( ( T17293447 1617191 , Mon Monop.. 2 1 3 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Man Jun 10 10:18:512019 Page 1 ID:6gDl0H2OVeg1 Nkl sxoNemzyuULB-LvLSgpUOrev5hOB7jTg4J60vBsZpYNYZArxfyz7j8Y -1-4-0 7-8-0 1.4-0 7-8-0 3,4 = 2x4 3x6 II 3x6 II Scale = 1:26.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.35 6-10 >247 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.74 Vert(CT) 0.30 6-10 >289 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.16 Hom(CT) -0,01 2 We n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MP Weight: 37 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 2=370/0-4-0, 6=258/0-3-8 Max Horz 2=275(LC 9) Max Uplift 2=-387(LC 10), 6=-240(LC 10) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5= 221/327 WEBS 3-6=-569/548 , Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-4-3 no bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8pst h=15ft; B=45ft; L=40f; eave=5f; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Interior(1) 2-B-0 to 3-6-4, Exterior(2) 3.6-4 to 7.6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; parch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except gt=lb) 2=387, 6=240. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ,&WARNING - VedydeslgnPerpaRxsand HEAD NOTES ON THISAND/NCLUDEDMOEKNEFENANCEPAGEMIl4473mv. 1010312015BEFONE USE. Design valid foruse onlywith""nek4Dconnectors. This design Is based only upon parametersshown, antl is far mIndrvidoolbuilding componentno' a truss system. Be/ore use. the building designer must vedy the applicability of design parameters antl properly Incarporafe this design Into the overall building tlesign. Bracing Indicated is to prevent buckling of i.divldu.l muss web and/or chord members only. Adcm.o -1 femparon•antl permanent bracing is MiTek' always requiretl for slapiliN end to pre collapsewllh possible parsonclinlury antl property tlamaga. ...... r general guidance mgartling the fabrication, storage. delivery, erection antl bracing of musses and muss systems, seeANSI/IP1I Guo1My Chub, 393-09 antl SCSI Raiding Compdnml SoloM blomratbmvallable mom truss Plate Institute, 218 N. Lee Sheaf, Suite 312, Alevondrio, VA 22314. 8904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss T-•—e OIY Ply LOTgo11134 SLCAVATERSTONE T77293448 1817 199 I I MG Flat Gh. . 1 2 `( Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8240 s May 13 2019 Mil Industries, Inc. Man Jun 1010:18:52 2019 Page 1 ID:6gDI0H2OVegl Nkl sxoNemzyuULB-p6vqu9MNB9mm3rbOh0 3dXfnTbCUYwuiogbVBOz7j8X 3-8.8 I 3-8,8 { 3.7.8 4x6 = 3x6 II 3x4 = Scale = 1.26.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor NO Code FBC2017/rP12014 CSI. TC 0.18 BID 0.69 WE 0.47 Matrix -MP DEFL. in VerffUQ 0.03 Vert(CT) -0.04 Horz(CT) 0.01 (lac) Vdefl Ud 4-5 >999 240 4-5 >999 180 3 Na Na PLATES GRIP MT20 244/190 Weight: 851b 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 2x6 So No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=1868/0-8-0, 5=2207/0-3-8 Max Horz 5=-249(LC 6) Max Uplift 3= 909(LC 8), 5=-1098(LC 4) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2871/1406 BOT CHORD 4-5=-1206/2553, 3-4=-1206/2553 WEBS 2-5= 2904/1498, 2-4=-1140/2442 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 cc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 Ga. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph: TCDL=4.2psf; BCDL=5.epsf; h=15f ; B=45ft; L=40ft; eave=5h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in.all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (jt=lb) 3=909,5=1098. 8) Hanger(s) a other connection devices) shall be provided sufficient to support concentrated load(s) 1182 lb down and 596 lb up at 1-4-12, and 1181 Ib down and 5961b up at 3-4-12, and 1181 Ib down and 599 lb up at 5-4-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 5-6i Concentrated Loads (lb) Vert: 9i 182(B) 1i 181(B) 11=-1181(B) Joaquin Velez PE No.60182 Mil USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ,&WARNING - Vedlydeslanpuamerrai READ NOTES ON THIS AND INCLUDED M/TEKREFERANCEPAGEMIF74M., 10,1732015BEFORE USE. Design valid for use only,with MBekle connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall buuding design. Bracing Indicated is to prevent buckling of iInd victual truss web and/or Chord members only. Additional temporary and permanent bracing MiTek' is olwaysrequlred for stabuity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems seeANSVIPII Quality CrOede, DSS-09 and SCSI Building Component 69" Parke East Blvd. Safely Informafbnovoiloble from Its hate Institute. 218 N. Lee Steel. Suite 312. Alexami VA 22314. Tampa, FL 33610 Job Truss Truss T­9 ~� Oty Ply LOT 40n/345LC/WATERSTONE T17293449 �, 1817199 Mx GABL 1 1 Job Reference (oofonall bulmers Firstaouree (Plant city, FL), Plant City, FL - 33567, 8.240 s May 132019 MITI Industries, Inc. Mon Jun 1010:18:53 2019 Page 1 ID:6gDIOH2OVeglNklsxoNemzyuULB-HITC5VN?yTudh?AaFBVJgkCn _YkHNKrITK2krz7j8W 1-4.0 6.7-4 12-8-0 13-8.0 L 4 0 22-8-0 6-0-12 1.0-01 7-8-0 114-0 �1 6x12 MT20HS C 3x4 = 4x6 = )e Scale = 1:46.6 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 FBC2017/TPI2014 CSI. TC 0.80 BC 0.69 W B 0.45 Matrix-MSH DEFL. in Vert(LL) 0.19 Vert(CT) 0.16 Horz(CT) -0.04 (loc) Vdefl Ld 7-35 >459 240 7-35 >565 180 7 ri n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 131 D 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'Except' BOT CHORD Rigid ceiling directly applied or 5-1-6 cc bracing. Except: 4-10: 2x4 SP No.3 5-11-0 oc bracing: 8-10 WEBS 2x4 SP No.3 JOINTS 1 Bruce at Jt(s): 8 OTHERS 2x4 SP No.3 REACTIONS. (lb/size); 2=603/0-4-0, 5=355/0-4-0, 7=785/0-4-0 Max Harz 2=397(LC 9) Max Uplift 2— 637(LC 10), 5=-441(LC 10), 7=-647(LC 10) Max 12=603(LC 1), 5=403(LC 20), 7=785(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250111 or less except when shown. TOP CHORD 2-3=-655/1024, 3-4=-276/333, 4-5=-257/192 BOT CHORD 2-1 1=-1 179/517, 10-1 1=-1 179/517, 8-10=-652/332, 4-8=-257/188 WEBS 3-11=-426/248, 3-10=-499/921, 4-7=491/537 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vylt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpst h=15ft; B=45ft; L=40ft; eave=5h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 8-8-0, Exterior(2) 8-8-0 to 16-8-0, Interipr(1) 16-8-0 to 18-8.0, Exterior(2) 18.8-0 to 22-&0 zone; cantilever left and fight exposed; end vertical left and night exposed; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 3) 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. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) The Fabrication Tolerance at joint 4 = 16% 7) Gable studs spaced at 2-0-0 cc. 8) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 9) ' 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. 10) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=637, 5=441, 7=647. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ,&WARNING - Ifedtydesrr parameeesand READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEM*7473rev. l,,,,,5BEFORE USE. �- Design valid for use only with Miter connectors. This design is based only upon parameters shown, and Is for an individual bulltling component, not a truss system, Before use, the bulltling designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of intlividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systema seeANSVWII Qua] My CsfbM, D3549 end BCSI auldNp Component 6904 Parke East Blvd. Safely Inform Be otionovoiloble from Truss Plate Institute, 218 N. Lea Street, Su312. Alexontlria, VA 22314. Tampa, FL 33610 Job Truss Truss ll J—J Ply LOT SLCNVATERSTONE r-/34 T17293450 1817199 GABS iOty 1 1 l/ I, Job Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 Mil Industries, Inc. Mon Jun 1010:18:54 2019 Pagel ID:6gDIOH2OVeglNklsxoNemzyuULB-IU1aJrOejmOUJ91mor0Yyk2KO??OxE G74bGHz7j8V 4-0-0 8-0-0 9-4.0 1-4.0 4-0.0 4-0-0 1-4-0 Scale = 1:19.7 Axis = Id 2x4 = 2x4 = LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.41 Vert(LL) 0.01 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.01 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Hoa(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 33 Is FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc Ouriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 2=36B/0-4-0, 4=368/0-4-0 Max Horz 2=109(LC 9) Max Uplift 2= 387(LC 10), 4=-387(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-241/495, 3-4= 241/495 NOTES- 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=S.Bpsf; h=15ft; B=4511; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed: porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=387, 4=387. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 WARNING - Vedlydeslgnparamefersend READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MX7473hh, I"320151REFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicabillry, of design parameters and properly Incorporate this design Into the overoll building design. Bracing Indicated is to prevent buckling of Individual two web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeANSVrpil puaiBV CdbAo, DS349 end SCSI Buldig Component 690a Panne East Blvd. 9pbly NfpmspaoMvvilable from Truss Rate InstiNte. 21 B N. Lee Steel. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job 18 �7199 Truss PB Truss T•^4 —� Pig9Yb- .truss Oty Ply 5 1 OTgn<o/34 SLCIWATERSTONE 451 l/ T17293 LbR1 (optional) o _ =r• Y. F;a„i C4 , rc - 55567, d.e4U s may 13 Zulu ml lea industries, Inc. Mon Jun 10 10:18:55 2019 Pagel ID:6gDICH2OVeg1NklsxoNemzyuULB-DhnWAPGT4BLwJJzMYYnE9HJcoNdIOv8Unp9o)z7i8U 3x4 = 2x4 = 2x4 = Scale = 1:9.1 Plate Offsets (X Y)— 13:0-2-0 Edgel LOADING (psf) SPACING- 2.0-0 CS]. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 4 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 4 rurr 120 BCLL 0.0 ' Rep Stress Incr YES INS 0.00 Horz(CT) 0.00 4 We Na BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 121b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=135/2-8-14,4=135/2-8-14 Max Horz 2=41(LC 8) Max Uplift 2=-91(LC 10), 4=-91(LC 10) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160ni (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Bpsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0, 18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chard bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonco rcurrent 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 Mil USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ®WARNING - Venlydeslgnperemefemand READ NOTES ON TN/SAND INCLUDEDMFTEKREFERANLE PAGE Ml4nnmv. 1O/OYie15BEFORE USE Oeslgn valid for use only with MJTea connectors, fits design Is based only upon parameters shown, and 6 far on Indlvlduol bulltling component, not a M1uss system. Betore use, the builtling designer must verity the appllcoblllN of tleslgn parameters and properly Incorporate this design into the overall bulltling design. Bracing indicated b to prevent buckling of indlvduol truss web and/or chord members only. Add Banal temporary and permanent bracing MiTek' Is always required for stato, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobritation, storage, tlelive11 ere ran antl bracing of trusses and truss systems, seeAN51/IP1, GualMMyy CMedq DSS41D tied all Outten, Ctimpontinl So InlormaZTrialilots ham Truss Plate IIdn"..21a N. Lee Shee6 Suite 312, Alexon@Io. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss T•, aJ City Ply LOT 4sr2134 SLC/WATERSTONE T17293452 1817199 P81 Piggy . iruss 2 1 1/ 1 11 Job Reference (optional) blunders rim source trram ury, rLl, ram ury, rL- aaaer, 3 2x4 = a.zru smay, u au, smn ex, no usnea, ,nu. nwn a un,a a:aa eum rage, ID:6gDICH2OVegl NklsxoNemzyuULB.DhazWAPGT48LwJJzMYYnE9HJboNdlOvBUnp9ojz7jBU 4.6 II 2x4 = Scale =1:9.2 0 b 4.8.0 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.06 Verti 0.00 4 Nr 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Valli 0.00 4 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matti Weight:.11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP I TOP CHORD Structural wood sheathing directly applied or 4-8-0 ad puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=135/2-8-14, 4=135/2-8-14 Max Horz 2=-37(LC 8) Max Uplift 2=-91(LC 10). 4=-91(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull60mph (3-second gust) Vasdi 24mph; TCDL=4.2psi; BCDL=5.8psC hl5h; B=45ft; L=40ft; eavei Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 2, 4. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610. Date: June 10,2019 A WARNi vanity design pnnerhinand READ NOTES ON MIS AND/NCLUDED MREK REFERANCE PAGEM114471 roe 10,11D2m5 BEFORE USE. Design valid for use only with MlTek® connectors, This design is based only upon parameters shown, and is for an individual buildingcomponent not a truss system. Before use, fine building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual I web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII GualMlyy CMMa, DS849 and SCSI BuldbD Component Safety Infonnatblavoilable from Truss Plate Institute, 218 Street Suite 312. 6904 Parke East Blvd. Tampa, FL N. Lee AJeeontlrlo. VA 22314, 33610 Job Truss Truss T Cry Ply LOT('`34 SLC/WATERSTONE ( T17293453 1817199 R2 Jack- t_r Truss 1 1 I I Job Reference (optional)_ Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:562019 Pagel ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-M8LkW PuEOGCYTu9wG30nNgOzCjiUr9Hj RZ,K9z7j8T Scale= 1:10.7 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(L-) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Verrill 0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.00 Horz(CT) 0.00 2 n/a ri BCDL 10.0 Code FBC2017/1PI2014 Matrix -MP Weight: 131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=19/Mechanical, 2=173/0-8-0, 4=-3/Mechanical Max Hoe 2=113(LC 8) Max Uplift 3=-19(LC 5), 2=-194(LC 8), 4=-3(LC 1) Max Grav 3=36(LC 13), 2=173(LC 1), 4=30(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi—'0.18; MWFRS (directional); 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 beemdesigned for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 3, 4 except Qt=lb) 2=194. 6) Hanger(s) or other connection device (a) shall be provided sufficient to support concentrated load(s) 42 It, down and 52 Ib up at 1-5-4, and 42 to down and 52 Ib up at 1-5-4 on top chord, and 31 lb up at 1-5-4, and 31 Ib up at 1-5-4 on bosom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 4-5— 20 Concentrated Loads (lb) Vert: 8=105(F=52, 8=52) 9=35(F=17, 8=17) Joaquin Velez PE No.68182 Mil USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 A WARNING -Ndfydea/9npamnxhn:aed READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMII.74Mev. flllaaQeISBEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Indlvidual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated a to prevent buckling of individual truss web and/or chord members only. Additional temporary and permonent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hues systems. seeANSVTPll Gulyy CrtlpM, DSS.69 and SCSI Building Component 6904 Palle East Blvd. Safety Nloenptbrnvollobletrom Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss T "^ Oly Ply LOT"'^945LC/WATERSTONE !\ T17293454 181Z199 R7 JACK-�..aN TRUSS 3 1 r r- Job Reference (optional) Builders FirstSol (Plant City, FL), Plant City, FL - 33567, 6.240 s May 13 2019 Mil Industries, Inc. Mon Jun 10 10:18:57 2019 Page 1 ID:ZYc6AOGNbVA1Fo43ovpJT9ypvs0.931inQW?hO2AcTLUMFKaMbNc?eDFyRysiFtcz7j8S -1-10.10 6.3.7 &10.13 1-10.10 6.3.7 I 3.7-6 Scale =1:22.8 3x4 = Plate Offsets (X,Y)-- [2:0-2-11,0-0-111 LOADING (lost) SPACING- 2-0-0 C51. DEFL. in (Joe) Yeah Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vart(CT) -0.06 7-10 >999 180 BCLL 0.0 ' Rep Stress liner NO W B 0.22 Horz(CT) 0.01 5 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 42111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=78/Mechanical, 2=404/0-8-0, 5=361/Mechanical Max Horz 2=241(LC 8) Max Uplift 4=-80(LC 8). 2=-267(LC 8), 5=-170(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-577/214 BOT CHORD 2-7=-294/530, 6-7=-294/530 WEBS 3-7=0/307, 3-6=-640/355 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=451t L=40ff; eave=5fl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) Refer to girders) for buss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except ]WID) 2=267. 5=170. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42 lb down and 52 Ib up at 1-5-4, 42111 down and 52 Ito up at 1-5-4, 61b down and 83 lb up at 4-3-4, 6 Ib down and 83 lb up at 4-3-4, and 451b down and 130 lb up at 7-1-3, and 45 Ib down and 130 Ito up at 7-1-3 on top chord, and 31 lb up at 1-5-4, 31 Ito up at 1-5-4, 6 Ib down and 9 to up at 4-3-4, 61b down and 91b up at 4-3-4, and 34 Ito down and 1 lb up at 7-1-3, and 34 Ito down and 1 Ib up at 7-1-3 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4= 54, 5-8= 20 Concentrated Loads (to) Vert: 11=105(F=52, B=52) 12=-4(F=2, B=-2) 13=-89(F=-45, B- 45) 14=35(F=17, 8=17) 15=-12(F= 6, B=-6) 16=-47(F=-24, 8=-24) Joaquin Velez PE No.68182 MTek USA, Inc. FL CIA 6OU 9904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 OWARNING-Verifydea/9npmamesersand READ NOTES ON INNS AND INCLUDED M?EKREFERANCE PAGE 1111F7473mx. 1111MY101S BEFORE USE. Design valid for use only with M9ek® connectors. This design Is based only upon parameters shown, and Is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek* Is always required for stalellity and to prevent collapse with possible personal injury and prop" damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of musses and truss systems. SeeANS6fP11 Quality Cmeda, OSS-89 and SCSI Building Component 6904 Parke East BNtl. Safety Inforaphomovoiloble from Truss Note Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3�4 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 11lar For 4 x 2 orientation, locate plates 0-'1e from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. 'Plate location details available in MTek20/20 software or upon request. PLATE SIZE The first dimension Is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. 1 DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate j Connected Wood Trusses. Numbering System I 648 I dimensions shown tscale) ftsixteenths II1I (Drawings not to scale) O c O U U a O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCI(WISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-135Z ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 c O U U O 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 R MiTek MTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or x-bracing, is always required. See SCSI. 2. Truss bracing must be designed by on 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 ail other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14.. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria. Site Information: Tampa, FL3361 Customer Info: ADAMS HOMES Project Name: 1817199 Model: 2265 CR 3C Lot/Block: 40/2/34 Subdivision: ST LUCIE COUNTY / WATERSTONE Address: 8529 WATERSTONE BLVD, . City: FORT PIERCE State: FLORIDA H04 Parke East Blvd. 0.4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Wind Code: ASCE 7-10 Roof Load: 37.0 psf Design Program: MiTek 20/20 8.2 Wind Speed: 160 mph Floor Load: N/A psf This package includes 48 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 T17293407 A01 6/10/19 23 T17293429 E7 6/10/19 2 T17293408 A02 6/10/19 24 T17293430 E7G 6/10/19 3 T17293409 A04 6/10/19 25 T17293431 US 6/10/19 4 T17293410 B7C 6/10/19 26 T17293432 E7V 6/10/19 5 T17293411 B9C 6/10/19 27 T17293433 E7V1 6/10/19 6 T17293412 B11C 6/10/19 28 T17293434 E7V2 6/10/19 7 T17293413 813C 6/10/19 29 T17293435 E7V3 6/10/19 8 T17293414 815 6/10/19 30 T17293436 E22 6/10/19 9 T17293415 B17 6/10/19 31 T17293437 G1 6/10/19 10 T17293416 B19 6/10/19 32 T17293438 G7 6/10/19 11 T17293417 B21 6/10/19 33 T17293439 G9 6/10/19 12 T17293418 C1 6/10/19 34 T17293440 G11 6/10/19 13 T17293419 C3 6/10/19 35 T17293441 G13 6/10/19 14 T17293420 C5 6/10/19 36 T17293442 G15 6/10/19 15 T17293421 D7 6/10/19 37 T17293443 G17 6/10/19 16 T17293422 D9 6/10/19 38 T17293444 G19 6/10/19 17 T17293423 D11 6/10/19 39 T17293445 GX 6/10/19 18 T17293424 D13 6/10/19 40 T17293446 M 6/10/19 19 T17293425 D15 6/10/19 41 T17293447 M01 6/10/19 20 T17293426 D17 6/10/19 42 T17293448 MG 6/10/19 21 T17293427 D19 6/10/19 43 T17293449 MX 6/10/19 22 T17293428 D21 6/10/19 44 T17293450 MX1 6/10/19 ``�r quurprz The truss drawing(s) referenced above have been prepared by pQ IN MiTek USA; Inc. under my direct supervision based on the parameters �J E N provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin 0 82 My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification TAT OF: :�IIJ that the engineer named is licensed in the jurisdiction(s). identified and that the ��� •'• \ designs comply with ANSI/TPI 1. These designs are based upon parameters �` O R t �. �% SS '• shown (e.g., loads, supports, dimensions, shapes and design codes), which were • • • ��`�� is for elk's or iven to MiTek file TRENCO's eeonly, cific land /�/ Al customers refeencerplurposect was not takeion n into account in the rN preparation of these designs. MiTek or TRENCO has not independently verified the J aquin Velez P o.68182 applicability of the design parameters or the designs for any particular building. Before use, M ek USA, Inc. Cert 6634 the building designer should verify applicability of design parameters and properly 6 Parkeliastil d.Tampa FL33610 incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. Oa : June10,2019 Velez, Joaquin 1 of 2 RE: 1817199 - LOT 40/2/34 SLC/WATERSTONE Site Information: Customer Info: ADAMS HOMES Project Name: 1817199 Model: 2265 CR 3C Lot/Block: 40/2/34 Subdivision: ST LUCIE COUNTY / WATERSTONE Address: 8529 WATERSTONE BLVD, . City: FORT PIERCE State: FLORIDA No. Seal# Truss Name Date 45 T17293451 PB 6/10/19 46 T17293452 PB1 6/10/19 47 T17293453 R2 6/10/19 48 T17293454 R7 6/10/19 2of2 Jab Truss Truss?,^= 4 I Oty Ply A LCNATERSTONE 1817199 A01 PIGGI. .KBASETRUSS 5 1 T17293407 \ Job Refere e (optional) o.eVvu Mayloeuiu Milexlnausmes,lnc. Mon Junlulu:ia:u:1"Lu19 vagel Sx6 = sx6 = 6.00 12 6 7 4x6 i 526 5x6 4 2.4 3 1.54 STP=25 17 1 2 Sx6 = 28 29 16 30 15 31 14 '4 0 3x4 = 3x6 = 3.8 = 18 3x6 = 6x8 = Scale = 1:80.4 3x4 8 \ Sx6 C 9 1.Sx8 STP= 27 32 33 1312 3x4 = 4x6 = 8-8-0 8-11-0 17-4-8 25-8-0 33-7.0 42-7-8 fl- 10 1116 d tV 0 3x6 = Plate Offsets(X,Y)-- f2.0-6-00-0-6114:0-3-00-3-01 f6:0-3-00-2-01 fT0-3-00-2-0119:0-3-00-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.37 18-21 >281 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) 0.2818-21 >378 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(CT) 0.07 10 Na Na BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 237 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 -Except- 4-18:2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=391/0-8-0, 18=1585/0-3-0, 10=1325/0-7-8 Max Ho¢ 2=421(LC 8) Max Uplift 2= 460(LC 10), 18=-828(LC 10), 10=-682(LC 10) Max Gmv 2=395(LC 19), 18=1737(LC 15), 10=1424(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-8 Do pudins. BOT CHORD Rigid ceiling directly applied or 44-5 as bracing. WEBS 1Row at midpt 5-17.6-16 FORCES. (lb) -Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=362/4B4, 3-4=-279/421, 4.5=-239/481, 5-6=-1469/1220, 6-7=-1373/1164, 7-8=-1564/1197,B-9=-2288/1438,9-10=-2484/1487 BOT CHORD 2-18=-378/230, 17-18=-1592/664, 4-17=-328/252, 16-17=-640/1338, 14-16=478/1268, 12-14=-865/1710,10-12=-1110/2144 WEBS 3-18=-275/383, 5.17=-1761/726, 5.16=-2/264, 6-16=.147/256, 6-14=-78/389, 7-14=-209/426, 8-14=-707/509,8-12=-143/540, 9-12= 350/296 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=5.8psf; h=151t; B=45ft; L=40f; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-4-2. Extedor(2) 15-4-2 to 31-1-13, Interior(l) 31-1-13 to 40-0-0, Exterior(2) 40-0-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and fight exposed; porch left exposed;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chard 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, with BCDL= IO.Opsf. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 665 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=460, 18=828. 10=682. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING- Verrfy Eesrgnparamereraend READ NOTES ON TNISAND INCLUDED M?EKREFERANCEPAGEMp747Jrev. 1011,24a15 BEFORE USE. Design valld toruee only with Mne44aconnectors. lhls design is based Only uponpPrametanshown. and lstar an lndvltluol building component not a truss system. Before use, the build ng designer mwi verify the oppllcabllity of design parameters and propeeyinCarporate this deslgninto the overall ����YY■ building design. Bracing me C. is to prevent buckling ofmdvldual muss-.band/orChom membe. only. Additional temporary andpermanentblaeing MiTek' Is always requiretl for sfobalry and fo prevent colloplewith posslbla persanotinjury and propetly damage. For general ouitlonce regortling me fabrication. storpga. tlelNee7.erec,an and brocingo' trusses and muss systems s.- 5UD'itQuo'By CMeM, DSM, and 3CS1 Building Compenrrnt 6904 Padve East Blvd. Solely Inrormo8onovaaable from Truss Plate InStiNte. 218 N. Lea Street. Suite 3,2. Alexono". VA 22314. Tampa, FL 33610 Job Truss Truss T •^= r / City Ply LOT 4012/34 SLC/yJATERSTONE T17293408 1117199 ' A02 PIGGY. .KBASETRUSS 1 1 \/ l Job Reference (optional) Builders FirstSource (Plant Gay, FL), Plant DI1y, I-L - 33567, 5.6 i 5 4\\41.5x8 STP =22 a 19 3x6 = axis = a.24U 5 May 1 J ZU1 U sal I eR I noUll Ind. Mon Jun l U l U: I a:UV ZU I U rude 1 5x6 = 51 = 7 B 6.00 12 4.6 O 3x4 629 9 �\ Sia \ 10 30 31 32 17 33 16 34 15 35 36 1413 3x4 = 3x6 = 3x6 = 3x4 = 3x6 = 3x6 = 3x8 MT20HS 11 Scale = 1:00.6 8-1Id 6- 1-0 7210 1749 rasa-0 3]-72 4236 427 1 6-11-0 0.i-0 OSA 038 '.le BBd Oi be-0 Plate Offsets (X Y)-- 14:0-0-0 0-1-121 14:0-2-12 0-3-41, [5:0-1-15 0-0-0][7:0-3-0 0-2-0] [8:0-3-0 0-2-01 110:0-3-0 0-3-01 111:0-0-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.72 Ven(LL) -0.29 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Ven(CT) .0.6017-18 >714 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horil 0.09 11 n/a Na BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 237 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 *Except* BOT CHORD 5-19: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=324/0-8-0, 19=1574/0-3-0. 11=1403/0-3-8 Max Horz 2= 42118) Max Uplift 2=-372(LC 10), 19=-820(LC 10), 11=-711(1_C 10) Max Gray 2=325(LC 19), 19=1752(LC 15), 11=1500(LC 16) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-345/369, 3-5=-308/409, 5-6=-394/499, 6-7=-1765/1333, 7-8= 1464/1204, 8-9=-1667/1242,9-10=-2304/1422, 10-11=-2471/1458 BOT CHORD 18-19=-1652/745, 5-18=-480/361, 17-18=-784/1737, 15-17=-535/1457, 13-15=-883/1771, 11-13=-1064/2118 WEBS 6-18= 1836/796, 6-17=-179/383, 7-17=-250/543, 7-15=-106/296, 8-15=-230/495, 9-15=-663/480, 9-13=-88/443, 10-13>274/247 Structural wood sheathing directly applied or 3-6-7 oc puffins. Rigid ceiling directly applied or 1-4-12 oc bracing. 1 Row at midpt 6-18. 7-15 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=5.8psf; h=15N; B=451 L=40n; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2.8-0 to 154-2, Exterior(2) 15-4-2 to 31-1-13, Interior(1) 31-1-13 to 40-0-0, Exterior(2) 40-0-0 to 44-0-0 zone; porch left exposed;C.0 for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = I0.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=372. 19=820, 11=711. Joaquin Vela PE No.68182 MiTek USA, Inc. FL Cart 6624 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING -Verdy design paranseforsand READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PA BE M/F747a rev. larlssl 75 BEFORE USE. Design volld for use only with MReW connectors. This design Is based only upon parameters shown, and Is for an Individual building component not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of incilvldual truss web and/or chord members only,. Additional temporary and permanent bracing M[Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the fobricoflon, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/IPII Quality Creedal D511419 and BCSI Building Component 6904 Page East Blvd. Sal Nlarmalblpvolldble from Truss Plate Institute. 21 B N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss "P -- I r Oty Ply LOT 4 10134 SLC/WATERSTONE ' T17293409 C 1817199 A04 PIGGY....K BASE TRUSS 1 1 I Jab Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s May, 13 2019 MiTek Sx6 = 6.00 12 5x6 = Inc. Mon Jun 10 10:18:05 2019 Scale = 1:78.8 19 13 12 11 10 3x6 = 3x6 II 2x4 11 5x8 = 3x6 11 6-0-0 % 13.7-8 1 21-0.0 1 27-10.0 28-10 0 34-11-0 1 42-3-e r fi-0-0 0- -0 7-0-8 7.4-8 640.0 -6 &1-0 7-4-11 Plate Oflsets(XY)-- f3:0-3-00-3-01 (4:0-4-00-3-0115:0-3-00-2-0I (6:0-3-00-2-01 (8:0-3-00-3-41 (9:0-3-00-1-81 (14:0-2-120-2-81 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Veri -0.22 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.77 Vert(CT) -0.39 14-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.08 10 n/a We BCDL 10.0 Code FBC2017/RPI2014 Matrix-MSH Weight: 2651b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 *Except* 3-19,7-12: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (lb/size) 2=270/0-8-0, 19=160210-3-0. 10=134210-3-8 Max Hom 2=400(LC 9) Max Uplift 2_ 282(LC 10), 19=-862(LC 10), 10=-593(LC 10) Max Gov 2=272(LC 19), 19=1672(LC 15), 10=1375(LC 16) FORCES. (Ib) -Max. Camp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-361/423, 3-4= 1972/1275,4-5=-1647/1228, 5-6=-1391/1217, 6-7=-1958/1542, 7-8= 1942/1370,8-9=-1623/1039,9-10=-1306/908 BOT CHORD 18.19=-1676/982, 3-18=-1611/1020, 15-17= 941/1811. 14-15=-668/1398, 7-14=-284/364 WEBS 3-17=-844/1599, 4-15=-421/354, 5-15=-142/468, 6-14=-537/877, 11-14=-821/1467, 8-14=-81/447, 8-11- 735/588, 9-11=-758/1356 Structural wood sheathing directly applied or 3-3-14 oc purlins, except end verticals. Rigid ceiling directly applied or 4-3-14 oc bracing. Except: 10-0-0 oc bracing: 12-14 1 Row at midi t 4-15, 6-15 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.8psf; Ill5ft; B=45ft; L=40h; eave=5h; Cat. II; Exp C; Encl.. GCpi=0.18: MWFRS (directional) and C-C Exlertar(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 154-2, Exledor(2) 15-4-2 to 31-3-14, Intedor(1) 31-3-14 to 38-1-12, Extedor(2) 38-1-12 to 42-1-12 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This Imss 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 an the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Bearings are assumed to be: , Joint 19 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 61=11o) 2=282, 19=862, 10=593. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 A WARNING- Verily tleslgn paramefero and READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGEMIF747a rev.1a 01SBEFORE USE. ��- Design valid for use only with M9ekae connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the oppllcablllty of tleslgn parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' IS always required tot stability and to prevent collapse with possible personal Injury and propeM damage. For general guidance regarding the fabrlcoNon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPI I CualNNyy Citadel Dse-09 and 6031 au9dhg Component 6904 Parke Easl Blvd. safety Informalblgvolloble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 7 Job Truss Truss A", r t City Ply LOTCO/34SLC/WATERSTONE (\ T77293410 1817199 s ' B7C HALFt... TRUSS 1 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, Ii 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:15 2019 Page 1 )gl Nkl sxoNemzyuULB-O Ar7VwAun6079GH09gOdidlEgXV07pFIZ71 P2z7j96 5z6 = 6.00 r12 3x8 = Sz6 = 51 = 5z6 = 4x6 = 4x6 = 4 5 24 6 7 25 26 8 9 10 20 19 18 17 16 15 16 11 _ 4x6 = 3x8 3x8 MT20HS= 5xB =axe = 2x4 II 6x8 = 3.5012 1.5x8 STP= 2x4 II 3x4 II Salo Ptr0 1156 19-1092 2641 32-90 s)8-15 3930 dsae 7H2 6�i6 6�5�6 6-5-6 656 6-1111-7� 74-8 I a-o s Scale = 1.84.6 lm Plate Offsets (X,Y)-- (4:0-3-0,0-2-01 r6:0-3-0 0-3-Oil f8:0-2-8 0-3-01 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.37 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Ven(CT) -0.48 17-18 >843 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.13 14 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 4821b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-6 oc Parini except end verticals BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-14 REACTIONS. (Ib/size) 11=876/0-8-0, 2=2489/0-8-0, 14=3790/0-3-0 Max Horz 2=243(LC 8) Max Uplift l l=-474(LC5), 2=-1401(LC 8), 14=-2120(LC 8) Max Grav 11=953(LC 14), 2=2872(LC 13), 14=4189(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (Ib) or less except when shown. TOP CHORD 2-3=-5753/2689, 3-4=-5622/2644, 4-5=-5121/2454, 5-6=-6666/3269, 6-7= 6666/3269, 7-8=-175/271, 8-9=-535/798, 9-10=-1856/948, 10-11=-823/565 BOT CHORD 2-20=-2512/5135, 18-20= 3392/6914, 17-18=-3392/6914, 15-17=-2192/4520, 14-15= 2192/4520,13-14=-1718/1044,8-13=-833/686,12-13=-986/1874 WEBS 4-20=-760/1998, 5-20— 2118/1078,5-18=0/400,5-17=-283/198, 6-17=-795/676, 7-17=-1230/2451, 7-15=0/466, 7-14— 5333/2635,9-13= 2755/1508,9-12=-161/394, 10-12=-925/1800 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 Co. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 Ga. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8psk h=1511; 8=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water Dancing. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearings are assumed to be: , Joint 11 SYP No.2 crashing capacity of 565 psi. 10) Bearing atjoint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=lb) 11=474,2=1401,14=2120. 12) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 13) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 733 Ib down and 304 lb up at Joaquin Velez PE No.68182 Mil USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING - Verily✓esignparamefers and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGEMVi rev. I&IMOVISBEFORE USE. Design valid for use only with M6ek®connectors , his design Is based only upon parameters shown, and Is for an individual building component. not ��- a truss system, Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overoll building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSU1PI1 Quality Cmo la, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Infomsationovoiloble from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandtlo. VA 22314. Tampa, FL 33610 J Truss Truss T�--� r r Oty, Ply LOT 40rp/34 SLC/WATERSTONE T17293410 �108�' 17199 I � B7C HALF.. TRUSS 1 2 I Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s May 132019 MiTek Industries, Inc. Mon Jun 10 10:18:15 2019 Page 2 ID:6gDlCH2OVeg1 Nkl sxoNemzyuULB-O_Ar7VwAun6079GH09gOdjdlEg%V07pFIZ71 P2z7j96 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert: 1-4=-54, 4-10= 112(F= 58), 20-21=-20, 14-20=42(F=-22), 12-13=-42(F=-22), 11-12= 42(F=-22) Concentrated Loads (lb) Vert: 20=-475(F) QWARNING- yefilydesignparamelers and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCEPAGEMIF7473rev. 1Gr0.3Q01S BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an individual building component, not ��- a truss system.. Before use, the bulDing designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deli'very, erection and bracing of trusses and truss systems, seeANSVWI I Quality Cdfedo, DSO-69 and NC91 Bultlbp Component 6904 Parke East Blvd. Safety Informotionovailable from Truss Rate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss T- r r Oty Ply LOT SUVWATERSTONE l CIP134 (\ T17293411 1817199 B9C HalfHII. .JSS 1 1 I Job Reference o tional builders hIMTbOUrcB them LAty, I-L), Fear Glty, I-L- J3b67, 6241J s May 1J 2U19 MI I ex Industries, Inc. Man Jun I 102U116 2019 Hage 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB-sBkDKrwofSEtlJrTasLd9xASV4tL7YHOW DsbxUz7j95 1� 4-0 4-9-4 9-OA 17.3-0 25.6.2. 32.9.8 39-1-11 46.8-D -4- 4.9-04.9-0 4.2-12 8-3-7 8-3-1 7-3.6 fi-4.3 7-fi-5 Scale = 1.84.6 Sx6 = 5x8 = Sx6 = 3x4 II 1 = 4x6 = 6.00 12 4 24 25 215 6 27 28 7 8 29 9 18 17 16 15 14 13 10 Axe = 3x6 = 3x6 MT20HS= 2x4 II 3x8 = 3x6 = 6x8 = 3.50112 1.5x8 STP= 3x4 II 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 0.89 BC 0.87 W B 0.89 Matrix-MSH DEFL. in (loc)/dell Ud Vart(LL) 0.22 16 >999 240 Vert(CT) -0.34 18-21 >999 180 Horz(CT) 0.11 13 n/a n/a PLATES MT20 MT20HS Weight: 245 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-7-3 oc bracing. 7-13: 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 5-14, 6-13 WEBS 2x4 SP No.3 REACTIONS. (Ib/eize) 10=426/0-8-0, 2=1298/0-8-0, 13=1790/0-3-0 Max Horz 2=297(LC 10) Max Uplift 10=-195(LC 7), 2=-636(LC 10), 13=-845(LC 10) Max Grav 10=428(LC 20). 2=1298(LC 1), 13=1790(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2316/1541, 3-4— 2065/1335, 4-5= 1820/1284, 5-6=-1653/990, B-9=-534/277, 9-10=-363/305 BOT CHORD 2-18=-1614/2046,16-18=-1504/2311,14-16= 1504/2311, 13-14=-985/1636, 12-13=-743/525, 7-12=-340/321, 11-12= 297/538 WEBS 3-18=-347/379, 4-18=-197/604, 5-18=-667/253, 5-16=0/311, 5-14— 752/587, 6-14=-183/610, 6-13=-1974/1225, 8-12=-787/519, 9-11=-271/530 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.epsf; h=15tt; B=45ft; L=40f; eave=6h; Cat. II; Exp C; Encl., GCpi40.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 3.4-2, Exterior(2) 3-4-2 to 14-7-14, Interior(1) 14-7-14 to 42-6-4, Exterior(2) 42.6-4 to 46-6-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 10=195, 2=636, 13=845. 0 0 N Joaquin Velez PE No.68182 Mnek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 O WARNIND-Verf/ydesf9eP'eauxersand READ NOTES ON THIS AND INCLUDEOMDEKREFERANCEPAGEM&74737, 101103,2015SEFOREUSE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for on Individual building component, not a truss system.Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ■■M� IVI�TI'3k• Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication. storage,delivery. erection and bracing of trusses and truss systems. seeANSVWI I Quality Cdlerlu, DSB49 and SCSI Bull Component 6904 Parke East Blvd. Safety lnfermallonovaildble from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss-j- r I Cry Ply LOT 40(2i345LGWATERSTONE I f\ T17293412 1817199 1311C Half Hls .dss 1 1 I Job Reference (optional) ts, loos in nrsource trlam uny, li ream any, 1'1.- UUbd I, 5xB = 3x6 = 6.ao 112 4 25 26 5 B.29U 5 May 13 2U1 B MI I as 5x6 = 31 11 6 27 28 7 Inc. Mon Jun1u1u:1B:utzuiv vagel 8AxikYTgW 11lyTSrSW Ui4SJBc7Vz7j9E Scale=1:84.6 5x6 = 4xfi = 8 29 9 3x6 i 3 STP= 24 F\� X 23 2 - = 112-10-02 51 = 19 18 -' 16 �' - 14 '"` 13 Asa = 2x4 I Skit= axis= 31 = 3x6 = ass = 3x6 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (too) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Veri 0.17 16-18 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT)-0.2813-14 >999 ISO BCLL 0.0 ' Rep Stress III YES WB 0.85 Horz(CT) 0.09 13 Na War BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP I TOP CHORD BOT CHORD 21 SP No.2'Except* 7-13: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 10=429/0-8-0, 2=1299/0-8.0, 13=1787/0-3-0 Max Harz 2=351(LC 10) Max Uplift 10=-193(LC 7), 2=-627(LC 10). 13=-855(LC 10) Max Gram 10=432(LC 20), 2=1372(LC 15), 13=1787(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2458/1433, 3-4= 2003/1239, 4-5=-1952/1247, 5-6=-1410/833, 8-9=-394/198, 9-10=-365/302 BOT CHORD 2-19=-1567/2226, 18-19=-1567/2226,16-18=-1200/1772,14-16=-1247/1952, 13-14=-828/1393,12-13=-741/529,7-12=-342/325,11-12=-212/398 WEBS 3-18=-531/421, 4-16=-130/444, 4-16=-89/397, 5-14=-682/521, 6-14=-222/665, 6-13=-1764/1093, 8-12=-610/405, 9-11= 202/410 10 1.5x8 STP = 3.50112 3.4 II PLATES GRIP MT20 2441190 Weight: 261 to FT=20% Structural wood sheathing directly applied or 3-2-15 oc puffins, except end verticals. Rigid ceiling directly applied or 4-8-7 oc bracing. 1 Row at micipt 5-14, 6-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124ni TCDL=4.2psf; BCDL=5.8psf; h=15tt; B=45ft; L=40R save=6h; Cat. II; Exp C; Encl„ GCpj=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 5-4-2, Exterior(2) 5-4-2 to 16-7-14, Interior(1) 16-7-14 to 42-6-4, Exterici 42-6-4 to 46-6-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except OWD) 10=193,2=627,13=855. 0 d Joaquin Velez PE No.60182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING- Verily design papo rs and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-74M rev. fe/0a¢015 BEFORE USE. Design valid for use only with Mrial connectors. This design Is based only upon parameters shown, and Is for an individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate MIs design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see"SUO'I1 Gual Creedal, OSB49 and SCSI Building Component Safety mformatbtsavoilcble from Truss Plate Institute, 218 N. Lee Street Suite 312, Nexondrio. VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Tvae Cry Ply OT 40/2/34 SLGWATERSTONE II T17293413 1817199 1 B13C Hip Tf. 1 1 LLicC Reference (optional) builders i-inabource(Vanl Idly, FL1, Plant Ully, I-L-33557, 8.240 s May 13 2019 MI I ek Inc. Mon Jun 10 10:18:Od 2019 6.00 12 5.8 = 5x6 = 5x6 = 2x4 II 5x8 = 2x4 II 4x6 = 4 25 26 27 5 6 28 29 30 7 8 9 10 20 19 1° 4x6 = 4x6 = 2x4 II 5xe = 6x8 = rVIS a 3.50112 11 1.5x8 STP = 3x4 II Scale = 1:86.2 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vart(LL) 0.22 18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Ved(CT) -0.32 16-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 0.09 13 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 272 to FT=20% .LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3.4-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 4-11-9 oc bracing. WEBS 1 Row at midpt 5-14, 7-14, 10-12 REACTIONS. (lb/size) 11=16/0-8-0, 2=1165/0-8-0, 13=2354/0-3-8 Max Horz 2=383(LC 10) Max Uplift 11=-104(LC 7), 2=-550(LC 10), 13=-1104(LC 10) Max Gray 11=84(LC 20), 2=1176(LC 15), 13=2354(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1964/1119, 3-4=-2102/1435, 4-5=-1580/1102, 5-6=-604/419, 6-7=-604/419, 7-8= 989/1437, 8-9=-271/391, 9-10=-285/402 BOT CHORD 2-20=-1280/1751, 16-17=-1360/1844, 14-16=-1069/1571, 13-14=-1188/803, 12-13— 1223/839 WEBS 3.20=-495/555, 3-17=-58/261,4-17=-451/836, 4-16=-399/343, 5-16=-60/397, 5-14=-11731 6-14=-382/400, 7-14= 1425/2144,7-13=-2069/1562, 8-12=-760/1131, 9-12= 398/413,10-12=-482/341, 17-20=-1374/1875 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=SSpsf; hot51t; B=45ft; L=40fl; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 7-4-2, Exterior(2) 7-4-2 to 18-7-14, Interior(1) 18-7-14 to 28-0-2, Exterior(2) 28.0-2 to 34-5-8, Intedor(1) 34-5-8 to 42-64, Extedor(2) 42-6-4 to 46-6-4 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joints) except (jt=lb) 11=104,2=550,13=1104. Joaquin Velez PE No.68162 I iTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ®wARNiverodes/gn Caremelera and HEAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473rex. I0,031 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not o truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this d wIgn Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. ACdltloncl temporary and permanent bracing NiiT®k' Is always required for stability and to prevent collapse with possible personal injury and property damage, Forgeneral guldance,egording the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANL[IDIl Quality CmMo, DSS-09 and SCSI Building Component 6904 Parke East Blvd. Safety Inlotmationavoilable from Truss Plata Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Tvine , r Cry Ply LOT 401�134 SLC/INATERSTONE T17293414 1 A17199 ' B15 HIPTI, = 1 1 \' JoD Reference o tipnal Cancers mrsibource Irian Gny, FL), viam Gny, hL - JJba/, a.z4u s may aJ zuiu ml I ex inaa5trles, Inc. coon Jun T V TU:Ia:IU zUla rage 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB.21 My4os14F- j1 ONJOcEDwgwPafogx9W 8HPGjgz7j9B 11-4.9 57.6 B-11-0 15.0.0 23.4.0 31-8-0 35.2.9 41-5.0 h-4-0 5-7-6 3-3-10 fi-1-0 8-4-0 8-4-0 3-fi-9 6-2-8 22 d 1 6.00 12 Sx8 = SxB = 5x8 = 5 27 6 28 29 30 7 17 3x6 = 6.8 = Scale = 1:76.5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip.DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 C51. TC 0.91 BC 0.98 W B 0.49 Matrix-MSH DEFL. Vert(LL) Verl(CT) Horz(CT) in (loc) /deft Lid 0.38 17-24 >278 240 -0.3217-24 >331 180 0.07 10 Flat n/a PLATES GRIP MT20 2441190 Weight: 2171b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2'Excei BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 4.17: 2x4 SP No.3 WEBS 1 Row at midpt 5-13 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 10=1203/Mechanical, 2=384/0-8-0, 17=1550/0-3-0 Max Horz 2=269(LC 9) Max Uplift 10=-552(LC 10), 2=-413(LC 10), 17=-864(LC 10) Max Grav 10=1238(LC 16), 2=386(LC 19), 17=1554(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-264/350, 3-4=-131/267, 4-5=-1332/1042, 5-6=-1829/1501, 6-7=-1829/1501, 7-8=-1746/1347, 8-10=-1882/1424 BOT CHORD 2-17=-358/211, 16-17= 1415/811, 4-16=-1365/840, 13-15=-645/1131, 11-13=-898/1519, 10-11=-1097/1585 WEBS 3-17=-271/357,4-15=-526/1199, 5-15=-266/286, 5-13=-568/907, 6-13=-520/552, 7-13=-264/480, 7-11= 81/336,8-11=-142/281 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psQ BCDL=5.BpsC 1=15ft; B=45ft; L=40ft; eaveiii Cat. 11; Exp C; Encl., GCpi=0.i8; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-4-2, Extedor(2) 9-4-2 to 20-7-14, Interior(1) 20-7-14 to 26-0-2, Exterior(2) 26-0-2 to 41-5-0 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pointing. 4) This truss has been designed for a 10.0 last bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 10.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 100 Ib uplift at joints) except (jt=11b) 10=552, 2=413, 17=864. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING - VwRydesiparamarnsand HEAD NOTES ON THIS AND INCLUDED MIFEKREFERANCE PAGE MV-7473mv. FN DIS BEFORE USE. Design valid for use only with M6elsw connectors, This design Is based Only upon parameters shown. and Is for an Individual building component, not 0 truss system, Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated 4 to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 15 always required for stability and to prevent collapse with passible personal Injury and prop" damage. For general guidance regarding the fabrication,storage,delivery. erection and bracing of trusses and truss systems, seeANSIMIT GualMycrBnW. DS549 and BCSl Building Component Safety Infomlatlonor ilbble from Truss Plata Institute. 218 N. Lee Street, Suite 312. Alexondri0. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss wee , Oly Ply LOT 40/2(34 SLCNJATERSTONE II T17293415 1917199 , B17 HIP T1 I1 1 Inh Rafaranr•a Innf nnall uunu=m „mL u,uo lr,u,n, 4" ry, nan, C4,rL-moat, a.240 S May 1 J ZUl a MI I BK 5x8 = 2.4 II Sx8 = 6.00 Fl2 6 286 29 30 31 7 6xB 27 4 2.4 \\ 3 1.5.8 STP = L° 17 2 4x6 = 16 33 16 14 0 1 3x4 3x6 = 31 = 18 3.6 = 6x8 = Inc. Mon Jun IU 10:18:11 2019 Pagel afYyVnJISStSZM391 SL7fNx9gGGz7j9A 3x4 C a 32 4x6 9 Scale =1:76.7 34 13 12 11 IN 3x4 = 31= 2x4 II 412 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(ILL) 0.38 18-25 >277 240 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 0.94 VerICT)-0.3218-25 >330 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD 4-18: 2x4 SP No.3, 10-12: 2x4 SP No.1 WEBS 2x4 SP'No.3 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 10=1202/Mechanical, 2=382/0-8-0, 18=1553/0-3-0 Max Hom 2=31 O(LC 9) Max Uplift 10=-552(LC 10), 2=-414(LC 10). 18=-864(LC 10) Max Grav 10=1249(LC 16), 2=384(LC 19), 18=1584(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-277/3431.3-4=-171/315, 4-5=-1402/1093, 5-6=-1515/1348, 6-7=-1515/1348, 7-8= 1672/1302, 8-10=-1921/1393 BOT CHORD 2-18=-350/202, 17-18=-1467/828, 4-17=-1392/874, 14-16=-662/1196, 13-14=-828/1407, 11-13= 1092/1629, 10-11=-1092/1629 WEBS 3-18=-239/310, 4-16=-444/1143, 5.14=-356/587, 6-14=-385/410, 7-14= 117/274, 7-13= 111/376, 8-13=-302/314 Weight: 2301b FT=20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 4-6-4 old bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=5.8psh, h=15ft; 13=45ft; L=40ft; eave=5h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 11-4-2, Extedor(2) 11-4-2 to 22-7-14, Interior(1) 22-7-14 to 24-0-2, Exterior(2) 24-0-2 to 35-4-12, lntedor(1) 35-4-12 to 37-5-0, Extedor(2) 37-5-0 to 41-5-0 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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, with BCDL = 10.0psf. 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) except (jt=lb) 10=552, 2=414, 18=864. Joaquin Velez PE No.63V12 I iTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ,&WARNING-Veritydes/gaparamefenenCREAD NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMa.74TJ rev. Iag92015 BEFORE USE. ' Design volltl for use onlyiwith MUek®connectors. This design Is based only upon parameters shown, and is for on Individual?015 building component. not a truss system. Before use, the building designer must verify the applicability of design Parameters and properly Topic dual this ing co into the overall building tlesign. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additlonaltemporary antlo the erallnt bracing MiTek' s always required for stability and to prevent cellapse with Possible personal Injury and property damage. For general at temporary regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Cuall CMeda, D3049 and BC91 Building regar ing the rrhf 6804 Parke' Blvd. Safety NformatbMvoiloble from Truss Plate Insiitute, 278 N. We Street Suite 312. Alexandria, VA 22314. Tampa, Parke East Job Truss Truss Tvne , Oly Ply LOT 4012131 SLCNdATERSTONE 11 C T77293416 1917199 r B19 HIP TI/ � 1 1 ' Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek indust6es, Inc. Mon Jun 1010:18:12 2019 Pagel ID:6oDlOH2OVealNklsxoNemuuULB- PUiVTtHmiRGi%iL1Gh757k1TV3BaxobbuNoiz7i99 a O 17 3x6 = 6xB = Sx6 = 6x8 6.a0 12 6 27 7 It 10 Scale = 1:76.7 to N LOADING (pat) TCLL 20.0 TCDL 7,0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.98 BC 0.95 WEI 0.53 Matrix-MSH DEFL, Vert(LL) Ven(CT) Horz(CT) in (loc) I/dell L/d 0.37 17-24 >281 240 -OS915-16 >669 ISO 0.10 10 n/a We PLATES GRIP MT20 2441190 Weight: 225 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, 6-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at micipt 5-16, 7-15 4-17: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 7-15: 2x4 SP No.2 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 10=1203/Mechanical, 2=383/0-8-0, 17=1551/0-3-0 Max Horz 2=351(LC 9) Max Uplift 10=-554(LC 10), 2=-423(LC 10), 17=-852(LC 10) Max Grew 10=1258(LC 16), 2=387(LC 19), 17=1639(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-29O/385, 3-4=200/363, 4-5=-172/362, 5-6=-1344/1144, 6-7=-1156/1116. 7-8=-1578/1231, 8-10= 1939/1360 BOT CHORD 2-17=-392/214,16-17=-1491b32,4-16=-299/223,15-16=-709/1096,13-15=-729/1304, 11-13=-1052/1641, 10-11— 1052/1641 WEBS 3.17= 280/389, 5-16=-1539/840, 5-15=0/293, 6-15= 57/336, 7-15=-333/142, 7-13=-125/486, 8-13=-438/381 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8pst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 13-4-2, Exterior(2) 13-4-2 to 33-3-14, Interior(1) 33-3-14 to 37-5.0, Exterior(2) 37-5-0 to 41-5-0 zone; cantilever right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=lSO 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) 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) except (jt=lb) 10=554, 2=423, 17=852. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 AWARNING -Ve111ydesign par amefossanti NOTES ONTHISANUINCLUDED MIrEKREFERANCEPAGEMIP7473.,1NOY[015BEFOREUSE. sissis Design volitl for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building Component, not 0 truss system. Before use, the builtling designer must vOmy the applicability of design parameters and properly Incorporate this design Into th..verall building design. Bracing indicated a'. prevent buckling of individual puss web Ond/.'chord members only.Adom.nal temporary and permanent bracing If.I_G'requ ' MiTek' retl forsbbllity an, to prevent collapse withpbsslblepersonolinjuryantl properly tlamoge. For general guitlan.. regaid the tobrlca,,an, storage, delivery, erection and brpcing of trusses and muss systems xaANSVIP11 Cael9y Ci lo, D3a49 cnd SCSI luld9rp Comoo... 1 1904 Parke East Blvd. Salaly lnlolmps r ovaila". from Truss Plate InsBtute. "a N. Lee Street, Suite 312. Ale rtail"o. VA 22314. Tampa, FL 33610 Job Truss Truss T as r Oty Ply LOT 40/2/34 SLCMATERSTONE - T77293417 1117199 ' B21 HIP , , 1 1 Job Reference o tional nunaers rrrslaource intent ury, I-L{, ream ury, i- aaaol, o.eru s may ,o m,a m,, en n,uuau, e.. ,nu. n rcgu , ID:6gDIOH2OVegl Nkl sxoNemzyuULB-Sc24jpmNAslus6uvknwYiY?BssswBgygFewK9z7j98 .40 ~ -80 -1.13 2.16424-72233fi1 6 0�114�5-3-0 5 40 -0-83 5x6 = 5x6 = 6.00 r12 6 7 4x6 i 3x4 525 3 5x6 i 4 2x4 Q 3 1.5xB STP = 24. 16 1 2 1 = 27 28 15 29 14 30 13 31 12 32 11 y� d 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 17 3x6 = axe = Scale =1:80.2 5ka 9 0 26 Sx8 STP = to 1It ' o 3x6 = w 8-8 0 8.11-0 17-4-8 25.8.0 33.7.0 42-7-B e.e-n n. .n a.c.a a.aa z11.n In-. � Plate Offsets X,V -- 2:0.6-0,0-0-6 4:0-3-0,0-3-0 , 6:0-3-0 0.2-0 7:0-3-0 0-2-0 , 9:0-3.0 0-3-0 ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP LL 20.0Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.37 17-20 >281 240 MT20 244/190 DL 7.0 I Lumber DOL 1.25 BC 0.85 Vert(CT) 0.2817-20 >378 180 LL O.0 'Rep Stress Incr YES WB 0.89 HaR(CT) 0.07 10 We We DL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 235 lb FT=20% , LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 4-17:2x4 SP Ii WEBS 2x4 SP No.3 REACTIONS, (l ize) 2=391/0-8-0, 17=158610-3-0, 10=1250/0-7-8 Max Holz 2=405(LC 9) Max Uplift 2= 433(LC 10), 17=-862(LC 10), 10- 575(LC 10) Max Grav 2=395(LC 19), 17=1729(LC 15), 10=1350(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins. BOTCHORD Rigid ceiling directly applied or 4.4-7 oc bracing. WEBS 1Row at mil 5-16,6-15 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 2-3=-355/410, 3-4=-270/400, 4-5=-233/410, 5-6=-1470/1212, 6-7=-1375/1170, 7-8= 1566/1203, 8-9=-2299/1489, 9-10= 2486/1548 BOT CHORD 2-17=-383/230, 16-17=1584/709, 4-16=-328/253, 15-16=-697/1329, 13-15=-548/1256, 11-13=-956/1722, 10-11=-1249/2164 WEBS 3-17=-275/384, 5-16=-1750/792, 6-15=-131/259, 6-13=-89/391, 7-13=-209/427, 8-13=-711/531, 8-11=-193/551, 9-11=-358/339 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=5.8psf; h=15tt; 6=45ft; L=40ft; eave=5ft; Cat. II; 1 C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-4-2. Exterior(2) 15.4-2 to 31-1-13, Interior(1) 31-1-13 to 38-7-8, Exterior(2) 38-7-8 to 42-7-8 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber Di1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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 = IO.Opsf. 6) Bearings are assumed to be: , Joint 10 SVP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joints) except gt=lb) 2=433, 17=862, 10=575. Joaquin Velez PE No.68182 Iii USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 O WARNING-Veary desl9npa/ametersand READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMIF7473 rev. 101131015BEFOREUSE. Design valid for use only with Mini connectors. This design is based only upon parameters shown. and Is for an individual building component not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into to overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M)Tek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/IPII Cually C4tsAa, DSi and 1101 Euldbp Component 6904 Parka East Blvd. Safety Informaflonc vollable from Luse Plate Institute, 218 N. Lee Street, Sulfa 312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Tyne Oty Ply LOT 40/2/34 SLCANATERSTONE r T17293418 1617199 ' Gil JACK( .A TRU55 8 1 . Job Reference o tional builders hlrslbource )Ylanl Glly, FL), Fail Gdy, FL - 33567, 8.240 s May 13 2019 Mil Industries, Inc. Mon Jun 10 10:18:17 2019 Page 1 ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-KNIbYBxOOPMkNTOf8assieinzUQXsCVYltc8Twz7j94 Scale = 1:7.6 LOADING (psf) SPACING- 2-D-0 CS'. DEFL. in (lac) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 VeT, LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPl2014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0.8-0, 4=-15/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-3(LC 1), 2=-195(LC 10), 4= 15(LC 1) Max Gray 3=21(LC 10), 2=159(LC 15), 4=45(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasi 24mph; TCDL=4.2psf; BCDL=5.8psf; hot 511; B=45h; L=40fF eave=5ft; Cat. II; Exp C; Encl., GCG=0.18: MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 3, 4 except Qt=lb) 2=195. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 O WARNING - Verily dai paremerers and READ NOTES ON THIS AND INCLUDED MmEK REFERANCE PAGE MIFT4)a rev. 701e51 BEFORE USE. Design valid for use only with Mier connectors, This design Is based only upon parameters shown, and is for on Individual building component, not ��- a truss system. Before use., the building designer must verity the appFcablllN of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Uusees and buss systems. $99ANSVIPII Qua[ Cril DS149 and BC81 Buill Compon9at SoliInlormationovallable from Truss 6904 Parke East Blvd. Plate Institute, 218 N. Lee Street. Si 312. Alexantlrlo. VA 22 114. Tampa, FL 33610 Truss Truss Type Oily Ply LOT 40/2_/34SLC/WATERSTONE Lob 7199 • C3 JACK TRUSS �2 T17293419 ` .e fi 1 Job lerence (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:17 2019 Pagel ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-KN IbYBxQQPMkNTQIBassieinzUPksCVYltc8Twz7j94 -1.4.0 2-11-4 1.4.0 2 11 4 Scale = 1.12.7 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.20 Ven(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Inc, YES WB 0.00 Horz(CT) -0.00 3 nfa n/a BCOL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP NO.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=195/0-e-0, 4=30/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-52(LC 10), 2=-155(LC 10) Max Grav 3=72(LC 15), 2=197(LC 15), 4=49(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 2-11-4 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vascl24mph; TCDL=4.2psh BCDL=5.8psf; hl5ft; B=45N; L=4011; eave=5lt Cat. II; Exp C; Encl.. GCpi=0.I S; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DDL=1.60 plate grip DOL=1.80 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 bosom 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 to uplift at joint(s) 3 except Qt=lb) 2=155, Joaquin Velez PE No.68182 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ,&WARNING- Verirytlaslgn parame,era and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mg-74Taray. 7N9YLa159EFORE USE. valid for use only with MiTek® connectors. Phis design is based only upon parameters shown, antl k for on Individual building component, not Wit a truss system. Before use. Me building designer must verify the applicability of design parameters and properly incorporate MIS design Into Me overall building all Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek always required for stability and to prevent collapse with possible personal Injury and propody damage, For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see/WSUIpII Quality CAbko, DS149 and BCSI Bulding Component 6904 Parke East Blvd. Sally lofarnlationavallobie from Truss Plate Institute, 218 N. Lee Street Suite 312, Mexandrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty, Ply LOT 4012134 SLCANATERSTONE T17293420 1817199 r CS JACK .N TRUSS fi 1 C S Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:18 2019 Page 1 ID:ZYc6AOGNbVAfFo430vpJT9ypvs0-pZrzlXy2BIUb d rhHN5EMFv1 th6bflh XLh7Mz7j93 -1-4-0 4-11-4 14.0 4 11 4 3x4 = LOADING (psf) SPACING- 2.0-0 CS'. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.05 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=112/Mechanical, 2=262/0-8-0, 4=59/Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-107(LC 10), 2=-163(LC 10) Max Grav 3=134(LC 15), 2=267(LC 15), 4=87(LC 3) FORCES. (Ib) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.6 PLATES GRIP MT20 2441190 Weight: 181b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=1601(3-second gust) Vasd=124n j TCDL=4.2pst BCDL=5,Bpsf; h=15ft; B=45ft; L=40fl; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 part bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) except (jt=lb) 3=107,2=163. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ®WARNING - VeHydesignParamefersand READ NOTES ON THIS AND INCLUDED MREKREF£RANCE PAGE Mlh7473ree. I"A" eta BEFORE USE. ' Design valld for use only with MiTel@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additlonol temporary and permanent bracing iVliTek' 1s always required for stability and to prevent collapse with possible personal Injury and property damage., For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPI I Dually Cmedu, DS149 and SCSI Building Component 69" Parke East Blvd. Safety mfermaBonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Trus Ti as City Ply LOT 40/2/34 SLCIWATERSTONE / T17293421 IB17199 r ' D7 Half use 1 2 Joh Reference fopt'onall Build he FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s May 13 2019 Mil Inc. Mon Jun IO10:18:282019 Pagel 1.9 6.00 F12 51 = Scale = 1:74.8 3x4 = 5x6 = 2.4 II Sx6 = 5xB = 3 18 419 5 20 6 21 7 8 14 13 12 11 10 9 3x6 = 2x4 II 6,12 MT20HS = 3x4 = 6x12 MT20HS = 5x8 = 2x4 = 7.0-0 14.1.12 21-1-12 28.1-12 351-12 42-&8 7.0.0 71-12 7-ao za.n I zn-n 7.L19 Plate Offsets (X,Y)-- f2:0-3-0,0-1-01, f3:0-6-0.0-2-81 (5:0-2-12,0-3-41 17:0-3-0 0-341 (10:0-3-8 0.2-81 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(L-) 0.76 12 >662 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.9312-13 >544 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horil 0.19 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 4281b FT=20% LUMBER - TOP CHORD 2x4 SP No.t 'Except' 1-3: 2x4 SP No.2, 3-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 3-13,4-12,5-11,7-11,8-10: 2x4 SP No.2 BRACING - TOP CHORD Structural woad sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing. REACTIONS. (Ib/size) 2=3349/0-8-0, 9=3414/0-3-8 Max Harz 2=243(LC 8) Max Uplift 2=-1838(LC 8), 9=-1904(LC 8) Max Grail 2=3838(LC 13). 9=3792(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-7653/3698,3-4=-10467/5253,4-5=-1156515793,5-6=-10241/5130, 6-7=-10278/5162, 7-8=-643B/3223, 8-9=-3646/1969 BOT CHORD 2-14=-3378/6814, 13-14=-3371/6827, 12-13=-5300/10531, 11-12= 5811/11574, 10-11=-3298/6557 WEBS 3-14=0/460,3-13=-2111/4165, 4-13=-1582/1135, 4-12= 554/1199, 5-12=-238/430, 5-11=-1509i 6-11=-889/758,7-11=-2090/4172, 7-10=-2902/l819,8-10= 355877112 NOTES- 1) 2-plybuss to be connected together with 10d (0.131'x3') nails as follows: Top chards connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9.0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.epsf; hl5ft; B=451t; L=40h; eave=5h; Cat. II; Exp C; Encl., GCpl=0.18: MW FRS (directional); Lumber DOL=1,60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom 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) Bearings are assumed to be: , Joint 9 SVP No.2 crushing capacity of 565 psi. 10) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=1838, 9=1904. 12) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. Continued on pace 2 Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: h irl in gn 1 Q Q WARNING - Ver/fytlealynperamefersand READ NOTES ON THISANDINCLUDEDMREKREFERANCEPAGEMX7473mx. IavisMaiaBEFORE USE. Design valid for use only with MEeM connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the oppllcabillTy of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndivlduol truss web and/or chord members only;, Additional temporary and permanent bracing Is MiTek' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/IPI1 pualMy Cdbrb, Deal and SCSI Suldbp Component Safety Infomm8arvuvailoble from Truss Plate Institute, 218 N. Lee Street, Sul' 312. Alexontlrio. VA 22m14. 6004 Parke East BNd. Tampa, FL 33610 Job Truss Truss Oty Ply LOT 40/2/34 SLC/WATERSTONE Poe T17293421 1817199 D7 Half H., ss 1 2 l% Job Reference (optional) nnODers-lM=Urc9 (Plant Dny, rL), Plant City, FL- 33567. 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:28 2019 Page 2 NOTES- ID:6gDIOH2OVeg 1 Nkl sxoNemzyuULB-W USIsy4KgnkAB9ImHOZReTfVOvyJw?hAHSmDLm7i8v 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 605lb down and 376 Ib up at 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=54, 3-8=-118(F=-64), 9-15=44(F=-24) Concentrated Loads (lb) Vert: '3= 347(F) O WARNING-Vertry0es19.per4mefersand READ NOTES ON TN/SAND INCLUDED MMEKREF£RANCEPAGEMIF7473mK 10/17JI201S BEFORE USE. Design vOlid for use only with MITek®connedors. This design is basetl only upon parameters shown, antl Is for an Individual bulking component, not a huss system. Before use.'he building tles gnar must verity the applicability of design Parometars antl properly incorporate this Design Into the overall building design. 8ror it 0 lntlicaled is to prevent buckl'mg of lntlividual tress web antl/orohOrd members only, Add.Ol temporary antl permanent bracing Is always required for stobillty antl to prevent collapse w0h possible personallnjF and properly damage. Far general gultlance regarding the M(Tek' fabrication, sioroge.delivery, erection antl bracing o/trusses antl truss systemvsaeANSUIpII CuaIltlryy CdbAp, OS!-0V and lC61 lIu1dElp Companmt Safer lnfoRnDlbrpvolloble tram Truss Plata Iro"um 218 N, Lee Sheet. Suite 312. Aleeontlrio. VA22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT40/2/r34 SLC/WATERSTONE T17293422 1,817199 ' D9 Half Ifuss 1 1 1 Job Reterence (optional) pull l-IralaDurce trial ull i Hart Glly, rL- JJbb/, U.24U s May 13 ZU19 11 ek Industries, Inc. Mon Jun I IU:18:29 2019 Page 1 1D:6gDlOH2OVegl Nkl sxoNemzyuULB-_h083H4yb5tl pJKzr54gBgCfgJHjfUFJWIWntEz7j8u tt-4.9 4-fi40 9-0-0 17-6.0 25-]-12 3&9-8 423.8 1-4-0 4-6-10 4-5-7 B-6-0 B.1-12 8-0-12 6.00 FIT Sx8 = Sxe = 4 21 22 23 5 2x4 II 6 24 25 Scale=1:74.8 5x6 = 5x6 = 7 26 B d 15 14 13 12 11 10 9 4x6 = 3x4 = 4x6 = 3x6 = 5x6 = 4x6 5.6 = 3x4 = LOADING (Pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.92 BC 0.97 W EI 0.65 Matrix-MSH DEFL. Vert(LL) Vert(CT) Hozil in (loc) Well Ud 0.46 12-13 >999 240 -0.6812-13 >742 180 0.15 9 Na n/a PLATES GRIP MT20 244/190 Weight: 223 lb FT 20% LUMBER- BRACING - TOP CHORD 20 SP No.2'ExcepP TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5,7-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Raw at mil 8-9, 4-13, 5-12, 7-12. 8-10 WEBS 2x4 SP No.3'ExcepP 4-13,8-10: 2x4 SP No.2 REACTIONS. (lb/size) 2=1633/0-8-0, 9=1558/0-3-8 Max Hari 2=297(LC 10) Max Uplift 2= 795(LC 10), 9=-720(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3D60/2008, 3-4=-2808/1790, 4-5=-3587/2286, 5-6=-3505/2143, 6-7=-3505/2143, 7-8=-2385/1438, B-9=-1482/1001 BOT CHORD 2-15= 2034/2711, 13-15=-1692/2474, 12-13= 2300/3601, 10-12=-1466/2421 WEBS 3-15=-346/380, 4-15=-57/414, 4-13=-675/1346, 5-13=-474/413, 6-12=-404/387, 7-12=-778/1248,7-10=-1105/880,8-10=-1610/2673 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psg BCDL=5.8psf; If 5ft; 8=45ft; L=40tt; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8.0 to 3-4-2, Exterior(2) 3-4-2 to 14-7-14, Interior(1) 14-7-14 to 38-1-12, Exterior(2) 38-1-12 to 42-1-12 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=795, 9=720. Joaquin Velez PE No.68182 MiTek USA, Inc. FL CaRfifi34 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING - Veuldessign Paramahrsand READ NOTES ON THIS AND INCLUDED MmEKREFERANCEPAGEMIF74Ma .. I&VIG2015BEFORE USE ' Design void for use only with Mil connectors. This tlesign is based only upon parameters shown, and Is for an Individual building component, not o truss system. Before use, the building designer must verify the applicability of all parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or Chord members only.Additional temporary and permanent bracing MiT®k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIP71 Quality Cdbda, DS149 and SCSI Building Component 6904 Parke East Blvd. Safety Inloenatbria lable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Toe Oty Ply LOT 40/2/34 SLCAVATERSTONE 1817199 ' D11 HALF TRUSS 1 1 T77293423 - Job Reference (optional) uuuuam , MIGUrcutr,o,.s ..ny, FL), Hans C;i , FL- 33567, e.Z50 S May 13 Zulu Ml l eK lnaustnes, Inc. Mon 4un 1010:18:19 2019 Pagel Scale = 1:75.1 5x6 = 3x4 = 5x6 = 4x6 = 3.4 II 3xS = 4xfi = 3x4 = 4xfi = 3x4 = 4xfi = 5x8 II LOADING (psq SPACING- 2-0-0 CSI. 'EFL. in (too) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Ilert(LL, -0.34 12-14 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.63 12-14 >801 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Holz(CT) 0.15 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1633/0-8-0, 9=1558/0-3-8 Max Horz 2=351(LC 10) Max Uplift 2=-789(LC 10). 9=-726(LC 10) Max Grav 2=1685(LC 15). 9=1568(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3089/1938, 3-4=2733/1684, 4-5=-2434/1611, 5-6=-3066/1865, 6-7=-2283/1317 BOT CHORD 2-14=-2013/2811, 12-14=-1966/3040, 10-12=-1768/2831, 9-10= 1154/1853 WEBS 3-14=-448/460, 4-14=-333/889, 5-14=.872/437, 6-12=-141/346, 6.10=-828/663, 7-10=-387/1021, 7-9=-2241/1403 PLATES GRIP MT20 244/190 Weight: 222 lb FT=20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 4-3-13 oc bracing. 1 Row at midpt 5-14 2 Rows at 1/3 pis 7-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15N; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8.0 to 5-4-2. Exterior(2) 5-4.2 to 16-7-14, Intedor(1) 16-7-14 to 38-1-12, Exterior(2) 38.1-12 to 42-1-12 zone;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Bearings am assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=789. 9=726. Joaquin VelaLPE No.68182 MI ek USA, Ina FL Cart 6634 6904 Parka East Blvd, Tampa FL 33610 Date: June 10,2019 Q WARNING -Verltytlesl9n Paramer...d READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MLLT4)3 mv. 1t 015 BEFORE USE. Design valid foruseonlywim iieklA connectors.thistlesign is based only upon paramalerssnown. and is for an individualbulltling component not a fruss system, Before use. '9 build ng designarmust verity the opplicabiilty of design parameters and properly Incorporate finis design Into fine overall building design. Bracingintlicafedistoprevent buckling of individual truss webono/or chortlmembersanly. Atloltion.1 temporary and permanenl bracing M)Tek' Is always requiretl for stability ono to prevent ooliopse with possible personal injury ono property tlamaga. For general gultlonce regartling the fabrication, storage. delivery, erection ontl bracing of trusses and fruss systems seeAN5Um11 CualMy CMnlo, 0534 and IC51 auidalg Component Bead Paske East Blvo. Sobp Inlomtalbravoiloble from Truss PIC,e Institute. 2" N. Lee Sfreat. 5ulte 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Tvoe Oty Ply LOT 40/2/34 SLC/WATERSTONE T17293424 f817199 ' D13 Hip Tn 1 1 ` ' Job Reference (oDtionall Builders Firstboume (Plant City, FL), Plant City, FL- 33567, Sea = 6.00 12 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:21 2019 Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB-DBX60y_xUds9r4jONPxos tMA5Z1 nng8gVaMchz7j90 28-10-0 33.8-0 38-1-13 42-3-8 7.11.0 42;n 4-5-13 4-1-11 Scale = 1:76.4 2x4 II 6x12 MT20HS= Sx8 = rn 20 19 14 13 12 11 3x6 = 5x6 = 2x4 II 2.4 11 5xa = 6x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TIC 0.70 BC 0.90 WB 1.00 Matrix-MSH DEFL. Ven(LL) Ven(CT) Horz(CT) in (Joe) I/deft Lid 0.45 16-17 >999 240 -0.8516-17 >596 180 0.31 11 n/a n/a PLATES MT20 MT20HS Weight: 256 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc puffins, 5-7: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 -Except' BOT CHORD Rigid ceiling directly applied or 4-4-14 oc bracing. Except: 4-19,7-13: 2x4 SP No.3, 16-17,15-16: 2x4 SP No.1 10-0-0 oc bracing: 17-19, 13-15 WEBS 2x4 SP No.3*Except* WEBS 1Row at midpt 9-11 17-20,10-11: 2x4 SP No.2 REACTIONS. (lb/size) 2=1655/0-8-0, 11=1581/0-3-8 Max Horz 2=236(LC 9) Max Uplift 2=-792(LC 10), 11=-697(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3104/1937, 3-4=-4137/2695, 4-5=-4098/2801, 5-6=-3778/2562, 6-7=-3769/2553, 7-8=-3219/2233, 8-9=-1927/1376 BOT CHORD 2-20=-1730/2751, 4-17=-183/250, 16-17=-1895/3138, 15-16=-1932/3267, 7-15=-6851544, 11-12=-910/1331 WEBS 3-20=-991/758, 17-20=-1841/2961, 3-17=-498/914, 5-17= 814/1381, 5-16=-384/896, 6-16=-468/487,7-16=-333/650,12-15=-1000/1778, 8-15= 1311/2178, 8-12=-890/568, 9-12=-82/531, 9-11=-1884/1325 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=5.8psf; h=15h; B=451q L=40h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 7-4-2, Exterior(2) 7-4-2 to 18-7-14, Interior(1) 18-7-14 to 28-0-2, Exterior(2) 28-0-2 to 42-1-12 zone;C-C for members and farces & MW FRS 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 psf bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed,to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=792, 19=697. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Can Iii 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 O WARNING Verify design Parameters and READ NOTES ON THIS AND INCLUDED M?EKH£FEHANCE PAGEMIH4YJ rev. )aM'U20159EF.RE USE Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and Is for on Individual building camponenL not �' a truss systemno Before use, the builtling tlesigner must verity the appllcabiliN of design parameters antl properly Incorporate this design intothe overall isuilw.ys'eslgn. Bradng2ity. tetl Creveni bucklingof inG"dual muss web and/ or chortl members anly. Adtlitiona" porary an permanent bracing MiTek' Is always required for etabllity and to prevent collapse with possible personal injury and property damage. For .nor. '.loan.. regarding the fobricoilon, storage, delivery, erection and bracing of trusses and truss systems. seeANS11 Caallll•CdbdD, Dilli and SCSI luldi Campenmt 6904 Parke East Blvd. 9ca IV InlOrmatbnovar.". from Truss Piot. InstiNte. 218 N. Leo Street, Suite 312. Alexontlr. VA 2231 d. Tampa, FL 33610 Job Truss Truss Tyoe Cry Ply LOT40/2/34 SLGWATERSTONE 11317199 ' D15 (( 1 1 % T17293425 • Job Reference (optional) ' •• s• n •'• 1 ly'�-•+•^^+•� o.cVV YmCy wzur>rvlllex lnuusmes, Inc. mon Jun lu 1u:le:2zzul9 Scale = 1:76.4 5x6 = 2x4 II 6x12 MT20HS = 6xS = 6.00 12 5 6 27 28 7 8 21 20 3x8 = 14 13 12 11 3x6 = Sx6 = 2x4 II 2x4 II 6xB = 6x8 = LOADING (pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017/TPI2014 CSI. TC 0.82 BC 0.85 WB 0.97 Matrix-MSH DEFL. in (loc) I/dell Ud Vert(LL) -0.44 16-18 >999 240 Vert(CT)-0.8916-18 >566 180 Horz(CT) 0.32 it n/a n/a PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 2641b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, BOT CHORD 2x4 SP No.1 'Except' except end verticals. 2-19: 2x4 SP No.2, 4-20,7-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4.5-10 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 13-15 18-21: 2x4 SP No.2 10-0-0 oc bracing: 18-20 WEBS 1 Row at midpt 8-12, 9-11 REACTIONS. (lb/size) 2=1655/0.8-0, 11=1581/0-3-e Max Hoe 2=277(LC 9) Max Uplift 2=-792(LC 10), 11=-697(LC 10) Max Gmv 2=1720(LC 15), 11=1641(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3205/1920, 3-4=-4369/2698, 4-5=-4436/2879, 5.6=.3149/2204, 6-7=-3149/2204, 7-8=-2749/2010, 8.9=-1994/1431 BOT CHORD 2.21=.1700/2995, 4-18=-299/374, 16-18=-1635/2948, 15-16=-1646/2869, 7-15=.611/476, 11-12=-1016/1496 WEBS 3-21=-1089/737,18-21=-1790/3219,3-18=-545/1000,5.18=-1038/1832, 5-16=-230/626, 6-16= 413/441,7-16=-193/460,12-15=-1187/2259,8-15=-1475/2508,8-12=-1496/882, 9-12=-16/413,9-11=-1936/1376 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=4.2psh BCDL=5.8psf; h=15ft; B=45ft; L=40tt; save=5ft; Cat. It; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Eztedor(2) .1-4-0 to 2-8-0, Interior(1) 2-8.0 to 94-2, Exterior(2) 9-4-2 to 20-10-0, Interior(1) 20-10-0 to 26-0-2, Exterior(2) 26-0-2 to 37-3-14, Intedor(1) 37-3-14 to 38-1-12, Exteriar(2) 38-1-12 to 42-1-12 zone;C-C for membersand forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=792, 11=697. Joaquin Velez PE No.68182 Ill USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 AWARNING-Venrx0es1gnA Ixaserer4an0READ NOTES ON THISAND/NCLUDED UnEKREFERANCEPAGEMl47473 rev. 1aVJt?015 BEFORE USE. Design Vold forusa only with Mpek® connecters. This deslgr" basetl only upon parameters shown. and le loran intllvidual builtlin'component.not 0 truss system. Before use, the Duiltling tlesigner must verily the applicablllry of tlesign paameters and properly Incorporate this design Into Me overall bullding design. eradng lndlcatetl is to prevent buckling of individual Muss web antl/or che'dmembeoonly,Add, an0l temporary and permanent bracing Is M)Tek always required for sta6illN antl to prevent collapse wlm possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection antl brpcing of fusses and truss systems. seeANSU1P11 Cualkkyy Crib kz. all antl SCSI Suldhp Cpmpenmt Sploty Inlormatbllovailoble from Tuss 6904 Parke East BlvO. Plate Institute, 278 N. Lee Street Suite 312. Alexantlrlo. VA 22314, Tampa, FL 33610 Job Truss Truss Tvoe Oty Ply LOT 40/2/34 SLCNVATERSTONE - T17293426 1217199 017 HipTr 1 1 � • Jab Refe}ence (optional) --"•^-".+•••+.­­ '. -.1-^p,.-h .'a.. "Y,�v000u,. o.cvoSmtlY aeV Ia MIIaR mousmes, Inc. m0nJW11u1U:1d:L4ZUIU d Scale = 1:77.1 5x8 = 2x4 f Sx8 = 6.00 � 6 277 28 29 30 8 22 21 `" 14 13 12 11 3x6 = 6.8 = 2x4 11 2x4 11 5x8 = 3x6 11 LOADING (psi) 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 Incr YES Code FBC2017/TP12014 C51. TC 0.96 BC 0.90 WB 1.00 Matrix-MSH DEFL. Vert(LL) Vert(CT) Hom(CT) in floc) Vdefl L/d 0.55 20 >911 240 -0.9418-19 >540 180 0.37 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 267 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-3 oc puriins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 4-21.8-13: 2x4 SP No.3, 17-19: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 19-21, 13-15 3-19,19-22:2x4 SP No.2 WEBS 1 Row at midpt 5-18 REACTIONS. (lb/size) 2=1663/0-8-0, 11=1588/0-0-8 Max Ham 2=318(LC 9) Max Uplift 2=-788(LC 10). 11=-693(LC 10) Max Grdv 2=1719(LC 15). 11=1612(LC 16) FORCES. (lb) -Max. Comp/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 3225/1898, 3-4=-6471/3752, 4-5=-6536/3796, 5-6=-2943/1973, 6-7=-2602/1947, 7-8=-2602/1947,B-9=-2491/1767,9-10=-1906/1291, 10-11=-1547/1105 BOT CHORD 2-22= 1688/3049, 18-19=-2240/3919, 16-18=-1407/2706, 15-16=-1215/2230, 8-15=-147/545 WEBS 5-19= 1393/2900, 5-18_ 1460/994, 6-18=-431/1026, 6-16=-164/307, 7-16=-388/430, 8-16=-391/680,9-12=-962/767,10-12=-1036/1666,12-15=-1061/1720, 9-15=-2071774, 3-22=-2722/1577,3-19=-1570/2931. 19-22=-2234/4107 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=5.8pst h=15ft; 8=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 11-3-6, Exledor(2) 11-3-6 to 22-7-14, Interior(1) 22-7-14 to 24-0-2, Exterior(2) 24-0-2 to 35-6-4, Interior(1) 35-6.4 to 38-1-12, Extenor(2) 38-1-12 to 42-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard 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 fit between the bottom chard and any other members, with BCDL = 10.0psf. 6) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=78B, 11=693. Joaquin Velez PE No.68182 l USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 O WARNMG- Vedrydesign parameters and READ NOTES ON THISANO INCLUOEO MREKREFERANCE PAGEMI47079re, 14,1111tgI5BEFORE USE. ' Design valid for use only with MTeMan connectors.IDis design Is based only upon por meh" shown, antl Isfor an intlivitlual builtling component,not 0 trusssystem.B6tora use, the building designer must vo" Me applicability of design parametersantl properly Incorporate rhls design Into the overall bulIdtng design. Bracing indicated is to prevent bucklingoflndivitluol huss web antl/or chard members only. Addltlanal to and permanent bracing Welk' Is always required brstabllity and to prevent callopse with possible personolinlury antl property d age. For general gultlance rega'd6 the bbricotlon, storage, dalNery. erection and bracing of trusses and truss systems, seeANSUIPII OualMy CM�dO, G96-09 and 9C51 Bu1dMp QpmPOa�n1 6904 Parke East BNO. aabty Nlomth8erwvoiloble from truss Plate Ini6Me. 2" N. Lee Shea' Suite 312, Alexontlriq VA 22 314. Tampa. FL 33610 Job Truss Truss TvDe City Ply LOT 4112134 SLCANATERSTONE T17293427 i817199 D19 Hip T. 1 1 ' Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:25 2019 Page 1 ID:6gDIDH2OVegl NklsxoNemzyuULB.5vmdOwl RYsl i1 CcF7kl gl_aixJjcelb7yZkSz7jBy 1 4 4-0.0 IS 11 12-3-12 19.0.0 23-4-0 27.8.0 28-10.0 35.5.0 42�-8 qq 0.0 )1-d-0 4-0.0 I1-7-e1 6-e-4 1 &: I 4-d- I I 0 4-0.0 -2 fi-I-O E10.8 Seale = 1:77.4 Sale= 6.00 12 3x4 = 5x6 - 4x6 C 6 7 83D 9 I 24 23 5xB = 15 14 13 12 3x6 = 2.4 11 5x8 = 2x4 II 5x8 = 3x6 11 LOADING (pi 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/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except' 1-5: 2x4'. SP M 31 BOT CHORD 2x4 SP No.2 -Except' 4-23,19-21: 2x4 SP No.1, 9-14: 2x4 SP No.3 WEBS 2x4 SP No.3'Except• 5-21,7-17: 2x4 SP No.2, 3-21: 2x4 SP No.t REACTIONS. (lb/size) 2=1660/0-8-0, 12=1580/0-3-8 Max Hom 2=359(LC 9) Max Uplift 2= 789(LC 10), 12=-698(LC 10) Max Grav 2=1683(LC 15), 12=1580(LC 1) CSI. DEFL. in (Inc) Vdefl Lid PLATES GRIP TC 0.86 Vert(LL) 0.79 22 >644 240 MT20 244/190 BC 0.94 Vert(CT) -1.08 22 >468 180 MT20HS 1871143 WB 0.95 Horz(CT) 0.51 12 n/a n/a Matrix-MSH Weight: 290 lb FT=20% BRACING. TOP CHORD Structural woad sheathing directly applied or 2-2.0 old purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 2-2-0 oc bracing: 21-23 10.0.0 oc bracing: 14-16 WEBS 1 Row at midpt 5-21, 5-18, 7-17. 7-18 JOINTS 1 Brace at JI(s): 16 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3150/1838, 3-4=-7487/4263, 4-5=-7737/4459, 5-6= 2546/1785, 6-7- 2243/1710, 7-8= 2031/1593,8-9=-2285/1803,9-10=-2492/1755, 10-11= 1899/1256, 11-12=-1516/1076 BOT CHORD 2-24=-1654/3026, 23-24=-1654/3026, 21-23=-1362/2593, 20-21= 2029/3657, 18-20=-2026/3660,17-18=-1214/2242,16-17= 1195/2123,9-16=-326/484 WEBS 5-21=-2227/4251, 5-20=0/288, 5-18=-1555/981, 6-18= 439/828, 7-17=-433/276, 8-17=-739/918, 9-17- 6617710,13-16=-1045/1665,10-16=-224/689,10-13=-940l755, 11-13=-995/1661,3-21=-3558/6587, 3-23=-3678/1996, 7-18= 171/265 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=4.2psf1 BCDL=5.Bpsf; h=15N; 8=45ft; L=40ft; eavei Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8.0, Interior(i) 2-B-0 to 13-4-2, Exterior(2) 13-4-2 to 33-3-14, Interior(1) 33-3-14 to 38-1-12, Exterior(2) 38-1-12 to 42-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This Imss 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 = 10.0psf. 7) Bearings are assumed to be: , Joint 12 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 2=789, 12=698. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING - Vedlxdesignpmameteaand BEAD NOTES ON THIS ANDINCLUDEDMOEKREFERANCEPAGEM6747nrex. I0,01iPe15BEFORE USE. Design valid for use only with MOels) connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addlflanal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII Cupllty Cffti D31141e and SCSI Buldhp Component 6904 Parke East Blvd. Safety Inlomlalbrxrvoiloble from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss ITruss Type Cry Ply LOT 40/2/345LCANATERSTONE T77293428 1 (f17199 D21 Hip T(l 1 1 ' Job Reference (optional) tsuiaers rustoource trlam uty. I rianl lAy, rL- dJobr, e.14a s May mLu le Mn ex mausmes, Ini maxi l o r o:ro:" Luro 5x6 = 6.00 12 5x6 = 5 6 Scale = 1:78.8 11 19 13 12 11 10 31 = 3x6 11 2x4 II like = 3.6 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TIC 0.84 BC 0.78 WB 0.84 MaMx-MSH DEFL. in (too) Udell Ud Ven(LL) -0.22 14-15 >999 240 VerI CT) -0.39 14-15 >999 180 Hoa(CT) 0.08 10 1 n/a PLATES GRIP MT20 244/190 Weight: 265 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-12 ad puffins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 3-19,7-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 12-14 WEBS 1 Row at midpt 4-15, 6-15 REACTIONS. (Ib/si2e) 2=270/0-8-0, 19=160310-3.0. 10=1344/0-3-8 Max Holz 2=512(LC 9) Max Uplift 2=-332(LC 10), 19=-806(LC 10), 10=-597(LC 10) Max Gray 2=272(LC 19), 19=1687(LC 15), 10=1381(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-481/458, 3-4=-1974/1291, 4-5=-1650/1230, 5-6= 1393/1219, 6-7=-1961/1536, 7-8=-1944/1364,8-9=-1651/1074,9-10=-1313/914 BOT CHORD 18-19= 1690/913, 3-18=-1625I950, 15-17= 828/1834, 14-15= 538/1425, 7.14=-285/364 WEBS 3-17=-74811618, 4-15=-418/369, 5-15=-143/471, 6-14= 526/876, 11-14=-720/1441, 8-14=-39/458, 8-1 1=-731/544,9-11=-724/1359 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasdi 24mph; TCDL=4.2psh BCDL=5.8pst 1511; 8=45h; L=40ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 2-8-0. Interior(1) 2-8-0 to 154-2. Extedor(2) 15-4-2 to 31-3-14, Interior(1) 31-3-14 to 38.1-12, Extedor(2) 38-1-12 to 42-1-12 zone; cantilever left and night exposed; end vertical left and Tight exposed; porch left exposed;C-C for members and fames 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearings are assumed to be: , Joint 19 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crashing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=332,19=806.10=597. Joaquin Velez PE No.68182 NTek USA, Inc. FL Cert 6614 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 A WARNING-Veri/Y tlesi9nporamererxand READ NOTES ON MIS AND INCLUDED MmEKREFERANCE PAGE MX747Jrey. raTYl01S BEFORE USE. Design valid for use only with MiTek® connectors. This tlesign is based only upon parameters shown, and Is for an Individual building component, not o huss system. Before use, the building designer must verify the appllcabrin of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW IS always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing at trusses and truss systems, seeA1131/I911 Qu,I Critelli D3649 and SCSI 9uldbD Component Safely Infonnationavoilable from Truss Plate Institute. 218 N. Lee Street, Suite 312, 6904 Parke East Blv4. Tampa, Nexondrla. VA 22314. FL 33610 Job Truss Truss Tvne City Ply LOT 4012/34 SLC/WATERSTONE ' T17293429 1817199 E7 JAC N TRUSS 34 1 C Joh Re lateness (optional) ou„uam nm,00urw )nanrvny, 14. Iri u,ny, ram - uuaor, 3 a.Z9V a May 1J zi pl lnousuies, Inc. Mon jun lu lu:l B:32 Yuiu Yage 1 ID:ZVc6AOGNbVA1Fo43ovpJT9ypvs0-OGiGhJ7quOFbgn3YWDdNpJgCxXNKs DICikRUVz7j8r Scale = 1:23.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.19 4-7 >436 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.72 VerdCT) -0.21 4-7 >400 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 241b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=166/Mechanical, 2=336/0-8-0, 4=83/Mechanical Max Harz 2=241(LC 10) Max Uplift 3=-161(LC 10), 2=-179(LC 10) Max Grav 3=199(LC 15), 2=343(LC 15), 4=124(LC 3) FORCES. (Ib) -Max, CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 0o 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=4.2ps1; BCDL=5.8psf; h=15ft; B=45ft; L=401t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has beenldesigned 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 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 (jt=lb) 3=161,2=179. Joaquin Velez PE No.88182 I iTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 3361D Dale; June 10,2019 AWARNING- yerllyalmignparamefersand READNOTES ON THIS AND INCLUDED mIrERREFERANCEPAGEMIt-74T4rev. dM.LlafaeEFORE USE Design valid for use only with Mifek® connectors. ibis design Is based only upon parameters shown, and Is for an Ini1dual013 building component, not buildingnot a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate tlesignIntoteet building design. . Bracing indicated is to prevent buckling of individual muss web and/of chord members only. Addition of rate this deyantlpermanerall temporarybracing MiTek' IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding fobncoflon. storage, dellvary. erection and bracing of trusses and truss systems, seeANSU1Pll Guall1l1yy Cdbrlu. DSB49 and BCSI 6uldE0 Component Safe V lnformatlonovailable from Truss Plate Institute, 218 IN Lee Street, Suite 312. Aleeondria. VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Tyne City Ply LOT 40/2/34 SLCNJATERSTONE 1817199 E7G / Mono `\ fuss 1 1 ( T17293430 l ' Job Rer=rence footiona0 Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:34 2019 Page 1 ID:6gDIOH2OVeg1 NklsxoNemzyuULB-Lepl67850dVJv4DwdefrukvtvK70Kmv2fODYZRz7iBp 4.0-13 7-0-0 4.0-13 2.11-3 2.4 II Scale =1:24.4 5x6 = 3x6 II ex6 = 1.5x8 STP= LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber COL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.38 BC 0.90 WB 0.56 Matrix -MP DEFL. in Vert(LL) 0.05 Vert(CT) 407 Hom(CT), 0.01 (too) I/dell Lid 5-7 >999 240 5-7 >999 180 4 file n/a PLATES MT20 Weight: 40 lb GRIP 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-13 oc bracing. REACTIONS. (lb/size) 1=1268/0-8-0, 4=1249/Mechanical Max Horz 1=184(LC.8) Max Uplift 1=-581(LC 8). 4= 663(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1600/705 SOT CHORD 1-5=-757/1429, 4-5=-757/1429 WEBS 2-5=-681/1480, 2-4=-1755/930 NOTES- 1) W ind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TIC DL=4.2psf; BCDL=5.8ps1; hi 511; B=45N; L=40tt; eave=51h Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional); 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 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between tha bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) fortruss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joints) except 01=11a) 1=581, 4=663. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 670 lb down and 348 Ib up at 1-4-12, and 670 lb down and 348 lb up at 3.4-12, and 670 lb down and 348 lb up at 5-4-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 1-4=-20 Concentrated Loads (I s) Vert: 8=.670(F) 9=-670(F) 10=-670(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 AWARNING -Veri/ydeslgnperamerersandREAD NOTES ONTNISAND/NCLUOEOMITEKBEFEBANCEPAGEM0.]473Tev.1¢N32015BEFOREUSE. Design valid for use only with MBek®connectors. This design is based only upon parameters shown, and is for an individual building component not I a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Ind viduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIM11 Cualltsr Criteria. , DSB49 and Building Component Safety Informatlorr 6904 Parke East Blvd. voilable from Truss Plate Institute.. 218 N. Lee Street, Suite 312, Alexandria. VA 22fe14. Tampa, FL 33610 Job Truss TrussT pe Cry Ply LOT 40/2/34 SLCAVATERSTONE /l' T17293431 1817199 E7S JACK .J TRUSS 1 1 r A Job Re'erence (optional) Cmlders FlrstSource (Plant City, FL), Plant City, FL- 33567, 3x4 = 8.240 s May 13 20lg MiTek lndustdes, Inc. Mon Jun 1010:18:37 2019 Pagel ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-IDV9kOB4YtumYxVJoDYW MXixY2eXFSUL_SC9mz7j8m Scale = 1:22.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.22 3-6 >372 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.22 3-6 >376 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hoa(CT) -0.01 2 Ma n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 221b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=257/0-8-0, 2=170/Mechanical, 3=87/Mechanical Max Hom 1=186(LC 10) Max Uplift 1=-69(LC 10), 2_ 167(LC 10) Max Gray 1=265(LC 15), 2=202(LC 15), 3=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 Ile) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-8 oc bracing. NOTES- 1) Wind: ASIDE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.epst h=151t; 6=45ft; L=40ft; eave=511t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=0.60 plate grip DOL=1.fi0 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi,. Joint 3 SYP No.2 crushing capacity of 565 psi. 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) 1 except (jt=lb) 2=167. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING - Verily design paramafenand REAONOTES ON TNISANO INCLUDEDMN£KREFERANCEPAGEMIP7473 hi 1111022VI5aEFOREUSE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the oppllcobility of design parameters antl properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Addiflonol temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of trusses and truss systems. seelliN Pl l Quality Criteria. DSB419 and SCSI Building Component 69M Parke East Blvd. Safety Infoenationovoiiable from ➢uss Plate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss,ype Oft, Ply LOT 40/2/34 SLCrWATERSTONE � T17293432 1817199 E7V JACKly ;J TRUSS 3 1 \r • Job Ref rent (optional) (Plant City, FL), Plant City, FL - 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:38 2019 Page 1 ID:6gDIOH2OVegI NklsxoNemzyuULB.DP3XyMBbUs?IOiWhsUkn2a4E6xSJGhHeaeCliCz7j81 -1-4-0 5.8-B 7-0.0 5-8-8 1-3-8 I Scale = 1:22.9 3x4 Plate Offsets (X Y)-- f2:0-1-13 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) I/dell L/d PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.75 Vert(LL) 0.29 6-9 >286 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Ven(CT) -0.25 6-9 >335 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) -0.03 4 File File BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 271b 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 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=104/Mechanical, 2=336/0-8-0, 5=145/Mechanical Max Hoa 2=241(LC 10) Max Uplift 4=-45(LC 10), 2=-172(LC 10), 5=-114(LC 10) Max Oral 4=118(LC 15), 2=341(LC 15), 5=171(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-6=-11 M07 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40tt; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MI 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 4 SYP No.2 crushing capacity of 565 psi, Joint 5 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at jolm(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except (jt=lb) 2=172,5=114. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parks East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING -Verify desf9n Paremetersand READ NOTES ON THISAND INCLUDED MF-EKREFERANCE PAGEMII-T4>,1 rev. IDD320159EFORE USE. ' Design void for use only with Mifea connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses antl truss systems, seeAfISVIPII CualBByy Chain, COB-89 and BCSI SuldbC Component 6904 Parke East Blvd. Safety InformaSonovailable from Truss Plate Institute, 218 N, Lee Street, Suite 312, Aleeondrlo. VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 40034 SLCAVATERSTONE T77293433 1817199 E7V1 Jack-• 1 1 Job Reference o tional Builders FirslSDurce (Plant City, FL), Plant City, FL- 33567, 8,240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:38 2019 Page 1 3x4 Scale = 1:22.8 5.6.8 Plate Offsets (X,Y)-- [2:0-2-1,0-0-81,(3:0-3.7,0-1-61 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.10 6-12 >822 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Ven(CT) -0.10 6-9 >823 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Hom(CT) -0.03 5 r1a ri BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 29 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 4=117/Mechanical, 2=357/0-8-0, 5=166/Mechanical Max Horz 2=241(LC 10) Max Uplift 4=-102(LC 10), 2=-160(LC 10), 5=-38(LC 10) Max Grav 4=137(LC 15), 2=363(LC 15). 5=194(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 gb) or less except when shown. TOP CHORD 3-8=-715/575 BOT CHORD 2-6=-799/724, 3-6=-6867758 Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 6-6-13 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ff; B=451t; L=40ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except 61=1b) 4=102. 2=160. Joaquin Velez PE NGS8182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 10,2019 Q WARNING - Veritydeslgnparahtenand BEAD NOTES ON THISAND INCLUDED MmEKREFERANCEPAGEMIFTanreV. IGNaa4ISBEFOBE USE. Design valid for use only with MITek@ connectors. lhls design Is based only upon parameters shown, and Is for on individual building component, not a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndlvlduol truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabriconon.storage, delvery. erection and bracing of husses and III systems. seeANSVIPll QualNNyy Cdferb.D6B-09 and SCSI Building Component mlchnatbnavoloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312. 69N Parke East third.Safety Alexantlrio. VA 22314. Tampa, FL 33610 Job Truss Truss Type Day Ply LOT 40/2/34 SLCMATERSTONE T17293434 1817199 E7V2 Jack- � - 1 1 Job Returence (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s May 13 2019 MiTek lndustdes, Inc. Mon Jun 1010:18:39 2019 Pagel ID:6gDIOH2OVeg1 Nkl sxoNemzyuULB-hedw9iCDF97cOr5uOBFObndOELnK79ynplxtEez7jek -7-4-0 IN 7-0.0 1-4-0 3-6-8 3-5.8 Scale = 1:22.9 3x4 Plate Offsets (X,Y)-- 12:0-1-13,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.66 Vert(LL) 0.23 6 >365 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Verli -0.22 5-6 >380 180 BCLL 0.0 ' Rep Stress III YES WB 0.00 Horz(CT) -0.07 5 Na 1 BCDL 10.0 Code FBC2017/TP12014 Matil Weight: 27111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 4=149/Mechanical, 2=359/0-8-0, 5=114/Mechanical Max Hom 2=241(LC 10) Max Uplift 4- 133(LC 10), 2= 159(LC 10), 5=-18(LC 10) Max Grav 4=177(LC 15), 2=365(LC 15). 5=143(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3.8- 702/569 BOT CHORD 2-6=-8011734, 3-6=-698i BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pull ins. BOT CHORD Rigid ceiling directly applied or 6-7-11 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.epsf; h=15ft; 6=45ft; L=40f1; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load o1 20.Opsf on the bottom chard in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 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 100111 uplift at joints) 5 except (jt=lb) 4=133, 2=159. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 10,2019 ,&WARNING -Verity dex/9npremafere en4READ NOTES ON THIS AND INCLUDED Mm KREFERANCEPAGEMO.74MLeV. iWDX015BEFOREUSE. Deslgn valid for use only with MOek® connectors, This design Is based only upon parameters shown, and is for on Individual building component, not a truss system.. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this caslgn into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stobility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and muss systems. seeANSVrPII Cualtltlyy CMMa, DSS49 and SCSI Building Component 6904 Parke East Blvd. Sobry mlolmalbrxrvallable mom Truss Plate Institute, 216 N. Lee Street, Suite 312. Aleacrdrio. VA 22314. Tampa, FL 33610 Job. Truss Truss T/me Oty Ply LOT 40(7J34 SLC/WATERSTONE 1/ T17293435 1817199 E7V3 JACK\ .4 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8240 s May 13 2019 MiTek Industries, Inc. Man Jun 10 10:18:40 2019 Page 1 ID:6gDIGH2OVegl NklsxotlemzyuULB-9oAIN2DrOTFTd7g4_vmFB79dNl9BkcBx2yhsm5z7j8j -L4.0 1-fi-8 7-0-0 1.4.0 1-fi-e 5 5 8 ' Id 3. so 12 Scale = 1:22.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (foe) Idol Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ve11 LL) 0.19 3 >436 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.19 3-5 >435 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 HOrz(CT) -0.15 5 1 1 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 261b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SO M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ildsize) 4=18a/Mechanical, 5=60/Mechanical, 2=319/0-8-0 Max Hom 2=241(LC 10) Max Uplift 4=-195(LC 10), 2=-182(LC 10) Max Grav 4=228(LC 15), 5=121(LC 3), 2=325(LC 15) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15tt; B=45ft; L=40tt; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 4=195, 2=182. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 O WARNING -Venry desrgn Pexmerms and READ NOTES ON THIS AND INCLUDED MI EKREFERANCEPAGEMirilil rev. lUle30o15 BEFORE USE. Design valid for use only with MneM connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing a always required for stability and to prevent collapse with possible persona? Nury and property damage. For general guidance regarding Me fobricaHom storage, delivery. erection and bracing of husses and truss systems. seeANSI IVII Gil Cmnb, DSB49 and SCSI Budding Component Safety Tnfoenafbnavotable from Truss Plate Institute. 219 N. use Sheet. Suite 312. Alexandria, VA 22314, Welk' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Tame ' Oty Ply LOT 4r0/2134 SLCNdATERSTONE ' T17293436 18171M E22 Jack- ,. Truss 1 1 l l ' Job Reference (optional) Builders FirelSource (Plant Gay, FL), Plant City, FL - 33567, 2x4 = 8.24U S May 132U19 MI I OK industries, Inc. Mon Jun 1u tun 8:31'Lu19 Page l IDIZYcBAOGNbVAfFo43ovpJT9ypvsO-w38uUzBC7i712dULyW6BG5HCX7B97Yzcz27ty6z7j8s Scale = 1:10.1 LOADING (psi) SPACING- 2-0-0 Cl DEFL. in (lac)/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 2 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 7lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=79/0-8-0, 2=49/Mechanical, 3=30/Mechanical Max Hom 1=58(LC 10) Max Uplift 1=-21(LC 10), 2=-47(LC 10), 3=-5(LC 10) Max Grav 1=82(LC 15), 2=58(LC 15), 3=38(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 2-2-8 oc purling. 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.Bpsf; h=15ft; B=45ft; L=40N;eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 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 Ib uplift at joints) 1, 2, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ®WARNING - Verity design parsmtersand READ NOTES ON TH/SANDINCLUDED MmEArREFERANCEPAGE MIe-Nniee'abases""FOREUSE Design valid for use only with MBek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the opplicabllily of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or hord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTFII Caall1lyy Criteria. DSB49 and all BUIdNp Component 6904 Parke East Blvd. Safety Informallorravailable from Truss Plate Institute, 218 N, Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Tvine Cry Ply LOT 40[2/34 SLCMlATERSTONE s x II T17293437 1817199 G1 Speci. as 3 1 l S Job Reference (optional) Builders RrslSource (Plant City, FL), Plant City, FL- 33567, i 8.240 s May 13 2019 MTek Industries, Inc. Mon Jun 10 10:18:412019 Scale = 1:33.4 46 = 3x6 _ 6xe = 3x6 = Plate Offsets (X,Y)-- 12:0-2-12,0-1-81,16:0-6-0,0-0-21,17:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.12 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Ved(CT) -0.26 7-10 >866 180 BCLL 0.0 ' Rep Stress Incr YES VIE 0.22 Horz(CT) 0.03 6 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 83 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=688/Mechanical, 2=765/0.8-0 Max Horz 2=211(LC 9) Max Uplift 6=-309(LC 10), 2=-416(LC 10) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1162/851, 3-4=-875/651, 4-5=-876/654, 5-6=-11701905 BOT CHORD 2-7=-652/1073, 6-7=-712/1032 WEBS 4-7=-264/531, 5-7=416/446, 3-7=-403/379 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.Bpst h=151q B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8.0. Interior(1) 2-B-0 to 5-4-0, Extedor(2) 5-4-0 to 13-4-0. Interior(1) 13-4-0 to 14-8-0, Exterior(2) 14-B-0 to 18-8-0 zone;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 pal bottom chord live load nonconcurrent with anyother live loads. 4) - 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. 5) Bearings are assumed to be: , Joint 6 SYP No.2 crushing capacity of 565 psi. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except 61=11o) 6=309, 2=416. Joaquin Velez PE No.68182 MTek USk Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 AWARNING -VeHrydaslgh,memaiand READ NOTES ONTHIS AND INCLUDED MrTEKREFERANLEPAGE MIA7473.,IraroY101SBEFORE USE. �■ Design valid for use only with M6ek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not wr a truss system.. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or Chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with passible personal Injury and properly domage. For general guidance regarding the fabrication, storage. delivery. erection ontl bracing of trusses and truss systems. seeANSUIPII Quality Cmrrdo, OSI-89 and SCSI Building Component 61 Pad. East Blvd. Safety Infoenallorsavoiloble from Truss Plots Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Tyne Cry Ply LOT 40/2/34 SLCANATERSTONE x T77293438 1817199 G7 (/ Species ss 1 1 \ Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 5x8 = 8.240 s May 13 2019 Mi 4x6 It Inc. Man Jun 1010:18:482019 Pagel 4x6 = 2.4 II 5x8 = 4x10 MT20HS= 5x8 = 4x6 = Bx10 = LOADING (pi SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 RCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2'Except' 1-3: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 'Except' 9-12: 2x4 SP No.1 WEBS 2x4 SP No.3'Exci 13-14: 2x4 SP ND.1 Scale = 1:52.4 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 1.00 Vert(LL) 0.3713-14 >934 240 MT20 244/190 BC 0.82 Ven(CT)-0.4813-14 >721 180 MT20HS 187/143 WB 0.93 Horz(CT) 0.13 9 n/a n/a Matdx-MSH Weight: 152 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4.6-2 oc bracing. REACTIONS. (lb/size) 2=2402/0-8-0, 9=1727/0-8-0 Max Hom 2=-219(LC 6) Max Uplift 2= 1307(LC 8), 9=-91B(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4670/2428, 3-4>4834/2623, 4-5=-4991/2660, 5-6=-4989/2658, 6-7=-2934/1539, 7-8=-2980/1521, 8-9=-3244/1663 BOT CHORD 2-15=-1996/4102, 14-15=-1999/4119, 13-14=-2388/4852, 11-13=-1886/4011, 9-11=-1349/2876 WEBS 3-15= 80/527, 3-14=-793/1424, 4 14=-373/171, 5-13=-266/225, 6-13=-710/1186, 6-11=-2547/1419,7-11=-1192/2401, 8-11=-394/274, 4-13=56/585 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15h; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=1b) 2=1307, 9=918. 8) Hanger(s) or other connection dev'me(s) shall be provided sufficient to support concentrated load(s) 114 Ib down and 148 he up at 7-0-0, and 87 Ib down and 164 Ib up at 9-0-12 on top chord, and 371 lb down and 194 Ib up at 7-0.0, and 65 to down at 9.0-12, and 1251 16 down and 699 lb up at 9-11-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on pace 2 Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: June 10.2019 0WARNING -Vexllyde4lgnpmameferiandREAD NOTES ONTNISANUINCLUUEDMREKREFERANCEPAGEMII-7473rev.ld OISBEFORE USE. Design valid for use only with Mitsui connectors. lnis design is based only upon parameters shown. and is for an individual building component, hot a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into Me overall �Aek' building design, Bracing indicated is to prevent buckling of intlivitlual truss web and/or chord members only. Additional temporary and permanent bracing IS always required for Sol and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the rytiT fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/IPII CualMy Chub, DSBd9 and ICSI Ifuldhp Component 6904 Parke East Blvd. Safety Infoanatbmvallable from Truss 231 Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 24, Tampa, FL 33610 Job Truss Truss Tuna Oty Ply LOT 40/2/34 SLCMATERSTONE T17293438 1817199 G7 Specie as 1 1 l( 1 Job Reference (optional) disarms Flmidource )Plerm uty, FL), Plant CRy, FL-33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:4B 2019 Page 2 ID:6gDIOH2OVegl NklsxoNemzyuULB-wLfJ2nJt7WGKbEHCSaW7ShUuczpVLOc6tCdH2dz7j8b LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-7=-54, 7-I Om 54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-114(F) 15=-371(F) 14=40(F) 4— 87(F) 24=-1251(F) AWARNING - Verify design poldmeref4andREADNOTESONTHMANDINCLUDED MI/EKREFERANCEPAGEMIP74YJme14MY7O15REFOREUSE. Design valid for use only with Mgekd connectors. Phis design is based only upon parameters shown, and Is for on individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated 6 to prevent buckling of individual hiss web cnd/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personallnjury and property damage. For general guidance regarding the Fabrication. storage. delivery. erection and bracing of trusses and truss systems seeANSVWII Gual�Slyy Creno, DS549 d BCSI Building Component Safe Informoldmvalloble from Tluss Plate Institute. 218 N. Lee Street Suite 318 Alexandria. VA 2231lmi 69N Parke East RNd. Tampa, FL y 4. 33610 Jab Truss Truss[-,; Dry Ply LOT 4r0/7J34 SLC/WATERSTONE , T17293439 1817199 G9 Hip Td I 1 1 `` r Job Reference (optional) Builders FBstSource (Plant Gity, 1-1-1, Plant Glty, FL- 3Jb5/, a.L4a s May Id zma MI I on mousmes, Inc. man dun m m:Ii Aurs ID:ZYc6AOGNbVA1Fo43ovpJT9ypvs0.OXDhG7KVuEOBCOsp01RM4u1 BvN7bLdbF6sMq m �1 4x6 = 3x4 = 4x6 = 4 21 5 22 6 3x4 i 3x8 = 3x6 = 3x8 = 3x4 J Scale = 1:51.5 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.46 BC 0.96 AS 0.31 Matrix-MSH DEFL. Ve an Vert(CT) Horz(CT) in (too) I/dell L/d -0.22 10-12 >999 240 -0.4710-12 >730 ISO 0.08 8 n/a rVa PLATES GRIP MT20 244/190 Weight: 140 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc purlins, BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1133/0-8-0, 8=1133/0-8-0 Max Hom 2=-213(LC 8) Max Uplift 2=-580(LC 10), 8=-580(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1979/1503, 3-4=-1704/1257, 4-5=-1485/1211, 5-6=-1485/1211, 6-7=-1704/1257, 7.8=-1979/1503 BOT CHORD 2-12=-1159/1787, 10-12=-995/1668, 8-10=-1159/1749 WEBS 3-12=-378/425, 4-12= 250/505, 5-12=-335/284, 5-10= 335/284, 6-10= 250/505, 7-10=-379/425 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=i Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 3-4-2, Exterior(2) 3-4-2 to 25-3-14, Interior(1) 25-3-14 to 26-0-0, Exterior(2) 26-0-0 to 30-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.fi0 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=11b) 2=580, 8=580. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 AWARNING-Veri/ydesign ndemetersondREADNOTES ONTRISAND INCLUDED MITEKREFERANCEPAGE MIF7C)11,1103tor 16BEFOREUSE. Design valid for use only with MiTek@ connectors. IDls design Is based only upon parameters shown, and Is for an Individual building component, not a I system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of fusses and truss systems. seeANSVIPII Quality CreMa, 06S29 and Ill Building Component Safety InfotmaNemvallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314,. Welk' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Time ( Oly, Ply LOT4 /2/34 SLCAVATERSTONE T77293440 1017199 Gll Hip TA 1 1 x Job Reference (optional) Builders FirstSiource (Plant City, FL), Plant City, FL- 33567. 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:42 2019 Page 1 ID:ZYc6AOGNbVAIFo43ovpJT9ypvsO-6Bl2okF6X4VBIJgTSKpjDOFyYZkJCSBDVGAzrzz7j8h 1-4.0 110.0 15.,1 -8 85-B 22515 -30-0-0 4-0 I -6 I 82 14.0-0 .8 86 40fi2-40 69r 1-- Scale = 1:51.9 Sx6 = 41 = 4 23 5 Baia - 4x6 = �1 0 31 = 3x4 = 3x8 =3x4 = 3x8 = 3xfi J 15.0.0 1B-5-B 28-8.0 9-1-6 5-10.f0 3-5-6 10-2-8 6 of Plate Offsets (X,Y)-- 14:0-3-0,0-2-01. 19:0-2-9,0-161 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) -0.25 11-20 >999 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 SC 0.94 Vert(CT) -0.5311-20 >650 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(CT) 0.07 9 n/a n/a BCOL 10.0 Code FBC2017/TP12014 MatdX-M$H Weight: 156 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1 13310-8-0. 9=1 133/0-8-0 Max Horz 2=-254(LC B) Max Uplift 2=-580(LC 10), 9- 580(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1084/1371, 3-4=-1683/1291,4-5=-1363/1191, 5-6=-1474/1263, 6-7=-1384/1158, 7-8=-1599/1215,8-9=-1881/1404 BOT CHORD 2-14=-1002/1700, 13-14= 649/1295, 11-13= 766/1446, 9-11=-1043/1650 WEBS 3-14=-386/424, 4-14=-252/514, 5-13=-334/435, 6-13=-549/435, 7-11= 306/520, 8-11=-412/437 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8psf; hil B=45f ; L=40h; eave=5ft; Cat. 11; 1 C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 5-4-2, Exterior(2) 5-4-2 to 24-1-6, Interior(1) 24-1-6 to 26-0-0, Extedor(2) 26-0-0 to 30-0-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 101 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 6t=1b) 2=580, 9=580. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 3361D Date: June 10,2019 Q WARNING- Verify design paramefers and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE MX74l 10101015 BEFORE USE. Design valid for use only with Miler connectors. this design Is based only upon parameters shown, and is for an Individual building component, not ��- a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. Storage, delivery, erection and bracing of trusses and hass Systems seeANSVIPII Duality Citadel Dsea9 and Ill Building Component 6904 Parka East Blvd. Safety Inform otbrwoiloble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss yme City Ply L0T 49M�34 SLC/WATERSTONE T17293441 1817199 G13 Specia. AS 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567. 4.6 = 6.00 12 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:43 2019 Page 1 Scale = 1:52.8 w 1d 3x4 all 3x4 = like = 2x4 II 3x0 = = Plate Offsets (X,Y)-- (2:0-0-4,Edgel,13:0-3-0,0-3-01,(6:0-5-8,0-2-41.(7:0-0-12,Edgel LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ven(LL) -0.22 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Verl(CT) -0.41 10-12 >849 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.06 7 Flat n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 141 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Excei TOP CHORD 6-B: 2x4 SP No.1 SOT CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1133/0-8-0,7=1133/0-8-0 Max Holz 2=-294(LC 8) Max Uplift 2=-580(LC 10), 7=-580(LC 10) Max Grail 2=1143(LC 15). 7=1135(LC 16) FORCES. (lb) -Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1888/1264, 3-4=-1701/1219, 4-5=-200Ill 588, 5-6=-1717/1308, 6-7=-1829/1238 BOT CHORD 2-12=871/1839, 10-12=-482/1224; 9-10- 845/1561, 7-9=-843/1554 WEBS 3-12- 430/420, 4-12- 282/717, 4-10- 777/1137, 5-10=-1013/863, 6.10=-145/459 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 5-7-9 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vascll24ri TCDL=4.2psf; BCDL=5.8psf; h=1Sit; B=4511; L=40ft; eave=5f ; Cat. II; Exp C; Encl., GCO=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interjor(1) 2-8-0 to 9-0-0, Exterior(2) 9.0.0 to 17-0-0, Intedor(1) 17.0-0 to 17-9-8, Exlefior(2) 17-9-8 to 24-5-8, Interior(1) 24-5-8 to 26-0-0, Extedor(2) 26-0-0 to 30-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads, 5) ' This truss has been designed for a live load of 201 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 = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=580, 7=580. Joaquin Velez PE NoB8182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING - Wrilydes/gnperemeterFen✓ READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE MIF7473ree lNoacuriS BEFORE USE. Design valid for use only with Mile& connectors. this design is based only upon parameters shown, and Is for an individuol bullding component, not a truss system, Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building di Bracing Indicated u to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1L.p MOW is always required tot stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the ryy Criteria, D3549 and BCSI Building Component fabrical storage, delivery. erection and bracing of trusses and truss systems, seeAN3VTPIt Quo 021 69N Pare East Blvd. Safety Infamsatbnforwa le from Truss Rote Institute, 218 N. Lee Street Suite 312, Alexandrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Tt ^9 Oty Ply LOT 4nl2/34 SLC/INATERSTONE T17293442 1817199 G15 Specie. ss 1 1 `/ � Job Relerence (optiona0 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:44 2019 4x6 = 6.00 F12 Scale=1:52.B 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip COL 1.25 Lumber DOL 1.25 Rep Stress Incr YES CO,e FBC2017RPI2014 C51. TC 0.85 BC 0.83 We 0.55 Matrix-MSH DEFL. Ve en Vert(CT) H0rz(CT) in (Joe) Well L/d -0.18 10-12 >999 240 -112-15 >977 180 0.07 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 138 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-9 Oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1133/0-8.0, 7=1133/0.8-0 Max Harz 2=-294(LC B) Max Uplift 2=-580(LC 10), 7= 580(LC 10) Max Grav 2=1134(LC 15), 7=1133(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1881/1235, 3-4=-1690/1192, 4-5=-1809/1296, 5-6=-1687/1251, 6-7=-1925/1278 BOT CHORD 2-12= 850/1816, 10-12= 468/1213, 9-10= 1196/2067, 7-9=-909/1659 WEBS 3-12=431/410, 4-12=-279/691, 4-10= 493/871, 5-9=-618/436, 6-9=-313/i 5-lp=-790/700 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuI1=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.epsf; h=15ft; 6=45ft; L=40tt; eave=5h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 2-8-0, Interici 2-8-0 to 9-0-0, Extedor(2) 9-0-0 to 17-0-0, Interior(1) 17-0-0 to 19-9-8, Extedor(2) 19.9-8 to 30-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chard 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=580, 7=580. Joaquin Vii PE No.68182 MTek USA, Inc. FL Cod 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 10,2019 QWARNilienlydes/gaperemeteraend READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMIP,4na ,lO 015BEFORE USE. ��- Design void for use only with Miiek,e connectors. Ais design h based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the builtling designer must verify the applicability of design parameters and properly Incorporate Ins design Into the overall building design. Brocing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems. areABSUIP11 Gil Cdbrb. DSB49 and BCSI Buldbp Component 69N Parke East Blvd. Sohly Infomrellamavoiloble from Truss Plots Institute, 218 N. Lee Sheet Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss T•^9 Oly Ply LOT 4nM/34 SLC/WATERSTONE T77293463 1817199 G17 Specie. as 1 1 Job Reference (optional) Builders FirstSource (Plant City, Fy, Plant City, FL - 33567, 6.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:45 2019 Axe = 6.00 12 Scale = 1:62.8 3x4 = 3x4 = 3x4 = 3x4 = 3x8 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/rP12014 CSI. TC 0.72 BC 0.83 WB 0.56 Matrix-MSH DEFL Vert(LL) Vert(CT) Hom(CT) in (loc) Udefl Ud -0.1911-13 >999 240 -0.36 13-16 >958 180 0.07 8 Na We PLATES GRIP MT20 244/190 Weight: 141 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1133/0-8-0, 8=1133/0-8-0 Max Ham 2— 294(LC 8) Max Uplift 2=-580(LC 10), 8=-580(LC 10) Max Grav 2=1134(LC 15), 8=1133(LC 1) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1882/1207, 3-4— 1690/1162,4-5=-1838/1286,5-6=-2863/1853, 6-7=-2497/1621, 7-8=-1969/1293 BOT CHORD 2.13= 848/1815, 11-13=-460/1211, 10-11— 1124/2041, 8-10=-964/1731 WEBS 3-13=-433/417,4-13=-282/693, 4-11=-508/943, 5-11=-801/651, 5-10=507/906, - 6-10— 1277/826, 7-10=.537/1008 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VU1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 8CDL=5.8psf; h=15h; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Extedor(2) 9-0-0 to 17-0.0. Interior(1) 17-0-0 to 21-9-8, Exterior(2) 21-9-8 to 30-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panting. 4) This truss has been designed for a 10.0 pi 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 2=580, 8=580. (6 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: June 10,2019 ,&WARNING-Verirydes/9APe/smeferseAd READ NOTES ON TNISANO/NCLUDED MITEKREFERANCEPAGEMIF74T3re, NyD IS BEFORE USE Design valid for use only with MIek® connectors, This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMII Quit! MMyy Chub, DSB-09 and BCSI BuldYsp Component 69M Parke East Blvd. Safety Infomra onovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexcr iO. VA 22314. Tampa, FL 33610 Jab Truss Truss-e Dry Ply LOT 40I9J34 SLCANATERSTONE I 3444 /` T1729 1817199 G19 Sped- ss 1 1 � Job Reference footionall builders Flrslbource (Plant Glly, FL), Plant Glly, FL-33567, 46 = 6.00 12 8.240 a May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:46 2019 ID:ZYc6AOGNhVA1Fo43ovpJT9ypvs0-_yYZd5lcbJOcLw7EKAlINGPcCA67887p0u8, Scale = 1:52.8 ) a 0 3.4 = 3x4 = 3x4 = 3x6 = SxB = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.32 10-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Veri-0.4810-11 >716 ISO BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Hoa(CT) 0.07 8 n/a h/a BCDL 10.0 Code FBC20177TPI2014 Matrix-MSH Weight: 141 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1132/0-8-0, 8=1128/0-8-0 Max Horz 2— 294(LC 6) Max Uplift 2=-581(LC 8), 8— 588(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 1879/882, 3-4=-16B7/847, 4-5=-1855/931, 5-6=-4156/1884, 6-7=-3464/1521, 7-B=-2035/913 BOT CHORD 2-13=-632/1799, 11-13=-306/1198, 10-11=-800/2006, 8-10=-714/1804 WEBS 3-13=-435/358, 4-13_ 228/684,4-11=-380/966, 5-11=-760/505, 5-10= 900/2110, 6-10— 1955/952,7-10=-763/1827 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Bpsf; h=15tt; B=45ft; L=40ft; eave=5ft; Cal. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber OOL=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 pal bottom chord live load nonconcurrent with any other live loads. 5) , This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 01=11b) 2=581, 8=588. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 4lb down and 10lb up at 26-5-8 on top chord, and 5lb down and 231b up at 26-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-6=.54, 6.7=-54, 7-9=-54, 14-17=-20 Concentrated Loads (lb) Vert: 7=9(B) 22=5(B) Joaquin Vale% PE No.68182 MiTek USA, Inc. FL Cer 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING -yerlrydes/9A par amerosend READ NorESON MIS AND INCLUDEDMmEKREFERANCE PAGE A01-7473ii lgTJ1!a1S BEFORE USE. Design valid for use only with MrekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. me building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Inlury and properly damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems. weANSVIPII Satuday CMeria, DSS-09 and 601 Building Companion) 69N Parke East Blvd. Safety Infamratbrnvailable from Truss Plate Institute. 218 N. Lee Street S.I. 312. Alexontlrio. VA 22314. Tampa, FL 33610 Job Truss Truss Tne Oty Ply LOT 40/2/34 SLC/WATERSTONE x T17293445 1817199 GX Specie.. as 1 1 \% x ! Job Reference (optional) Builders FirstSouroe (Plant City, FL), Plant City, FL - 33567, 8.240 s May 13 2019 Mil Industnes, Inc. Man Jun 10 10:18:50 21319 Page 1 I D:6gD 10H2OVeg1 Nk1 sxoNemzyuULB-tjn4TTL7fYW 2gYR7Z7ybY6aO4neo46kPLW 607 W z7j8Z 4x6 = Scale=1.33.8 ITo Sx6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.D - BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC20171TP12014 CS'. TC 0.24 BC 0.19 We 0.12 Matrix-SH DEFL. in (too) I/deft Ud e 1(LL) -0.00 1 hilt 180 Vert Vert(CT) 0.00 1 Ill120 Horz(CT) 0.00 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 90 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc patina. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 18-8-0. (Ile) - Max Hoa 2=211(LC 9) Max Uplift All uplift 100lb or less at joints) 10, 15, 16, 12 except 2=-154(LC 10), 17=-112(LC 10), 13=-102(LC 10),11=-161(LC 10) Max Grav All reactions 260 Ib or less at joints) 10, 2, 14, 15, 16, 13, 12 except 17=261(LC 15), 11=291 16) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-94/357, 6-7=-94/357 WEBS 5-15=-145/315,3.17— 192/306, 7-13= 145/318, 9-11— 205/420 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull60mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=5.8psf; h=151t; B=45h; L=40ft; eave=21t; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2) 2-8-0 to 5-4-0, Corner(3) 5-4-0 to 13-4-0, Extenor(2) 13-4-0 to 14-8-0, Corner(3) 14.8-0 to 18-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Lumber designated with a "P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used In this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 10) All bearings are assumed to be SYP li crushing capacity of 565 psi. Joaquin Velez PE No.68182 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 15, 16, 12 Ill USA, Inc. FL Cad 8634 except (jt=lb) 2=154, 17=112, 13=102, 11=161. 6904 Parke East Blvd. Tampa FL 33610 Date; June 10,2019 AWARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGE M674731i 1NO3,20159EFOREUSE sex�es Design valid for use only with MITelN9 connectors. This tleslgn is based only upon parameters shown. and is for an individual building component. not ■` a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' u always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPIT Qualify Criteria. DSB49 and SCSI Eulding Component 6904 Parke East Blvd. Safety mformpNonavoiloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22J 14. Tampa, FL 33610 Job Truss TrussT ^e Oty Ply LOT 40/PJ34 SLC/WATERSTONE 1 T172934d6 1817199 M Roof , ,al 3 1 Job Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL- 33567, �t 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:51 2019 ID:6gDlOH2OVegI Nkl sxoNemzyuULB-LvLSgpUQrevShOB7)Tg4JSS2BtGpTrYZAt 6xl2 MT20HS 1 3x4 = 2x4 II 46 = 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 Mar YES BCDL 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 4-10: 2x4 SP No.3 WEBS 2x4 SP No.3 Scale=1:46.6 CSI. DEFL. in (too) Udell Ud PLATES GRIP TIC0.80 Vert(LL) 0.19 7-19 >459 240 MT20 244/190 BC 0.69 Vert(CT) 0.16 7-19 >565 180 MT20HS 1871143 WB 0.45 Horz(CT) -0.04 7 n/a n/a MatAx-MSH Weight: 103 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOTCHORD Rigid ceiling directly applied or 5-1-6 cc bracing. Except: 5-11-0 cc bracing: 8-10 JOINTS 1 Brace at Jt(s):8 REACTIONS. (Ib/size) 2=603/0-4.0, 5=355/0-4-0, 7=785/0-4-0 Max Hom 2=397(LC 9) Max Uplift 2=-637(LC 10), 5=-441(LC 10), 7=-647(LC 10) Max Grav 2=603(LC 1).5=403(LC 20), 7=785(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 655/1024, 3-4=-276/333, 4-5=-257/192 BOT CHORD 2-11=-1179/517, 10-11- 1179/517, 8-10=-652/332, 4-8=-257/188 WEBS 3-11=-426/248, 3-10=-499/921, 4-7= 491/537 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=5.8psf; h=15ftl 8=45ft; L=40ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 8-6-0. Exterior(2) 8-8-0 to 16-8-0, Intedor(1) 16-8-0 to 18-8-0, Exteripr(2) 18-8-0 to 22-8.0 zone; cantilever left and right exposed; end vertical left and Tight exposed; porch left and right exposed for members and forces 8 MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint 4 = 16 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except fjt=lb) 2=637, 5=441, 7=647. Joaquin Velez PE No.68182 MTak USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 10,2019 ,&WARNING-wn/y Jeslgnperemetersantl READ NOTES ON TRISANDINCLUDED MmEKRE£ERANOEPAGEMI47473rev. fON1¢OfSBEFORE USE Design valid for use only with Mil connectors. Mis design is based only upon parameters shown, and Is for an individual building component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into me overall bulldingdeslgn. Bracing Indicated is to prevent buckling of Ind victual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and buss systems. seeANSVTPII Duali1ryty Cdleda. D63-09 and SCSI Suldhp Component SafetyInfpenalkncvailable from Truss Plate Institute.21B N. Lee Street, Suite 312. Alexondri, 6904 Parke East Blvd. VA 2ll 4. Tampa, FL 33610 Job Truss Truss T, City Ply LOT4n11134SLC/WATERSTONE r /\ T17293447 1817199 1 Monop.. 2 1 Job Reference (optionap Builders FirstSource (Plant City, FL). Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:512019 Page 1 ID:6gDlOH2OVegl Nkl sxoNemzyuULB-LvLSgpLlOrevShOB7jTg4J60v0sZpYNYZArxtyz7j8Y 7-8-0 1.4.0 7-8-0 2x4 II 3.6 II 4 3x4 = 3.6 11 LOADING (psi) SPACING- 2-0-0 CS'. TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 TCDL 7.0 Lumber DOL 1.25 BC 0.74 BCLL 0.0 ' Rep Stress Incr YES W B 0.16 BCDL 10.0 Code FBC20171TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (IWsize) 2=370/0-4-0, 6=25810-3-8 Max Hom 2=275(LC 9) Max Uplift 2=-387(LC 10), 6=-240(LC 10) FORCES. Ila) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-221/327 WEBS 3-6=-569/548 DEFL. in (loc) Well Lid Ved(LL) 0.35 6-10 >247 240 Vert(CT) 0.30 6-10 >289 180 Horz(CT) -0.01 2 n/a n/a Scale = 1:26.4 PLATES GRIP MT20 2441190 Weight: 37 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-4-3 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=i 60mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Bpsf; h=15ft; B=45fp L=4011; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interjor(1) 2-8-0 to 3-6-4, Exterior(2) 3-6-4 to 7-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left 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 psi 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 2=387,6=240. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING -Verity des/gnparameMrswaIREAD NOTES ON THISANOINCLUO£O MITEKREFERANCEPAGEMIA747i 10111JRe15BEFORE USE. Design valid for use only with Wapiti, connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this doslgn Into the overall buildingdesign Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPIt Quality Criteria. DSB49 and SCSI Bull CompOn�nt Safety Infomrae9mvolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M!T®k 6904 Parke East Blvd. Tampa, FL 33610 J Truss Trus Oly Ply LOT SLCANATERSTONE Job r i rAOIn/34 T77293448 1817199 MG Flat GI,. . 1 2 \ \. Job Reference (optional] Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s May t3 2o18 MI T ex Industries, Inc. Mon dun iO 10:18x2 2Oi9 rage 1 ID:6gDIOH2OVeglNklsxoNemzyuULB-p6vqu9MNB9mm3rbOh0 3dXfnTbCUYwuiogbVBOz718X I I 2x4 II 4x6 = 3xa 11 3x4 = Scale = 1:26.6 LOADING (pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TIC 0.18 BC 0.69 WB 0.47 Matril DEFL. in Vert(I-Q 0.03 VBd(CT) -0.04 Horz(CT) 0.01 (loc) I/dell Ud 4-5 >999 240 4-5 >999 180 3 n/a Was PLATES GRIP MT20 2441190 Weight: 8511c FT=20% LUMBER- BRACING - TOP CHORD 2x4 Sid No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 Sid No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size). 3=1868/0-8-0, 5=2207/0.3-8 - Max Horz 5=-249(LC 6) Max Uplift 3=-909(LC 8). 5=-1098(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ile) or less except when shown. TOP CHORD 2-3=-2871/1406 BOT CHORD 4-5=-120612553, 3-4=-120612553 WEBS 2-5=-2904/1498, 2-4=-1140/2442 NOTES- 1) 2-ply truss to be connected together with 1 Od (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 connected as follows: 2x4 - 1 row at 0-9.0 Ga. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10: VuIt=160mph (3-second gust) Vasdl24ni TCDL=4.2psf; BCDL=5.8psf; h=I 5f ; B=45fr; L=401t; eave=5h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5)' This truss has beemdesigned 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) All bearings are assumed to be SVP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except (jt=lb) 3=909, 5=1098. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 1182lb down and 596 lb up at 1-4-12, and 1181 lb down and 5961b up at 3-4-12, and 1181 If, down and 599 lb up at 5-4-12 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 5-6= 20 Concentrated Loads (lb) Vert: 9— 1162(B) 10— 1181(B) ll=-1181(B) Joaquin No.68182 MiTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MRERREFERANCE PAGE MIF747i 14,03,2015 BEFORE USE. Design valid for use only with Mifek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M)Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPIT GualIly CMnla, Di and IIC51 Building Component 6904 Parke East Blvd. Solely lnformationow ilable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss T,— v City Ply LOT 401'x/34 SLC/WATERSTONE `/ 1/ T77293449 1817199 � MX GABLE 1 1 \, Job Reference (optional) Builders F1rst5ource (Plant City, FL), Plant Gny, FL- 33567, O1 8.240 s May 132019 MiTek Industries, Inc. Mon Jun 1010:18:53 2019 Page 1 gl Nkl sxoNemzyuULB-HITC5VN?yTudh?AaFBVJ9kCnX_YkHNKr1 TK2krz7j8W 6,12 MT20HS 3x4 = 4x6 = Scale = 1:46.6 LOADING (psQ TCLL 20.0 TCDL 7.0 8CLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber COL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.80 BC 0.69 WB 0.45 Matrix-MSH DEFL. in floc) Udell Ud Vert(LL) 0.19 7-35 >459 240 Vert(CT) 0.16 7-35 >565 180 Horz(CT) -0.04 7 1 1 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 131 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. Except: 4-10: 2x4 SP No.3 5-11-0 oc bracing: 8-10 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):8 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=603/0-4-0, 5=355/0-4-0, 7=785/0-4-0 Max Horz 2=397(LC 9) Max Uplift 2=-637(LC 10), 5=-441(LC 10), 7=-647(LC 10) Max Grav 2=603(LC 1), 5=403(LC 20), 7=785(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-655/1024, 3-4=-276/333, 4-5=-257/192 BOT CHORD 2-11=-11791517, 10-1 1=-1 179/517, 8-10=-652/332, 4-8=-257/188 WEBS 3-11=-426/248, 3-10= 499/921, 4-7=-491/537 NOTES- 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8psf; h=15ft; B=45It; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exierior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 8-8-0, Exterior(2) 8-8-0 to 16-8-0, Interior(1) 16-8-0 to 18-8-0, Exterior(2) 18-8-0 to 22-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) The Fabrication Tolerance at joint 4 = 16 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 9) ' 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 (he bottom chord and any other members. 10) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11c) 2=637, 5=441, 7=647. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 QWARNING - Verily designperameIs. and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEMIF74".n.. 10,0342015BEFOREUSE. Design valid for use only with Mil connectors. This dai 1s based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII CualBByy Cdfedo, OSS-89 and BCSI Building Component Safety InfommBonavailoble from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandno. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss T.• Ply=r�134flSTONET17293450 1B17199 MX1 GABL 1 Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8,240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:54 2019 Pagel ID:6gDIGH2OVegl NklsxoNemzyuULB-IU1aJrOejmOUJ91mor0Yiyk2KO??OxE G74bGHz7jBV Scale = 1:19.7 46 = m d 21 = 2x4 = LOADING (psi) SPACING- 2-" CSI. DEFL. In (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ven(LL) 0.01 - 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.01 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.03 Horz(CT) -0.00 4 n/a i BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 33 Be FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Stmclural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 2=36810-4-0, 4=368/0-4-0 Max Hors 2=109(LC 9) Max Uplift 2=-387(LC 10). 4=-387(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-241/495.3-4=-241/495 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.Bpst; h=15ft; B=45ft; L=40ft; eave=5ft; Cal. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, orconsult qualified building designer as perANSVrPI 1. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=1b) 2=387, 4=387. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 ,&WARNING- Vedrydesl9n14rem0ish nd READ NOTES ON THIS AND INCLUDED M//EKREFERANCEPAGEMI47473mx 10,1712015 BEFORE USE. Design valid for use only with Mil connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of intlividuol truss web and/or chord members only. Additional temporary antl permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricaeoa storage. delivery. erection and bracing of trusses and truss systems. SeeANSU1Pl1 Gun Ny Crffs&. DSl 9 end SCSI Building Component Safety lnforma8msovotable from Truss Plate Institute. 21 B N. Lee Street, suite 312. Alexantl4a VA 22314. 69U Parke Easi Blvd. Tampa, FL 33610 Jab Truss ^a TrussT- City Ply OT4P^�/34 SLQWATERSTONE ' a (\ T17293451 1017199 PB Piggy[- . Truss 5 1 L1-b Reference (optional) Builders First5ource (Plant City, FL), Plant City, FL - 33567, 2x4 = 8.240 a May 13 2019 Mi f eK Industries, Inc. Mon Jun 1 U 1 U:18:55 2019 Pagel ID;BgDIDH2OVegl Mil sxoNemzyuULB-DhazWAPGT46LwJJ2MYYnE9HJcoNGIOv8Unp9ojz7j8U 30 = 'IMIB Scale n 1:9.1 b Plate Offsets (X,Y)-- 13:0-2-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 4 n/r 180 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(CT) 0.00 4 Nr 120 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 HorI 0.00 4 Na Na BCDL 10.0 Code FBC2017/1PI2014 Matrix-P Weight: 121b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (go/size) 2=135/2-8-14,4=135/2-8-14 Max Horz 2=-41(LC 8) Max Uplift 2=91(LC 10), 4=-91(LC 10) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-8-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124ri TCDL=4.2psf; BCDL=5.8ps1; h=15tt; B=451t; L=408; eave=5ff, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 2, 4. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Vi PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 OWARNING- Ved/ydesignparamefenand READ NOTES ON TN/SANDINCLUDED MREKR£FERANCEPAGEMX74"nW. IMWDISBEFORE USE. Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fabrication.storage, delivery, erection and bracing of trusses and truss systems seeANSVIPI I Quaply Criteria, DS329 and SCSI Building Component Safety NfomsalbMvolloble from Truss %ate Institute. 218 N. Lee Street. Suite 312, Nexondrio. VA 22314. ��- MiTek' 69W Parke East BNd. Tampa, FL 33610 Jab ' ) Truss Truss T^= - City Ply LOT 40/?/345LCAVATERSTONE r T17293452 1817199 PB1 Piggy - truss 2 1 Job Reference (optional) Builders FirsiSource (Plant City, FL), Plant City, FL - 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:18:55 2019 Pagel ID:6gDIOH2OVegl NklszoNemzyuULB.DhazWAPGT48LwJJzMYYnE9HJboNdlOv8Unp9ojz718U 2.0.0 2.8.0 4-8-0 r 2.0.0 0-8.0 2-0-0 46 II 2x4 = 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) 0.00 4 n/r 180 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Veri 0.00 4 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n1a BCDL 10.0 Code FBC2017ITP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (Ib/size) 2=135/2-8-14, 4=135/2-8-14 Max Horz 2=-37(LC 8) Max Uplift 2=.91(LC 10), 4— 91(LC 10) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:9.2 0 6 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% Structural wood sheathing directly applied or 4-8-0 oc puriins. 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=1601(3-second gust) Vasd=124mph; TCDL=4'.2psf; BCDL=5.Bpsf; h=15tt; B=45ft; L=401t; eave=5ft; Cat. II; Ell C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 2, 4. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.63182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 OWARNING- Yedrydesrgnpmzmetersand READ NOTES ON TN/SAND INCLUDED MITEKREFERANCE PAGE MIN423®a. rISTM2015BEFORE USE Design valid for use only with Mlrek® connectors, This design is based only upon parameters shown. and Is for On individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is olways required for stability and to prevent collapse with passible personal Injury and property dcmage. For general guidance regarding the fabrication, storage, delivery, election and bracing of trusses and truss systems seeANSVIPII Gui CdfeAa. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Into. oBenovailable from Truss Plot. Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss City Ply LOT q""'r345LCAVATERSTONE , ( T77293453 1817199 R2 Jack-F_.r Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:56 2019 Page 1 ID:ZYc6AOGNbVAfFo43ovpJT9ypv Q-htBLkWPuEOGCYTu9wG30nNgOzgiUr9HjR7jK9z7jBT Scale=1:10.7 Plate Offsets (X Y)-- [2:0-0-3 Edge] LOADING last) SPACING- 2-0-0 CS]. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Ven(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO We 0.00 Holz(CT) 0.00 2 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 131b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=19/Mechanical,2=173/0-8-0,4=-3/Mechanical Max Hoe 2=113(LC 8) Max Uplift 3= 19(LC 5), 2=194(LC 8), 4=-3(LC 1) Max Grav 3=36(LC 13), 2=173(LC 1), 4=30(LC 8) FORCES. (Ib) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-8 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=15ft; 8=45ff; L=40ft; eave=5f ; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has beendesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except 6I=11o) 2=194. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 42 Its down and 52 to up at 1-5-4, and 421b down and 521b up at 1-5-4 on top chord, and 31 Ile up at 1-5-4, and 31 to up at 1-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (Ib) Vert: 8=105(F=52, B=52) 9=35(F=17, B=17) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 AWARNING -Vaides/gnpasameferaandREADNOTES ONTHISAND/NCLUOEDMITEKREFERANCEPAGEMbT473rev.iNDa/2015BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for on Individual bulltling component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage.delivery. erection and bracing of trusses and truss systems meANSVTPIl Quality Cyfli DS549 and EC31 building Component 69N Parke East Blvd. Safety Intamsatbnwailobie from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job a Truss TrussJ"= !\ Oty Ply LOT 01'134 SLC/WATERSTONE !\ T17293454 1817199 R7 JACK-�. =N TRUSS 3 1 Job Reference (optional) bpnuers mrsibource (Plant Ldly, FL), Planl Ully, PL - 33581, 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:18:57 2019 Page 1 ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-93ijnQW7hO2AcTLUmFKaMbNc7eDFyRy5lFtcz7j8S -h1-10 6-3-7 9 1 " 140-010 6-3-7 I 3-7-6 Scale = 1:22.8 3x4 = LOADING (psf) SPACING- 2.0-0 CSI. DEFL, in (Ioc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.03 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.06 7-10 >999 180 BCLL 0.0 ' Rep Stress Ter NO WB 0.22 Horz(CT) 0.01 5 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 42111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP ND.3 REACTIONS. (lb/size) 4=78/Mechanical, 2=404/0-8-0, 5=361/Mechanical Max Horz 2=241(LC 8) Max Uplift 4=-80(LC 8). 2= 267(LC 8), 5=-170(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-577/214 BOT CHORD 2-7=-294/530, 6-7=-294/530 WEBS 3-7=0/307, 3-6=-640/355 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15h; B=45ff; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf On the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at)oint(s) 4 except tat=lb) 2=267, 5=170. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 42 Ib down and 52 lb up at 1-5-4, 42 Its down and 521b up at 1-5-4. 6 Ill down and 83 Ib up at 4-3-4. 6 Ill down and 83 Ib up at 4-3-4, and 45 lb down and 130 lb up at 7-1-3, and 45111 down and 130111 up at 7-1-3 on top chord, and 31 lb up at 1-5-4, 31 Ill up at 1-5-4. 6lb down and 9 lb up at 4-3-4, 6 Ib down and 9 Ill up at 4-3-4, and 34 lb down and 1 lb up at 7-1-3, and 34 Ib down and 1 Ill up at 7-1-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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 Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert: 1-4= 54, 5-8=-20 Concentrated Loads (Ib) Vert: 11=105(F=52, B=52) 12=-4(F=.2, B=-2) 13=.89(F=-45, B=.45) 14=35(F=17, B=17)15_ 12(F= 6, B=-6) 16=-47(F=-24, B=-24) Joaquin Velez PE No,68182 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 10,2019 A WARNING -Verify design parameter and READ NOTES ON THIS AND INCLUDED MNEK REFERANCE PAGE 111II-7473 rev. 1W0.laVIS BEFORE USE. Design valld for use only with Miloielconnectors. This design is based only upon parameters shown. and Is for an lndMdual building component. not a truss system. Before use. the building designer must verity the opplicab'Jity of design parameters and properly Incorporate this design Into the overall bustling design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. Fat general guidance regovding the fabrication, storage. delivery. election and bracing of trusses and truss systems SeeAN3VIP11 Quality Criteria, OS349 and SCSI building Component 69N Parke East Blvd. Safety Nfprtllelbrlavoiloble Isom Truss Plate InstiMe. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 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. �Thdr I For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. Plate location details available in MTek20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING -7 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only, Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-48 I dimensions shown tffscale) sixteenths III (Drawings not to scale) 1 2 3 TOP CHORDS C C) U o_ JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETfERS. 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 mm W1 R MiTek8 MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® 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-brocing, 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/TFI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted. this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to of better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing a110 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 or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.