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Home My WebLink AboutTrussLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' RE: 2216350 - Site Information: Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: WHITAKER Lot/Block: . Subdivision: . Address: 5004 PINETREE DRIVE,. City: PORT SAINT LUCIE State: FL MiTek USA, Inc. 6904 Parke East Blvd. om&,6l: FI-33610.4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License M. 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 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 52 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 1 T19200669 Al 1/22/20 23 2 T19200670 A2 1/22/20 24 3 T19200671 A3 1/22/20 25 4 T19200672 A4 1/22/20 26 5 T19200673 A5 1/22/20 27 6 T19200674 A6 1/22/20 28 7 T19200675 A7 1/22/20 29 8 T19200676 A8 1/22/20 30 9 T19200677 A9 1/22/20 31 10 T19200678 A10 1/22120 32 11 T19200679 All 1/22/20 33 12 T19200680 Al2 1/22/20 34 13 T19200681 81 1/22/20 35 14 T19200682 B2 1/22/20 36 15 T19200683 B3 1/22/20 37 16 T19200684 B4 1/22/20 38 17 T19200685 B5 1/22/20 39 18 T19200686 B6 1/22/20 40 19 T19200687 Cl 1/22/20 4.1 20 T19200688 C2 1/22/20 42 21 T19200689 C3 1/22/20 43 22 T19200690 CJ1 1/22/20 44 Seal# T19200691 T19200692 T19200693 T19200694 Truss Name CJ3 D1 D2 D3 EJ2 EJ3 EJ7 EJ61 EJ62 EJ63 EJ71 EJ72 EJ73 EJ74 EJ75 EJ76 HJ29 HJ5 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource -Plant City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were _ given to MiTek 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 applicability of the design parametersor the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design perANSI/rPI 1, Chapter 2. Date IN V J EN8 .� .� .` F N 8182 C �a /s//1111,11 , Joatl nVelez PEN 66162 We USA, Inc. FL. d 6634 6904 Parke East Siv, . Tampa Fl. 33610 Date: January 22,2020 Velez, Joaquin 1 of 2 RE: 2216350 - Site Information: Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: WHITAKER Model: . Lot/Block: . Subdivision: . Address: 5004 PINETREE DRIVE,. City: PORT SAINT LUCIE State: FL No. Seal# Truss Name Date 45 T19200713 K1 1/22/, 46 T19200714 K2 1/22/f 47 T19200715 K3 1/22/f 48 T19200716 L1 11221, 49 T19200717 Vt 1/225 50 T19200718 V2 1/22/, 51 T19200719 V3 1/22/, 52 T19200720 V4 1/22/, m 2of2 Job Truss - - - Truss Type Oty Ply T192006fi9 2216350 At ' Hip Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.24U 3 Use b Zulu MI IBK mausmes, Inc. Wee Jan ee ue:Je:JD eueu rage I ID:GD21 k_OkxBeW6ovNw5lgSNz78uO-sAwPHMtOjly47FJIBvC1 hCTbDXBAnsAGLUcJIgnrEo 1-0-0 4-0-] fi4-0 11-11-7 16-10-11 248-2 26-9-5 31-10-9 364 o-0 44-0-0 46-DP t 0� 1-8-9 54 P8 441.3 4-9-] 5-1.3 BI 4-11-] 7.2� 0 d NAILED NAILED NAILED NAILED NAILED Sp8dal NAILED '.NAILED 2x4 II NAILED NAILED NAILED NAILED 6xB = NAILED 4x8 4x6 = NAILED 5x8 = 4x6 = 4x6 = 6x8 = Soo F12 Sx6 i NAILED NAILED NAILED 4xB i 4 5 30 31 6 32 33 7 34 358 9 36 10 37 38 11 39 40 12 NAILED 3 29 41 1 2 7 23 44 45 22 46 21 47 2D 68 ST1.5x8 STP = 2B 26 495 43 SxB = 5x8 = 4xB = 5x6 = 7x10 = 2x4 II NAILED NAILED 5x6 II ,NAILED NAILED NAILED NAILED Sx6 = NAILED FASTEN TRUSS TO BEARING FOR 5x12 = THE UPLIFT REACTION SHOWN 2x4 II WHILE PERMITTING NO UPWARD Special MOVEMENT OF THE BEARING. 49 m 18 50 51 17 52 53 16 54 55 15 56 3x4 II Sx12 7x10 = NAILED 2x4 II NAILED NAILED NAILED NAILED 'NAILED NAILED NAILED NAILED 7-5�15 "7 61-0 -2 it. 11-] 1&10.11 2695 31-069 36100 4U0-0 bb) 4&9 -0. 45-8 491-3 9-10-11 5-13 0-11-] ]-2-e ST1.5xB STP = 4x6 = Scale=1:88.8 Plate Offsets (X Y)-- [2:0-3-8 0-0-1 ] [3:0-1-12 0-2-01 [5.0-4-0 0-1-151 [12:0-4-0 0-1-151 [13.0-10-0Edael f 16:0-5-0 0-4-8][19:0-4-0 0-3-121 [28:0-5-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.98 Vert(LL) -0.39 19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.73 19 >647 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 Hoa(CT) 0.12 13 n/a n/a BCDL 10.0 Code FBC2017/1'PI2014 Matdx-SH Wind(L-) 0.56 19 >843 240 Weight: 601 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 `Except` 5-9,9-12: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 `Except* 4-26,8-18:2x4 SP No.2 WEBS 2x4 SP No.3 `Except` 3-28: 2x8 SP 240OF 2.OE, 17-19,7-19,5-22,6-20: 2x4 SP No.2 REACTIONS. (lb/size) 2=-3124/0-7-10, 28=7013/0-11-0, 13=2680/0-7-10 Max Horz 2=-80(LC 25) Max Uplift 2=-3252(LC 20), 28=-3576(LCG5); 13=-1247(LC 4) Max Gmv 2=1675(LC 5), 26=7013(LC 1). 13=2680(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3546/6875, 3-4=-2556/5035, 4-5=-1122/2293, 5-6=-3759/2077, 6-7=-7902/4189, 7-8=-10099/5254, 8-10= 9947/5184,10-11=-7079/3635,11-12=-6321/3216, 12-13=-5172/2488 BOT CHORD 2-28=-6024/3161, 26-28=-708/370, 26-27=-299/603, 4-27=4862/2512, 24-27=4331/2315, 23-24=-1844/1020, 22-23=-1844/1020, 20-22=-1987/3757, 19-20=4078/7902, B-19=418/397,17-18=-330/681,16-17=-3077/6319,15-16=-2125/4495, .13-15=-2127/4516 WEBS 3-28=-1956/1036, 5-24=-3858/2103,17-19= 3267/6599,10-19=-1717/3142, 10-17=-1938/1247,11-17=-521/941;11-16=-1111/823,12-16=-1211/2298,12-15=-73/581, 7-19=-1168/2410, 5-22=-3270/6189, 7-20=-1499/895, 6-22=-2417/1405, 6-20=-2319/4547, 4-24- 2173/4183,3-27=-854/1667,27-28=-7097/3726, 23-25=-514/287 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 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.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope); cantilever left and fight exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' M Povide mechanical rnnnection (hv choral of truss to bearin0 elate caoable of withstandina 100lb uplift at ioint(s) except (it=lb) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East BNd. Tampa FL 33610 Date: January 22.2020 Job Truss Truss Type Oly Ply T19200669 2216350 At Hip Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:39:56 2020 Page 2 ID:GD21I _OkxBeW6ovNw51 gSNz78uO-KMUnViu2U34skPuVldjGEPOmz>O(PWJOPa7LtgGmrEn NOTES- 9) This truss has large uplift reaction(s) from gravity load easels). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 10) 'NAILED" Indicates 3-1 Od.(0.148'x3") or 3-12d (0.148"x3.25"),toe-nails per NOS guidlines. 11) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 119111 down and 133111 up at 7-2-0 on top chord, and 76111 down and 40111 up at 6-11-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(5) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-54, 5-12=-54, 12-14=-54, 2-26=-20, 25-26=-20, 19113-18=-20 Concentrated Loads (Ib) Vert: 5=-95(F) i12(F) 12=-113(F) 10=-112(F) 17=-59(F) 15=-59(F)7— 95(F)20=-75(F) 29=-69(F)30=-95(F) 31=-95(F)32— 95(F) 33=-95(F) 34=-95(F) 35=-95(p) 36=-112(F)37= 112(F)38=-112(F) 39=-112(F) 40=-1 12(F) 41 =-75(F) 42=-1 07(F) 43=-75(F) 44=-75(F) 45=-75(F) 46=-75(F) 47=-75(F) 48=-75(F) 75(F) 49=-75(F) 50=-59(F) 51=-59(F) 52=-59(F) 53=-59(F) 54=-59(F) 55=-59(F) 56=-242(F) O WARNING - VeUlydearimparamefersend READ NOTES ONTN/SANDINCLUDED MITEKNEFENANCEPAGEMIP74TIni 101,11Y10155EFONEUSE Design valid for use only with MRekfv connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulltling designer must verity the appllcablllty of design parameters and properly Incorporate this design Into the overall Indicated is to buckling Individual truss only.Additional temporary and permanent bracing MiTek' bulltling design. Bracing prevent of web and/or chord members 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, seeANSVTPB Oual CModa, DSBd9 and 001 Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safely Informo8omvollabie from Truss Plate Institute, 218 N, Lee Street, Suite 312. Nexontlrlo, VA 22314, Job Truss - Truss Type Ory Ply T1920o670 2216350 A2 Hip 1 1 Job Reference (optional) builders Final Source, Flant Gay, FL- 32565, 6.z4u a use G 2Ul is Min l eK mauslrle5, Inc. Wea Jan 22 VU:4V:V I ZUZV rage Sea = 3x4 = 2x4 11 4x6 = 3x8 = 6.00 F12 4 5 25 6 7 26 8 95x6 = 2x4 It 3 24 m 1 223 0 3xf ST1.5xS STP = 22 21 3x6 = 5x8 II 3x4 = 3x6 II 16 3.4 II 15 14 6x8 = 4x6 — 13 3x8 = 63-11 li-5-05 15-5-1 I I I 21-8-2 2834-10-0a.anI 44-0-0an I [ a.ae3-7 s s n. Scale = 1:81.6 m 1172 28 Ib �Ch 6 STI.5xS STP= 46 = Plate Ottsets(XY)-- [4:0-3-00-2-01 [70-3-OEdee] [99-3-00-2-0] [15:0-3-80-2-81 [1T0-4-00-2-4] [78.0-3-80-1-81 [19:0-2-80-1-8] [21•Edoe0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TC 0.75 Ved(LL) -0.2917-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.55 17-18 >819 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.99 HorI 0.09 11 n/a n/a BCDL 10.0 Code FBC2017/RPI2014 Matrix-SH Wind(LL) 0.3417-18 >999 240 Weight: 2371b FT=20% LUMBER - TOP CHORD 2x4 SP Ne.2 BOT CHORD 2x4 SP No.2 *Except* 19-21,6-16: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=-11/0-7-10, 22=1957/0-11-5, 11=1405/0-7-10 Max Hom 2=-100(LC 10) Max Uplift 2=-171(LC 24), 22=-645(LC 9), l l=-484(LC 8). Max Grav 2=10(LC 19), 22=1957(LC 1), 11=1405(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-8-12 oc bracing. WEBS 1 Row at midpt 3-22, 4-18, 15-17 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-163/628, 3-4_ 107/683,4-5=-2461/1828,5-6=-3421/2380, 6-8=-3381/2360, 8-9=-1973/1474,9-10=-223&/1551, 10-11=-2451/1755 BOT CHORD 2-22=-482/251, 21-22=-322/103, 19-20=-430/934, 18-19=327/639, 17-18=-1449/2460, 6-17= 326/320,13-15=-1496/2587,11-13=-1424/2122 WEBS 20-22=-1746/1176, 3-20=-262/448, 4-18=-1275/2075, 5-18=-877/721, 5-17=-680/1089, 15-17=-1452/2489, 8-17=-556/913, 8-15=-360/346, 8-13=-837/555,9-13=-386l701, 10-13=-214/384, 4-20_ 1916/1041 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7AID; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=150; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exlerior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-2-0, Extedor(2) 9-2-0 to 17-7-13, Interior(1) 17-7-13 to 34-10-0, Exterior(2) 34-10-0 to 43-3-13, Interior(1) 43-3-13 to 45-M zone; cantilever left and fight exposed ; end vertical left exposed 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 2=171, 22=645, 11=484. Joaquin Valet PE No.88182 MTek USA, Inc. FL Cart 61 6904 Parke East Blvd. Tampa FL 33810 Date: January 22,2020 Q WARNING- Verify design parematers and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIF7473 env. faViViVIS BEFORE USE. Design valid for use only with Mirek D 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 is buckling Individual truss members only. Additional temporary and permanent bracing MOW building design. Bracing Indicated to prevent of web and/or chord Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the t Blvd. 6904 Parke EastFL fabrication, storage, delivery, erection and bracing of trusses and truss systems, se0ANSVIPII Quality CMr r4 DSB419 and BCSI Building Component Safety informatbmvarcble from Truss Plate Institute, 218 N. Lee Shoat, Suite 312, Alexandria, VA 22314. Tampa, Job Truss Truss Type Oty Ply T19200671 2216350 A3 Hip 1 1 Job Reference (optional) ounuers rlrsr source, riam Irry, r�- ozaoo, ID:G -1-0-p 8-3-11 f 11.2.0 17-1-0 23-0-2 -0- 6.341 2-10-5 5-11-1 5di-0 SxB = 3x6 = Sx6 = e nnl n 4 5 24 6 25 o.crua t,e,. o<uro ,vrn en r,muon, r r•. vvcu eau cc w.+v.uc cocv uye r 2x4 II 5x8 = 7 B 0 ST1.5xe STP = 21 2D " 18 17 14 13 12 ST1.5x8 STP = 4x6 = 3.6 11 46 = 31 = 2x4 11 2x4 11 5x8 = 2x4 II 4.6 = 5xB = Scale = 1:01.6 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.20 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 VerI -0.40 15-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.88 Horz(CT) 0.12 10 File Na BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Wind(LL) 0.2315-16 >999 240 Weight: 2571b 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.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. 6-17,7-14: 2x4 SP No.3 WEBS 1 Row at midpt 4-18 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=416/0-7-10, 10=1203/0-7-10, 21=2564/0-11-5 Max Horz 2=120(LC 10) Max Uplift 2=-615(LC 24), 10=-399(LC 13), 21=-836(LC 9) Max Grav 2=200(LC 8), 10=1203(LC 1), 21=2564(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-898/1676, 3-4=-36/414, 4-5=-7371731, 5-6=-2192/1531, 6-7=-2401/1678, 7-8=-2381/1669,8-9=-1651/1213,9-10=-2083/1442 BOT CHORD 2-21=-1408/1002, 20-21=-1408/1002, 18-20=-409/458, 6-16=-414/393, 15-16=-1123/2235, 7-15=-273/322,12-13=-1157/1781,10-12=-1157/1781 WEBS 3-21=-2359/1612,3-20=-971/1778,4-20=-1409/857,4-18=-1043/1582,5-18= 1225/892, 16-18— 302/756,5-16=-931/1694,13-15=-780/1516,8-15=-710/1264, 8-13=-344/201, 9-13= 420/481 NOTES- 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-10; Vull60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; Irl5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-2-0, Exterior(2) 11-2-0 to 19-7-13, Intedor(1) 19-7-13 to 32-10-0, Exterior(2) 32-10-0 to 41-3-13, Interior(1) 41-3-13 to 45-0-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60.plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except OWb) 2=615, 10=399, 21=836. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date; January 22,2020 Q WARNING- Verity design paramefersend READ NOTES ON THIS AND INCLUDED MMEKREFERANCE PAGE MIFT473rev. iNA4r2015 BEFORE USE. Design valid for use only with MITek® connectors, This design Is based only upon parameters shown, and Is for an Indviduol building component, not a truss system. Before use, the bulltling designer must verify the appllcoblllty, of design parameters and properly incorporate this design Into the overall buckling Individual huss members only. Additional temporary and permanent bracing M!Tek* building design. Bracing lndIcateo is to prevent of web and/or chord is always required for stability and to prevent collapse with posdible personal Injury and property damage, For general guidance regording the fobrlcatlon, storage, calvary, erection and bracing of trusses and truss systems SeeANSU1PII Quality Crlhr a, DSBA9 and BCSI Bidding Component 6904 Parke East Blvd. 9Oley Inloonatbrgvolloble from Truss Plate Instltute. 218 N. Lee Sheet Sulle 312, Alexandrle, VA 22914. Tampa, FL 33610 Jab Truss Truss Type Oly Ply T19200672 2216350 A4 Roof Special 1 1 Job Reference (optional) tlUlwers Must bource, Plant Glty, PL- I12b8B, a.24U S U6C b ZU19 MI I OK IOausmles, Inc. W ea Jan zz De:4U:U4 ZUZU rage 3 ID:GD21 k_OkxBeW6ovNw5lgSNz?Bu0.5vzoAR 4bW4jieV1 DIs8Z5LB19HEO0C1bONHl6pzsrEf Sx6 = 3x4 = 3xfi = S 6 7 6.00 F12 bx6 4 3x4 i 23 3 22 17 m 1 2 2xd = 16 e 3x8 = 0 ST1.5xe STP= to 18 Us = 2x4 It ST1.Sx8 STP = 6xB = 3xd = 8 15 14 3x4 = 3x6 = Scale = 1:78.2 5.6 = 9 24 7x10 = "54 STP 21 m 3 12 m IN 5x8 = 4x6 = 55-1 9-11-13 I �0 n-n-0 I 2-0 I 3040-0 P 37-2-0 I39-11-0 I Plate Offsets (X Y)-- f5:0-3-0 0-2-01 [9:0-3-0 0-2-0][11:0-3-4 Edae]118:0-3-8 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(L-) -0.13 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.29 12-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(CT) 0.02 21 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Wind(LL) 0.1113-15 >999 240 Weight: 214 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 4-18: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* 11-12: 2x4 SP No.2 WEBS OTHERS 2x8 SP 240OF 2.0E REACTIONS.. (lb/size) 2=393/0-7-10, 18=1504/0-7-10, 21=1049/0-6-10 Max Horz 2=247(LC 12) Max Uplift 2=121(LC 12), 18=-532(LC 9), 21=-329(LC 8) Max Gmv 2=396(LC 23), 18=1504(LC 1), 21=1049(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-403/204, 4-5=-765/577,5-6=-652/557, 6-8=-1651/1175, 8-9=-1501/1126, 9-10=-1737/1128, 10-11=-356/173,12-20=-750/1055,11-20=-750/1055 BOT CHORD 2-19=-243/301, 18-19=-243/301, 17-18=-1262/910, 4-17=-1244/900, 15-16=-879/1454, 13-15=-1039/1734,12-13=-1247/1692 WEBS 3-18=417/353, 4-16=-536/1008, 6-16=-1039/728, 6-15=-123/402, 8-13=-403/258, 9-13=-124/468,10-13=-211/378,10-12=-1656/1331,11-21=-1340/872 Structural wood sheathing directly applied or 3-0-14 0o pudins, except end verticals. Rigid ceiling directly applied or 5-2-8 oc bracing. Except: 4-5-0 oc bracing: 17-18. 1 Row atmidpt 6-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-2-0, Exterior(2) 13-2-0 to 19-0-11. Interior(1) 19-0-11 to 30-10-0, Extedor(2) 30-10-0 to 36-10-0, Interior(1) 36-10-0 to 39-2-0 zone; cantilever left and fight exposed; end vertical left exposed;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 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 21 considers parallel to grain value using ANSViPI 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 100lb uplift at joint(s) except 01=11h) 2=121, 18=532, 21=329. Joaquin Velez PE No.68182 MTak USA, Inc. FL Cod 6634 6904 Parka East Blvd Tampa FL 33610 Date: January 22,2020 O WARNING- Vedrydeslgnperemeferaend REAP NOTES ON TN/SAND INCLUDED MIFEKREFERANCEPAGEM1474TJ rev. fa•D32015HEFOREUSE Deslgn valid for use only with Mrekle connectors. Th , design b based only upon parameters shown, and Is for on Indvidual building component, not ��- a puss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall balding design. Bracing Indicated is to prevent budding of lndvIdual puss 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. emcpan and bracing of trusses and puss systems, seeANSUTPII CuallBlyy CiBodo, DSB-09 and BCSI Buldlng Component 69N Parke East BNd. Safety Nformationcvallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexontltl¢ VA 22314, Tampa, FL 33810 Job Thus Truss Type Ory Ply T19200673 2216350 AS Roof Special 1 1 Job Reference (optional) Bull First Source, Plant Glty, PL-32555, m4nu s uec a re muexm.usmes, em. vveu uan cc vn:ro:w rum ra9er I D:GD21 k_OkxBeW6ovNw5l gSNz78uO-a5XBOn?iMgCaJo4DnONN5JuMAZgu7Nhkf1 l rfFzsrEe -40- 5-5-1 10-3-10 15-0-8 22-0-0 28-11-8 35-3.8 'N -0- 5-5-0 4-10-9 4-6-14 6d1-8 6-11.8 6-4-0 4-7-8 51 = 2x4 II 5x8 = 6.00 12 6 24 7 25 8 26 = 6x8NZ> 8x12 = 4x6 4 516 = ST1.Sx8 STP= 5 34 i 23 9 10 3x4 4 3 27 22 17 m 2 2x4 = 16 15 14 13 12 11 `B 1 3x4 = 3x6 = 3x4 = 3x6 = 2.4 II d 3xfi = ST1.5xB STP= 19 18 34 = 2x4 11 ST1.5x8 STP = 6.8 = Scale = 1:78.2 h 19 LOADING (psi 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/TP12014 CSI. TO 0.76 BC 0.58 WB 0.79 Matnx-SH DEFL Varf(LL) Verf(CT) HondCT) Wind(L-) in (loc) /dell Ud -0.08 12-13 >999 360 -0.1812-13 >999 240 0.02 21 1 1 0.10 12-13 >999 240 PLATES GRIP MT20 244/190 Weight: 226 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc pudins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 5-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-5-7 oc bracing. Except: WEBS. 2x4 SP No.3 4-8-0 oc bracing: 17-18 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (IDsize) 2=401/0-7-10; 18=1494/0-7-10, 21=1052/0-6-10 Max.Horz 2=293(LC 12) Max Uplift 2=-101(LC 12), 18=-515(LC 12), 21=-329(LC 13) Max Grey 2=404(LC 23), 18=1494(LC 1), 21=1052(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 2-3=-417/165, 5-6=-980p01, 6-7=-1432/1105, 7-8=-1432/1105, 8-9>1590/1074, 9-10— 1662/1122 BOT CHORD 2-19=-261/313, 18-19=-261/313, 17-18— 1254/938, 5-17=-1206/955, 15-16=-468/808, 13-15=-833/1364,12-13=-116511712 WEBS 3-18=-406/342, 5-16— 569/1005, 6-16=-383/354, 6-15=-547/827, 7-15=430/441, 8-13=-61/378, 9-13=-382/356, 9-12=-835f704, 10-12=-1151/l691, 10-21=-1112/734 NOTES- 1) Unbalanced roofriive loads have been considered for this design. 2) Wind: ASCE 7-10; Vull 601 (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; ISft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 15-0-8, Exterior(2) 15-0-8 to 21-0-8, Interiodl) 21-0-8 to 28-11-8, Extedor(2) 28-11-8'to 34-11-8, Interior(1) 34-11-8 to 39-2-0 zone; cantilever left and right exposed ;'end vertical left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 DO 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 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. 6) Bearing at joints) 21 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at )oint(s) except (jt=lb) 2=101, 18=515, 21=329. Joaquin Velez PE No.68182 fill USk Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 Q WARNING -VedtydeslSnpe.Wraand BEAD NOTES ON TNISAND INCLUDED MBEKREFERANCEFAGE110,7473rev. laroYLeISBEFOREUSE Design valid for use only with Mitsk& 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 applicabllity, of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss so and/or chord members only.. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrlcotlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Chula. DSB49 and SCSI Building Component 6904 Parke East Blvd. SNBy mlalmatbrpvoilabie from Truss Plate Insfltute, 218 K Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job - Truss Truss Type Oily Ply T19200674 2216350 A6 Roof Special 1 i Job Reference (optional) tlUlmers rush bourse, rlam uliy, FL- 32bbb, a.L4V a aec o z.I V ml l urt nmusn,es, ,na. vveu can cc w:eV:Vr ram rayV , ID:GD211LOkxBeW 6ovNw51 gSNz78uO-W UfVTOyuR51Z5Ecu00rBkvyMHHbFK16LW y17zsrEc -1-P 5-5-1 10-3-10 17.0-8 22-0-0 26-11-8 33-3-8 39-11-0 -0- 5.5-1 4-10-9 6.844 4-71-8 4-17-8 8.40 6-7-8 Scale = 1:76.6 6.00 12 5x6 = 3x4 = 5xB = 6 23 7 24 B 25 Boa = 34 4 = STP = 5x6 i P8 4 >tEj 4��20218 qN 22x4 = 15 28 14 73 12 11 MS 3.8 = 3x8 = 3xa= 3x6 = 2x4 ST1.5x8 STP = I 17 306 = 2x4 11 ST1:5x8 STP = 6x8 = 5-&1 i 9d-n n0- n0 B17-P-01-8 3nda l Plate ONsets(XY)-- [6:0-3-00-2-O][8.0-3-00-2-01 [10:0-1-12Edge] [17:0-3-80-3-0] LOADING (ps1) SPACING- 2-0-0 CSL DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.31 13-15 >999 360 MT20 2441190 TCDL 7.0. Lumber DOL 1.25 BC 0.90 Vert(CT) -0.51 13-15 >694 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.91 Horz(CT) 0.03 20 1 n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.09 12-13 >999 240 Weight: 232 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except' 4-17: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x8 SP 240OF 2.OE WEBS REACTIONS. (Ib/size) 2=401/0-7-10, 17=1493/0-7-10, 20=1052/0-6-10 Max Hom 2=342(LC 12) Max Uplift 2=-75(LC 12), 17=-568(LC 12), 20=-349(LC 13) Max Grav 2=405(LC 23), 17=1493(LC 1). 20=1052(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=414/103, 4-6- 11061742, 6-7=-907/742, 7-8=-1227/997, 8-9= 1441/986, 9-10=-1594/1074 BOT CHORD 2-18=-260/309, 17-18- 260/309, 16-17=-1263/965, 4-16=-1203/990, 13-15=-744/1165, 12-13=1101/1625 WEBS 3-17=-384/318,4-15=-552/986, 6-15=-21/263, 7-15=-492/395, 8-13=-92/372, 9-13=-461/396,9-12=-732/637,10-12=-1104/1629,10-20=-10781708 Structural wood sheathing directly applied or 3-7-13 oc putting, except end verticals. Rigid ceiling directly applied or 5-7-0 oc bracing. Except: 4-9-0 ob bracing: 16-17 1 Row at midpt 7-15,7-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; list Sit; Cat. 11; Exp C;, Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 17-0-8, Exterdr(2) 17-0-8 to 23-0-8, Intenor(1) 23-0-8 to 26-11-8, Exter r(2) 26-11-8 to 32-11-8, Interior(1) 32-11-8 to 39-2-0 zone; cantilever left and Fight exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) Bearing at joints) 20 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 100Ib uplift at joint(s) 2 except at=lb) 17=568,20=349. Joaquin Velez PE No.88182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data; January 22,2020 ,&WARNING -Verify design pawsemrsand READ NOTES ON THISANU INCLUDED MITEHREFERANCEPAGEMIG747a rev. IG0.12015 BEFORE USE. Design valid for use only with Maei 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 Bracing Indicated is to buckling Individual truss chord members only. Additional temporary and permanent bracing MiTeW building design, prevent of web and/or 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 nusssystems. wOANSURII Oual CMnb, DSld9. and III Building Component 6904 Parke East Blvd. Safely Infoenatbrrwallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22914 Tempe,rk EastO Job Truss Truss Type Oty Ply T79200675 2216350 A7 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant Gny, FL - 32b56, 0.Z9u s Use o zu ro ml r ex mausmes, nm. vvea aGn 3x4 G 3 22 m 1 2 a d 5xB = 6.00 12 7 3x6 i 3x6 i 6 23 2x4 II 5 4 = 25 26 Sx9 STP= 19 19 3x6 = 2x4 II ST1.5x8 STP= 6x8 = 6x6 = 3x4 O 6.8 = 9 24 5x12 = 5x6 = STI.5xS STP 11= 10 11 16 27 1514 13 3x4 = 3x6 = 3x4 3xe = 5-5-1 8-01-13 103,70 19-0-8 2411-8 29--03-039-11-0 31 s.r r.n s-n-a 11 2 5 sn.a.0 a-11.n 12 5x6 = 21 Scale = 1:B0.6 Plate Offsets (X Y)-- 17:0-6-0 0-2-8] [8.0-3-0 0-2-01 I11:0-54,0-3-01 1189-3-8 0-3.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lee) Well L/d PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.20 12-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.41 12-13 >864 240 BCLL 0.0 ' Rep Stress [nor YES WE 0.78 Hoa(CT) 0.04 21 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.0913-14 >999 240 'Weight 239111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 4-18: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x8 SP 240OF 2.0E WEBS REACTIONS. (lb/size) 2=398/0-7-10, 18=1497/0-7-10, 21=1051/0-6-10 Max Horz 2=334(LC 12) Max Uplift 2=-86(LC 13), 18=-580(LC 12), 21=-367(LC 13) Max Gmv 2=403(LC 23). 18=1497(LC 1), 21=1051(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All tortes 250 (Ib) or less except when shown. TOP CHORD 2-3=414/173, 6-7=-1071/844, 7-8=-1062/957, 8-9=-1247/975, 9-10=-1663/1098, 10-11=-251/133,12-20=-557/937,11-20=-557/937 BOT CHORD 2-19= 276/311, 18-19=-276/311, 17-18=-1255/883, 4-17= 258/277, 16-17=-542/748, 14-16=-525/910,13-14=-917/1441, 12-13- 1108/1637 WEBS 3-18= 409/342, 6.17=-1206/859, 6-16=-27/324,7-14=-251/319, 8-14=-108/307, 9-14=-539/430,9-13=-9/374,10-12=-1625/1143,11-21=-1104/703 Structural wood sheathing directly applied or 4-3-10 oc pur ins, except end verticals. Rigid ceiling directly applied or 5-5-4 cc bracing. Except: 4-6-0 oc bracing: 17-18 1 Row atmidpt 6-17 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.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 19-0-8, Exterior(2) 19-0-810 30-11-8, Interior(1) 30-11-8 to 39-2-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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= 10.0psf. 6) Bearing at joint(s)21 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 Ib Uplift at joint(s) 2 except 61=11b) 18=580, 21=367. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 Q WARNING -Vadly desf9n Paremeftrs, sadREAD NOTES ON TN/SAND INCLUDED MmEArREFERANCEPAGEMIF74"nev, 10/0342015BEFORE USE. valid for use only with Mnedit connectors. This design Is based only upon parameters shown, antl Is for an Indivlduol building component, not wit a truss system. Before use, the building designer must verity Me appllcobllity of design parameters and properly Incorporate Mls deslgn Into Me overall building design. Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only, Addlilonal temporary and permanent bracing Mel( Isalwaysrea Intl for stability and to prevent collapse with possible personal Injury and property damage. For general gultlonce regarding Me fabrication, storage, delivery, erection and bracing of trusses end truss systems, seeANSVIPII Quality Caere. DSB-89 antl SCSI Buadlnp Component Safety Infoenalbrnvallable from TNss Plate Instlhne, 218 N. Lee Street, Sults 312. Alexandria, VA 22314. 6906 Parke East Blvd. Tampa, FL East P Job - Truss Truss Type Oly Ply T19200676 2216350 AS Roof Special 1 1 Job Reference (optional) tleloss, hlriall 'Ource, Ylanl Glty, hL-32a6a, 5x6 = Sz6 = 6.00 F12 7 8 3x4 i 3x6 G 6 4x6i5 4 3x4 i 3 26 1 1?1 2 2x4 = 20 b 3x4 = ST1.Sz8 STP= 23 22 3x6 = 2x4 11 ST1.5xB STP = axis = 10 9-10 W6ovNw51 gSNz?8uO-SsmhD92CO3jOoPO OrSJG92?uA??3CoKZf?3oOmrEa 9.12 31-7-B { 370-0 39 10-4 5-9-12 3-4-a 2-11-0 Scale = 1:85.7 3x4 9 27 4x8 O 3x6 6z12 MT20HS= 0 5x6 = b ST1.5Z8 STP= 12 13- d 19 1e 17 28 29 16 3x4.- 3x6 = 3x4 = 3x4 _ LOADING (Pat) SPACING- 2-0-0 CSL DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) BCDL 10.0 Code FBC2017/TP12014 Matrix -Sri Wind(LL) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORE in (too) Weil Ud -0.25 16-18 >999 360 -0.44 16-18 >804 240 0.02 25 Iva n/a 0.18 16-18 >999 240 BOT CHORD 2x4 SP No.2 `Except` 4-22: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2xe SP 240OF 2.OE REACTIONS. (lb/size) 2=411/0-7-10, 22=1479/0-7-10, 25=1055/0-6-10 Max Hoe 2=321(LC 12) Max Uplift 2=-119(LC 13), 22=-602(LC 12), 25=-382(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-447/234,4-6=-1000/698, 6-7=-1086/860,7-8=-910/837, 8-9=-1088/852, 9-11=-1696/1085,11-12=-1879/1105,12-13=-1581/899 BOT CHORD 2-23=-274/326, 22-23=-274/326, 21-22=-1236/799, 4-21=-1177/817, 19-20=-481/838, 18-19=-412/910,16-18=-724/1273,15-16- 985/1646,14-15=-216/358 WEBS 3-22=407/340, 4-20=-592/984, 8-18=-261/402, 12-15=-946/598, 13-15=-861/1543, 6-20=409/364, 9-16=-163/463, 11-16=-276/291, 9-18=-602/552, 13-25=-1308/772 25 1' 0 15 14 �N? 5.8 -. 2.4 II PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 240111 FT=20% Structural wood sheathing directly applied or 4-1-6 oc pudins, except end verticals. Rigid ceiling directly applied or 5-11-2 oc bracing. Except: 4-10-0 oc bracing: 21-22 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.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 21-0-8, Exterior(2) 21-0-8 to 28-11-8, Interior(1) 28-11-8 to 39-2-0 zone; cantilever left and right exposed ;end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water policing. 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 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitbetweenthe bottom chord and any other members, with BCDL= 10.Opsf. 7) Bearing at joint(s) 25 considers parallel to grain value using ANSI/TPI 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 1001b uplift at joints) except Qt=lb) 2=119, 22=602, 25=382. Joaquin Velez PE No.68182 MTok USA, Inc. FL Cod 66U 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 Q WARNING -Verify design pemmehmend READ NOTES ON THISAND INCLUDED MREKHEFEHANCEFAGEM67473rev. te%Y1015BEFOREUSE Design valid for use only with Mnek(r) connectors. IDis design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, he bulltling designer must verify he applicablllty, of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of lndhlOual huss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always real for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding he fabricatlon, storage, delivery, erectlon and bracing of trusses and truss systems, seeANSVTP11 Quail CModa, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Sooty mformationavalloble from Truss Plane Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type - aty Ply T79200fi77 2216350 A9 Roof Special 2 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 20 0 1� BT1.6x8 STP = 3x6 = 5.6 = 6,00 12 7 3z4 G 3x6 6 21 i 4x4 i'/54" II 4 3x4 i 3 Meae s uec o eul a ml r an mausolea, ur, vveu den ' on:ro: r 1 mco ray. ; oW6ovNw5laSNz78uO-OFuSea3Tvazkl iYN7GUnLa8P4_inX83dl zUAsvzsrEY 2z4 = 16 23 16 14 26 3z4 = 3z8 = 3x8 = 19 18 2x4 11 ST1.5x8 STP = 6.8 = 3z4 1 8 2x4 3x5 9 10 22 YZ \\\1 12 10 44 25 13 ST1.5x8 STP= 1G 34 = 3x4 = Scale=1:89.B LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(L-) -0.19 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.33 11-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Hom(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Wind(LL) 0.11 11-13 >999 240 Weight: 2181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc pudins. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 4-18: 2x4 SP No.3 4-8-0 oc bracing: 17-18 WEBS 2x4 SP No.3 WEBS 1Row at-midpt 6-15.8-15 REACTIONS. (lb/size) 2=402/0-7-10, 18=1492/0-7-10, 11=1161/0-7-10 Max Horz 2=271(1-C 12) Max Uplift 2— 166(LC 13), 18=-580(LC 12), 11=-450(LC 13) Max Gray 2=409(LC 23), 18=1492(LC 1), 11=1161(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-429/333, 3-4=-153/252, 4-6=-997/732, 6-7=-1059/835, 7-8=-1047/853, 8-10=-1705/1122, 10-11=-1918/1201 BOT CHORD 2-19= 256/322, 18-19=-256/322, 17-18=1250/675, 4-17=-1198/693, 15-16=-367/841, 13-15=603/1272,11-13=-875/1650 WEBS 3-18=-410/339, 4-16=-086/1029,7-15=-388/584, 6-16=-395/306, 8-15=-598/536, B-13=-200/487, 10-13=-279/366 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=42psf; BCDL=5.0psf; h=15R; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 22-0-0, Extenor(2) 22-0-0 to 27-9-12, Interior(1) 27-9-12 to 41-0-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 2=166, 18=580, 11=450. Joaquin Velez PE No.66182 MTek USA, Ina FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 QWARN/NG- Verifydeslgn pamm.lareard READ NOTES ON,TNISAND INCLUDED WEKREFERANCEPAGEAf la nee lareawlins BEFORE USE Design valid for use only with VIII connectors. This design Is based only upon parameters shown, and Is for an IntlNldual bulldng component, not ■■ a fruss system. Before use, fire building designer must verify the applicability of design parameters and properly Incorporate Ill design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual muss 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 property damage. For general guidance regarding the fobricollon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cmedo, DSBA9 and BCSI Bu9detD Component Sant, Informctionovoilobie from Truss Plate Institute, 218 N. Ise Sheaf, Suite 312, Alexandria, VA 22314, 6904 Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty- Ply T19200678 2216350 A10 Roof Special 2 1 Job Reference (optional) BUIIDers First Source, Plant Gity, FL- 32566, "' d.24U a Use Is 2ule MI I eK Inauslnes, Inc. wea Jan zz uv:Ja:of zuzu rage i ID:GD21k_OkxBeW 6ovNw5lgSNz?Bu0-pY29i2uhFNgMZThJKEVndZ??KryFgNZpn50NjmrEm 41.0-0 1-0- 4-E11 8-]-10 15 22-0-0 27.942 33-7-8 395-5 0- d-6-11 4-0-15 Ni6-8-3 6-3.3 5-9-12 5.9-12 59-72 P- 1 1-0-o Scale = 1:76.2 5x6 = 0 ST7.5x8 SIP = 6x8 6,00 12 3x4 i 6 20 06 i 3x6 i 5 4 4x6 i 319 18 210 II 3.00 12 17 16 22 15 14 23 5x6 = 3x6 = 3xB - 3x6 = 3x4 C 8 24 13 3x4 = 2x4 ax6 9 �0 21 �2 I< 0 Sx85TP= o 3x8 4-6-11 8-7-10 15-3-13 22-0.0 30-8-70 39-5-5 40-Q-0 r 4-&11 in. -1 fi-B-3 ~ 6.8-3 8-8-10 8-8-10 0- - 1 Plate Offsets (X Y)-- f2.0-5-9 Edgel 15:0-3-0 Edael [1 t0-0-120-1-8] f17.0-2-120-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 VeI -0.35 16-17 >999 360 MT20 2"/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ven(CT) -0.7016-17 >678 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.50 HOrz(CT) 0.34 11 n1a rVa BCDL 10.0 Code FBC2017/TPI2014 Matdx-SH Wind(LL) 0.4216-17 >999 240 Weight: 2141b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.t'Except* 11-14:2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Lek: 2x4 SP No.3 REACTIONS. (lb/size) 2=1528/0-7-10, 11=1528/0-7-10 Max Horz 2=272(LC 12) Max Uplift 2=-549(LC 12), 11=-515(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt 4-16, 6-15, 7-15, 8-15 FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4689/2703, 3-4- 4588/2634, 4-6=-2775/1656, 6-7=-1863/1263, 7-8=-1848/1260, 8-10= 2488/1539, 10-11=-2694/1615 BOT CHORD 2-18=-2405/4156, 17-18=-2410/4165, 16-17=-2161/4012, 15-16=-1207/2419, 13-15=-980/1980,11-13=-1239/2334 WEBS 4-17=-553/1122, 4-16=-1700/1063, 6-16=-303/748, 6-15= 1094/800, 7-15=-777/1278, 8-15=-591/531, 8-13- 190/473,10-13=265/353 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=S.Opsf; h=15fp Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 22-0-0, Extedor(2) 22-0-0 to 27-9-12, Interior(1) 27-9-12 to 41-0-0 zone; cantilever left and right exposed ; and vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building, designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except ft=lb) 2=549, 11=515. Joaquin Velez PE No.88182 MTek USA, Inc. FL Cert B634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 Q WARNING - Verity desrgi,pd saf...nd READ NOTES ON TN/SAND INCLUDED MITEKREFERANCE PAGEMIP74M rev. tama15BEFOREUSE. Design void for use only with Mirek® connectors, This tleslgn Is based only upon parameters shown, and Is for an Indivltlual bulltling component, not �� a truss system. Before use, the bulltling designer must verify the appllcablllty of tleslgn parameters and properly Incorporate this design Into the overall building tleslgn, Bracing Indicated is to bucking Individual truss web chord members only, Addltlonal temporary and permanent brocing MiTek' prevent of and/or Is always recalled for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII QualMV Cmarb, DSB419 and SCSI Building Component East 69o4 Page East Blvd. 6904 P Safety Informalloravolloble from Truss Plate Institute. 218 N. Lee Sheet, Sulte 312, Alexandtla, VA 229314. FL Job Truss Truss Type Oty Ply T79200679 2216350 All 'Hip i 1 Job Reference o tional Builders First Source, Plant City, FL- 321 e.z4u 5 Wei a eu ltl n I ex man5ln¢5, Ina. vvm aan 22 ue.uvao cvcv rnyv , )kxBeW 6ovNw5lgSNz7Bu0-HlcXwOvJOgKa-Ms11kJg59ekCe_ETi2Rq_v9zsrEl Scale = 1:76.6. 5x6 = 5x6 = 6.00 12, 7 3 31 3x4 i 8 4x6 G 6 2x4 // 22 P3 3A 5 10 3x6 i 4 24 4x6 i 321 1213 lq i 19 18 17 16 ST1.5XB STP = 1 2 15 2$ 26 14 l N 2p axe = 3x8 = 3x4 = 3x6 _ 3x4 = 3xB = 2x4 ST1.5x8 STP = 3x4 = 6X8 3.00 12 4-fi-11 8-7-10 75-3-13 21-2-0 ?2-10-¢ 30.8-10 40-0-0 1 4-fi-11 4-0-15 fi-8-3 5-10-3 1-8-0 7-1610 8.3.6 Plate Offsets (X Y)-- (2'0-5-9 Edael [5:0-3-0 Edgel [TO-3-0 0-2-01 [8:0-3-0 0-2-01 {12:0-4-12 0-1.81 [19.0-2-12 0-3-41 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (too) Ildefl L/d PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TO 0.77 Veri(LL)-0.3518-19 >999 360 MT20 244A 90 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.69 18-19 >684 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Hom(CT) 0.34 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.4317-18 >999 240 Weight: 224 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Stmctuml wood sheathing directly applied or 2-2-11 oc puriins. BOT CHORD 2x4 SP I "Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 12-15: 2x4 SP I WEBS 1 Row at midpt 4-18, 6-17 WEBS 2x4 SP I WEDGE Left: 2x4 SP I REACTIONS. (lb/size) 2=1528/0-7-10, 12=1528/0-7-10 Max Ho¢ 2=265(LC 12) Max Uplift 2=-544(LC 12), 12= 509(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3— 4689/2781, 3-4=-4588/2796, 4-6= 2777/1798, 6-7=-1915/1376, 7-8_ 1647/1314, 8-9— 1896/1398,9-11=-2483/1613,11-12=-2691/1691 BOT CHORD 2-20=-2507/4156, 19-20=-2510/4164, 18-19= 2378/4013, 17-18=-1358/2419, 16-17= 720/1647,14-16=-1066/1979,12-14=-1362/2333 WEBS 4-18=1700/1088, 4-19=-562/1116, 6-18=-339/755, 7-17=-452/671, 8-16=-434/630, , 6-17=-1081/890,9-16=-569/581, 9-14— 176/461;11-14=-268/358 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; 1 C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 21-2-0, Extedor(2) 21-2-0 to 31-3-13, Interior(1) 31-3-13 to 41-0-0 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 20.0psf 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) 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 100 lb uplift at joints) except (It=lb) 2=544, 12=509. Joaquin Velez PE 182 MiTek USA, Inc. FL Cart 8634 0904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 ,&WARNING-yeMryaealgn Peramefalaea4 READ NOTES ON THIS AND INCLUDED MOTSKREFERANCE PAGE M9-7473re1 10/732015 BEFORE USE Design valid for use only wifli Milli 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 bull tleslgin Bracing Indicated is to prevent buckling of lndMtlual 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, delNery, erection and brocing of trusses and truss systems, seeANSUIPIt QUO CmeM, DS -89 and DOI Building Component Safely Informallonovalloble from Truss Plate Institute, 218 N. Lee Sheet, Sulte 312, Alexon- VA 22914. 6904 Parke East Blvd. Tampa, FL 33610' Job Truss Truss Type - Oty Ply T19200fi60 2216350 Al2 Hip 1 1 Job Reference o tional Builders First Source, Plant City, FL - 32566. 8.240 s Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:39:59 2020 Page 1 Scale=1:76.6 Sx6 = _ 6.00 12 Sxe zxa u 5T1.5x8 STP = 3.4 = 6x8 Sao FIT LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Ve It 1( -0.35 16-17 >999 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.69 16-17 >685 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Hoa(CT) 0.33 10 n/a GIG BCDL 10.0 Code FBC2017/rP12014 Matrix-SH WincILL) 0.4016-17 >999 240 Weight: 2221b 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* BOT CHORD Rigid ceiling directly applied or 3-9-14 oc bracing. 10-14: 2x4 SP No.2 WEBS 1 Row at midpt 4-16, 8-15, 9-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1528/0-7-10, 10=1528/0-7-10 Max Harz 2=246(LC 12) Max Uplift 2=-530(LC 12), 10=-492(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4684/2906, 3-4=-0596/2987, 4-6=-2764/1888, 6-7=-2145/1626, 7-8=-1879/1512, B-9=-2082/1477, 9-10=-2706/1750 BOT CHORD 2-18=-2631/4151, 17-18=-2635/4160, 16-17=-2555/4022, 15-16=-1419/2403, 13-15=-888/1782,12-13=-1414/2315,10-12=-1412/2319 WEBS 4-17=-592/1122, 4-16=-1727/1212,7-15=-464/712, 8-15=-198/311, 8-13=-227/481, 6-16=-359/724, 6-15=-936/790, 9-13=-632/608, 9-12=0/330 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=5.0psf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 19-2-0, Exterior(2) 19-2-0 to 33-3-13, Intedor(1) 33-3-13 to 41-0-0 zone; cantilever left and Tight exposed ; end vertical 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 nonconcurent 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= I0.Opsf. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=530, 10=492. Joaquin Velez PE No.68182 Ni USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 22,2020 Q WARNING- Verity dealers pemmefers and READ ROM ON THS AND INCLUDED UMEl[ REFERANCEPAGE UII7473rev. latel BEFORE USE Design volitl for use only wins MrekO connectors. fins design is based any upon parameters shown, and 6 for on Individual building component, not ��- a truss system. Before use. the bulIdIng designer must vePoy Me applicability of design poiometers and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of individual puss web and/or chord members only. Additional temporary end permanent bracing MiTek' Is always required for stablIlly antl to prevent collapse mh possible personal inlury and properly damage. For general guidance regarding he fabrication. storage, delivery, erection and bracing of busses and truss systems, seeANSIMII Cualfly Crank, D3114119 and BCSI Bu4dkp Component 6904 Parke East Blvd. Safety kfoenatknavarciale from Tress Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Cry Ply T19200681 2216350 B1 �Tnuss`Type Hip 1 1 Job Reference (optional) eunaers r-Im source, I'lant cny, I-L- 32bee, e24U a UBC a k U1e MI I eK maustnes. mc. W ea Jan z2 Ue:4U:12 euzu d V -^ use 3.00 12 4x6 = 6 22 3x4 = 4x6 = 7 23 8 LOADING (psQ SP ICING' 2-0-0 CSI. DEFL. in (lac) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.76 VBn(CL) -0.3411-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ven(CT) -0.59 13-14 >701 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.99 Horz(CT) 0.29 20 n/a rJa BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.37 14 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 46: 2x4 SP M 31, 8-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 12-14: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 *Except* 9-20: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1339/0-7-10, 20=1265/0-3-8 Max Hom 2=324(LC 12) Max Uplift 2=-461(LC 12), 20=-340(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3999/2704, 3-5=-3902/2880, 56=-1970/1415, 6-7=-1675/1408, 76=-1193/1014, 8-9=-1422/994,10-20=-1265/894,9-10= 1195/923 BOT CHORD 2-15=-2717/3535, 14-15=-2718/3543, 13-14=-2755/3425, 11-13=-1073/1515 WEBS 5-13_ 1830/1628, 6-13= 219/520, 7-13= 207/354, 7-11= 629/526, 8-11=-83/350, 9-11=-754/1178,5-14=-590/982 PLATES MT20 Scale: 3/16'=1' C 1 as om =o N = 20 GRIP 244/190 Weight: 210 lb FT=20% Structure[ wood sheathing directly applied or 2-2-0 oc puffins, except end Verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-13 . 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.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-M to 5-0-0, Interior(1) 5-0-0 to 17-2-0, Extetior(2) 17-2-0 to 25-7-13, Interior(1) 25-7-13 to 26-10-0, Exterior(2) 26-10-0 to 34-6-10 zone; cantilever left and right exposed ; end vertical 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 chard 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) Bearing at joint(s) 2, 20 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) except (jt=lb) 2=461, 20=340. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Data: January 22,2020 Q WARNfil Vedfydes19npsmmetersend READ NOTES ON TNISANDINCLUDEDMREKBEFEBANCEPAGEMLL7Mmv. la4=2015BEFOREUSE 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 trust system. Before use, the building designer must verify me oppllcobllily of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and hum systems seeANSVIPII CualNByy CrBenn, DSB-89.atnd BCSI BuldbQ Component Satisfy mforriallonovolloble from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19200682 2216350 Bra Hip 1 1 Jab Reference (optional) Builders First Source, Plant City, FL - 32566, 6.00 12 ST1.5x8 STP = 6x8 % 3.00 12 5.8 = 8.240 a Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:13 2020 ID:GD21k OkxBeW6ovNw5l gSNz78uO-LdOC3W5jUHDRHOhmFhxFQ?DiTnKM72OvUHzGx 22.0.0 28-10-0 34-8-6 5.8 = 6 22 7 23 8 Scale: 3116'=1' LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Ven(LL) -0.28 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.92 Vert(CT)-0.5514-15 >741 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.62 Ho¢(CT) 0.31 20 n/a We BCDL 10.0 Code FBC2017/1PI2014 Matrix-SH Wind(LL) 0.38 15 >999 240 Weight: 210 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 no pur ins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEDGE WEBS 1 Row at midpt 5-14, 6-12, 8-12 Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1339/0-7-10, 20=1265/M-8 Max Harz 2=306(LC 12) Max Uplift 2=-445(LC 12), 20=-344(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3---4019/2820, 3-5=-3856/2889, 56=-2212/1616, 6-7=-1839/1459, 7-8=-1839/1459, 8-9=-1312/922,10-20=-1265/872, 9-10=-1212/893 BOT CHORD 2-16=-2832/3556, 15-16=-2835/3564, 14-15=-2732/3369, 12-14=-1403/1924, 11-12=-728/1103 WEBS 5-15=-642/975,5-14=-1561/1431, 6-14=-430/692,7-12=-416/453, 8-12=-740/993, 8-11=-373/405, 9-11=-785/1186 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.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Intedor(1) 5-0-0 to 15-2-0, Exterior(2) 15-2-0 to 23-7-13, Intedor(1) 23-7-13 to 28-10-0, Exterior(2) 28-10-0 to 34-6-10 zone; cantileverleft and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 2, 20 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=lb) 2=445, 20=344. Joaquin Velez PE No.66182 Mi rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 Date: January 22,2020 QwA NDIG- lierltydesignpammefersendli ADNOTE50N MMANDP/CLUUEDMREKREFERANCEPAGEMLL74"mv. 10N34015BEFOREUSE Design valid for use only with MroM connectors. lhu tlesign Is based only upon parcmeters shown, and Is for on Inc Mdual building component not �'- a Muss system. Before use, the building designer must verify the oppilcabety, of design perometers and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling lndMducl truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parka East Blvd. East0 fabrication. storage, delivery, erection and bracing of trusses and muss systems, seeANSVIP11 Quality Criteria, OSad9 and SCSI Building Component Tampa. rt SafNy Infommlbravollabie Mom Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314, Job Truss Truss Type Oly Ply T19200683 2216350 B3 Hip 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, _ 6.240 s uec _b 2U1 a MI I ea madames, Inc. wad dan 2e ue:eu: m zuzu d $cat.=1:63.0 6x8'= 7x10 = = 5 622 23 T 6x8 ST1.5x8 STP = 2x4 11 2x4 I I 2x4 = 20 6x8 � 3.00 72 2x4 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 FBC2017/1PI2014 CS'. TC 0.68 BC 0.95 WB 0.60 Matrix-SH DEFLin (too) I/dell Ud Volt e 1(1) -0.27 14 >999 360 Vert(CT)-0.5611-13 >738 240 Horz(CT) 0.30 20 n/a n1a Wind(LL) 0.36 14 >999 240 PLATES GRIP MT20 244/190 Weight: 2181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc puriins, 5-6,6-7:24 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS. 2x4 SP No.3 WEBS 1Row at still 7-11 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1339/0-7-10, 20=1265/0-3-8 Max Hors 2=287(LC 12) Max Uplift 2=-428(LC 12), 20=-399(LC 8) . FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4036/2899, 3-0=3821/2851, 4-5=-2581/1880,.5-6=-2333/1732, 6-7=-2333/1732; 7-8=-107af737, 9-20=-1265/854, 8-9=-1257/855 BOT CHORD 2-15=-2904/3573, 14-15=-291-1/3578, 13-14= 2660/3330, 11-13=-1643/2247, 10-11=-631/954 WEBS 4-14=-696/943, 4-13= 1221/1154, 5-13=-502(759, 5-11=-233/309, 6-1 1=-575/61 1, 7-11=-1127/1577, 7-10_ 568/542, 8-10=-761/1171 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vascll 24mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-2-0, Exterior(2) 13-2-0 to 21-7-13, Interior(1) 21-7-13 to 30-10-0, Exterior(2) 30-10-0 to 34-6-10 zone; cantilever left and right exposed ; end vertical 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 pending. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 20 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) 2=428,20=399. Joaquin Velez PE No.69182 Ml USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 ,&WARNING- Verilydeergnpammelamamu BEAD NOTES ON THIS AND INCLUDED RGEKREFERANCEP40EM674"ns- f0/O3,2015BEFOREUSE. wit valid for use only with MTek® connectors. This couch Is based only upon parameters shown, and Is for an individual bullding component. not a muss system. Before use, me building designer must verity the appllcablllN of design parameters and properly Incorporate this design Into the overall bulldIng tleslgn. Br Indicated is to buckling Individual muss and/or chord members only, Additional temporary and permanent bracing Mffek' acing prevent of web Is alwaysrequlred for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fobrlcollon, storage, tlellvery, erection and bracing of musses and huss systems. seeANSUIPII Quality Coats. DSB419 and BCSI Building Component Tampa, FL 33610 SabM mloenolbmvollable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Job Truss - Truss Type T19200684 2216350 B4 Hip 1 1 Joh Reference o tonal buaaers rlrm source, rram ury, rl - Jzaoo, o.c.a o..=e ........,..o...... ............ __......... ID:GD211r_OkxBeW6ovNw51 gSNz78uO-IChLhY7bnCbO8UOLwp4y2drGa7ROCM7MAFCXY6zsrET 34-8-6 1r_q 5-10-4 11-2-0 1&2.11 25-1-11 32-2-6 1, 1010 � 1-0, 5210-4 5-3-12 7-0-11 6-10-15 ]-0-11 0-]-101-10-6 Scale = 1:62.1 ?I 46 3x4 = 3x6 = 3x4 = 3x6 = 3x4 3x6 = 4 5 21 6 22 7 8 9 10 4x6 = 2x4 II 3xB = 3x6 = 3x4 = 5.6 = 3x6 II LOADING (Pat) SPACING- 2-0-0 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. TICt(LL) 0.62 BC 0.56 WB 0.75 Matrix-SH DEFL. Ver Vert(CT) Horz(CT) Wincil In floc)/dell L/d -0.11 15-17 >999 3160 -0.24 15-17 >999 240 0.07 13 Na n/a 0.1315-17 >999 240 PLATES GRIP MIT20 244/190 Weight: 199 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or 3-8-0 oc purlins, BOT CHORD 2x4 SP No.2 "Except* except end verticals. 8-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1. Row at midpt B-14,5-17 REACTIONS. (lb/size) 2=1240/0-7-10, 13=1365/0-3-8 Max Horz 2=269(LC 12) Max Uplift 2=-387(LC 12), 13= 588(LC 9) Max Grav 2=1243(LC 23), 13=1365(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2162/1404, 3-4=-1744/1177, 4-5=-1511/1144, 5-7=1665/1169, 7-8=-1160/808 BOT CHORD 2-18=-1487/1849, 17-18=-1487/1849, 15-17— 1100/1665, 14-15=-740/1160, 12-13=-1304/1167,8-12=-125011017 WEBS 3-17=.398/473, 4-17=-184/469, 8-14=-1003/1478, 5-17=-325/193, 7-14=-786/708, 5-15=-279/387, 7-15=-502/658 NOTES-' 1) Unbalancedroot 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.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(l) 5-0-0 to 11-2-0, Exterior(2) 11-2-0 to 19-7-13, Interior(1) 19-7-13 to 32-10-0, Extedor(2) 32-10-0 to 34-6-10 zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10,Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except dt=lb) 2=387, 13=588. Joaquin Votes PE No.88182 Ml USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 Q WARNING -Verity design Per emerersand READ NOTES ON THIS AND INCLUDED IM EKREFERANCE PAGE 4TIL747a rev. III BEFORE USE. Design valid for use only with MOek@ connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not Wit a truss system. Before use, the bulltling designer must verify the applicability of tleslgn parameters and properly Incorporate this design Into the overall buckling Individual truss members only. Addltlonal temporary and permanent bracing MOW building design Bracing Indicated is to prevent of web and/or chord Is always required for stability antl to prevent collapse with passible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery. erectlon and bracing of trusses and truss systems, seeANSpmit GuaBly Capra, DSB49 and BCSI Budding Component 6904 Parke East Blvd. Safety Informafbrnvailable from Truss Plate Institute, 218 N. We Street. Suite 312, AJexandrla. VA 22314. Tampa, FL 33610 Job - Truss Truss Type City Ply T19200685 2216350 BS Half Hip 1 1 Job Reference (optional) eunaers rlrsl boume, nam ury, rL- J4000, ID:GD21 k_OkxBeW6ovNw5l gSNz?euO-DPFjvu8DYWjtle?XUXhBbrOPfOihxp6VPWU4YzsrEf 24.5.11 32-2.6 , 34.5.6 4x8 = 3x4 = 3x6 = 4 5 17 6 Scale=1:59.0 3x4 = 3xB = 7 18 a 9 ST1.5x8 STP = 3x6 = 3x6 = 3x8 = 3x4 = Sx6 = 3.6 11 LOADING lost) SPACING- 2-0-0 Cat. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.72 Vert(LL) -0.16 2-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.36 2-14 >999 240 BCLL 0.0 ' Rep Stress Inch YES W B 0.77 Horz(CT) 0.07 10 Na 1 BCDL 10.0 Code FBC2017rrP12014 MaMx-SH Wind(LL) 0.16 12 >999 240 Weight: 1741to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc puffins, BOT CHORD 2x4 SP No.2 except and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-8 oc bracing. WEBS. 1Row at midpt 5-14,8-11 REACTIONS. (lb/size) 10=1322/0-3-5, 2=1241/0-7-10 Max Hom 2=247(LC 12) Max Uplift 10=-664(LC 9),.2=-390(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2109/1423, 3-4=1892/1216, 4-5=-1661/1173, 5-7=-2057/1394, 7-8=-1502/955, 8-10=-1254/960 BOT CHORD 2-14=-1513/1820, 12-14=-1394/2057, 11-12=-955/1502 WEBS 3-14=-219/390, 4-14=-204/543, 5-14=464/299, 5-12=-200/340,7-12=-516/651, 7-11=-743/664, 8-11=-1107/1738 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exit C; Encl., GCpi=0.18; MI (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interiodl) 5-0-0 to 9-2-0, Extedor(2) 9-2-0'to 17-7-13, Interior(1) 17-7-13 to 34-8-6 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. ' 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 10=664,2=390. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 ,&WARNING- Verify design paramefereend READ NOTES ON TNISAND/NCLUDED MREKNEFENANCEPAGEM1F74nnez faoscr SBEFOBE USE. Design valid for use only with MnelkG connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Intlicated is to prevent buckling of lncMduai truss web and/or chord members only, Addlflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury end property damage. For general guidance regarding the fabrication, storage, delivery, erecnan and bracing of trusses and truss systems, seeANBVWII Quality Cmeffu, DSI and BC81 Building Component 6904 Parke East Blvd. Safety Informallonovailable from Truss Plate Insntul6, 218 N. Lee Street, Suite 312, Alexandria. VA MIA Tampa, FL 33610 Job Truss Truss Type -' Oly' Ply T19200686 2216350 Be .Half Hip Girder 1 i Job Reference o tional aunaers rlrsr source, ream any, rL - ozoos, 5x6 = NAILED NAILED 6.00 12 NAILED 4 20 21 NAILED 19 U 6a 3x4 i NAILED 3 18 17 2 d 1in ID:GD21k OkxBeW6ovNw5l gSNz78uO-9nNTl NAILED NAILED NAILED NAILED NAILED 3x8 = NAILED NAILED 3x4 = 4u8 = NAILED 3x8 = 22 5 23 24 25 6 26 _7 27 28 8 29 Scale = 1:59.0. NAILED NAILED 412 30 31 9 10 5x6 = 32 1633 34 15 35 36 37 14 38 39 40 13 41 42 43 12 44 45 46 11 ST1.Sxe STP = 2.4 11 5xe = NAILED NAILED 7x1a = NAILED NAILED 3x8 = NAILED NAILED 7x1D = NAILED NAILED axis II NAILED NAILED NAILED NAILED NAILED NAILED NAILED L9-n 19-9d9 14.F.7 25-B-1 32-2-6 3-7-2 3-6-14 6.0-14 6.2-10 -- 6-2-10 16.6-6 Plate Offsets (X Y)-- [2:0-3-0 0-2-13] [4.0-3-0 0-2-71 15:0-3-8 0-1-8] [8:0-3-8 0-1-81 [9'0-5-8 0-2-0] [11 •Edae 0-5-81 112:0-5-0 0.4-8] [13:0-3-8 0-1-8] [14:0-5-0 0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.27 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.51 13-14 >740 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.98 Horz(CT) 0.09 11 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.3913-14 >977 240 Weight: 225 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 1-4: 2x4 SP No.2 BOT CHORD 2x6 SP M 26'Except' BOT CHORD 11-12: 2x6 SP No.2 WEBS WEBS 2x4 SP No.3 "Except' 9-11: 2x6 SP No.2, 9-12,5-15,8-13,6-14: 2x4 SP No.2 REACTIONS. (Ib/size) 11=3017/0-3-8 (req. 0-3-9), 2=2543/0-7-10 Max from 2=1918) Max Uplift 11=-1652(LC 5), 2=-1153(LC 5) Max Graff 11=3017(LC 1), 2=2548(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250111 or less except when shown. TOP CHORD 2-3=-4717/2231,3-4=-4481/2187,4-5- 3905/1962,5-6=-5665/2934,6-8=-5598/2925, 8-9=-3772/1932,9-11=-2879/1685 BOT CHORD 2-16=-2040/4099, 15-16=-2040/4099, 14-15=-2934/5665, 13-14=-2925/5598, 12-13=-1932/3772 WEBS 4-15=-653/1535,9-12=-2137/4173,5-15=-2046/1155, 8-12- 1714/1196, 5-14=0/493, 8-13=-1172/2109, 6-13=-762/696 Structural wood sheathing directly applied or 2-4-1 oc pur ins, except end verticals. Rigid ceiling directly applied or 5-10-1 oc bracing. 1 Row at mill 9-12, 5-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasdl2411 TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water bonding. 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) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 11=1652,2=1153. 8) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NOS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 224 Ito down and 157 Its up at 31-11-10, and 2441b down and 154 lb up at 34-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard Joaquin Velez PE No.68182 li USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 .nntimed nit, name 2 QWARN/NG- Verify design parameters antl READ NOTES ON THISANO INCLUDED 11REKREFERANCEPAGEMN-747a rev. IeN.aQe15 BEFORE USE. Design valid for use only with Mnek® connectors. IDIs design Is based only upon parameters shown, and Is for an Individual building component, not a two system. Before use, the building designer must verify me applicablllly of design parameters and papery Incorporate this design Into me overall building design. Bracing lncilcoted is to buckling lntlNldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of Ina es and truss systems, seeAN51/IPII CualBByy Cdferla, OBB419. and SCSI Building Component Temps, FL 33610 Safety Informalbrravailable from Truss Plate Institute. 218 N. Lee Sil Suite 312, Alexandria. VA 22314. Jab Truss - Truss Type Ory Ply T192006B6 2216350 B6 Half Hip Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MiTek Industries, Inc. Wed Jan 22 09:40:19 2020 Page 2. ID:GD21k_OkxBeW6ovNw51 gSNz7Bu0-9nNTKe9U37zb7x9vbyefgGTmPCW EPfAotCObSRurEO LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-4=54, 4-9= 54, 9-112-11=-20 Concentrated Loads (lb) Vert: 9=-413 17— 96(B) 18=-65(B)19=-1B(B)20=-112(B)21=-112(B)22=-112(B) 23=-126(B)24=-126(B) 25=-126(B) 26=-126(B) 27=126(B)28_ 112(B) 29=-112(B) 30=112(8) 31=-112(B) 32=-74(B) 33=-105(B) 34=-174(B) 35=-59(B) 36=-59(B)37= 59(B) 38=-47(B) 39=-47(B) 40=-47(B) 4 1 =-47(B) 42=-47(B) 43=-59(B)44=-59(B)45= 59(B)46=-59(B) AWARNING -Verlrydesl9nperametersenOREADNOTES ONTN/SANDINCLUDED MITEKREFERANCEPAGEMIF747arev.l9/OY1015BEFORE USE Design valid for use only with MgekD connectors. This design Is based only upon parameters shown, and Is for an IndMdual bulling component, not a truss system. Before use, the building designer must verify the oppllcobllliy of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing indicated 4 to prevent buckling of lndMdual truss web and/or chord members only. Additional temporory and penncnent bracing Is always required for stability and to prevent collapse with pos4ble personal injury and property damage. For general guidance regarding Me fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSIM11 Quality Cili DSB69 and BCSI Building Component Safety Mforme oravailoble from Tnat Fate InstttWe, 218 N. lee Street. Suite 312, Arexanclux VA 22314. MiTek' 69N Parke East Blvd. Tampa, FL M610- Job Truss Truss Type Cry Ply T79200687 2216350 Cl Common 3 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:202020 Page 1 ID:GD21k_OkxBeW6ovNw519SNz78uO-o_mXvA6gR5Sd5k69f9uCTOxEch38l5x5sABht=rEP 11.5-13 1 0 0 6.2.4 8 2 3 10--99 9-10-0 10-100 -0 1&5-02 19-2-6 623 1-11-1s 7.13 1-0-0 1-0O 0.7-1� 1-1 a1s s-8.10 Scale=1:37.6 3x6 = 36 = 3.8 = 4 6 6.00 12 2x4 I 14 2x4 II 3 7 13 12 2 �1 10 9 ST1.6x8 STP = 2.4 II 3.8 MT20HS = 2x4 11 4x6 = ST1.5x8 STP = 3x8 II 1° 6 Plate Offsets (X,)- [5:0-3-O.Edgel. [8:0-0-3 0-0-71 [8:0-0-7 0-5-91 [8:0-3-8 Edger LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.42 9-11 >541 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Ven CT) -0.64 9-11 >353 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.24 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(L-) 0.27 2-11 >840 240 Weight: 76 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 'Except' 8-10: 2x4 SP No.1 WEBS 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=839/0-7-10, 8=765/0-3-8 Max Horz 2=109(LC 11) Max Uplift 2=-236(LC 12), 8=-189(LC 13) Max Gmv 2=947(LC 2), 8=894(LC 2) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1517/579, 3-4=-1192/636, 4-5=517/1075, 5-6=492/1070, 6-7=-1197/661, 7-8=-1532/614 BOT CHORD 2-11=-383/1237, 9-11=-383/1237, 8-9=-383/1237 WEBS 4-6=-2436/1294,7-9=0/551,3-11=01536 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=4.2psk BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exte ior(2) -1-0-0 to 5-0-0. Interior(1) 5-0-0 to 9-10-0, Extedor(2) 9-10-0 to 15-10-0. Intedor(1) 15-10-0 to 19-0-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed 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. 6) Ceiling dead load (5.0 psf) on member(s). 3-4,6-7, 4-6 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 pso applied only to mom. 9-11 8) Pmvide mechanical connection (by others) of Imes to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 2=236, 8=189. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 Job Truss Truss Type OtY Ply T19200688 2216350 C2 Common 7 1 �J.bl`l.f.renoe (optional) bulloem NMI source, ream any, rc - deabs, s.zau a uec szu r e mu ex nauslne5, mc. vveaaanzz ue:ru:ei eueu it 2 4x6 = 6.00 12 B i41iEt! 3xe = a = 4 6 2.4 II 2x4 II 3 7 12 2.4 II 11 10 3xB MT20HS = W 11 15 16 Scale=1:36.5 8 ST1.5x8 STP = 46 = Plate Offsets (X Y)-- [5:0-3-0 Edge) LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(L-) -0.43 10-12 >535 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -Q.66 10-12 >348 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.23 Horz(CT) 0.03 8 rJa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.27 8-10 >858 240 Weight: 78 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x4 SP M 31 'Except- BOT CHORD 8-11: 2x4 SP No.1 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=848/0-7-10, 8=848/0-7-10 Max Horz 2- 107(LC 10) Max Uplift 2=-237(LC 12). 8=-237(LC 13) Max Grav 2=959(LC 2), 8=959(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1555/591, 3-4=-1223/636, 4-5=-483/1117, 5-6=-484/1115, 6-7=-1224/635, 7-8=-1552/589 BOT CHORD 2-12=-336/1278, 10-12=-336/1278, 8-10=-336/1278 WEBS 4-6=-2517/1221, 7-10=0/538, 3-12=0/547 Structural wood sheathing directly applied or 5b6 oc puffins. Rigid ceiling directly applied or 2-2-0 oc bracing; NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-10-0, Exterior(2) 9-10-0 to 15-10-0, Intedor(1) 15-10-0 to 20-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother 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 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 pal) on member(s). 3-4, 6-7.4-6 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=237, 8=237. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 AWARNING. Vefffydesign Parameters andREADNOTES ONTNISANDINCLUDED MREKREFERANCEPAGEMIL7473rev..IDT320f5BEFOREUSE. Design valid for use only with MOekO connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall building design. among Intlkated is to buckling of lndMduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always reaulred for stability and to prevent collapse with possible personal Njury and property damage. For general guidance regarding the folodcatlon, storage, delivery, erection and bracing of tNRes and uuss system% seeANSUIPII Quality Creada, D3349 and SCSI Su9dlng Component Safety InformatbrGvailable from Thum Plate Institute, 218 N. Lee Street. Suite 312, Alexandra. VA 22314. 69N Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Ply Or ply T19200689 2216350 C3 Common Supported Gable 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:22 2020 Page 1 ID:GD21 k_OkvBeW6ovNw5l gSNz78u0.aM3cybCMM2LAsPIUG4BMIu5OlPbucEvEZAfFlmzsrEN -1-0-0 9-10-0 19-B-0 20-8-0 1-0-0 940.0 9-10-0 1-0-0 I 4x6 = 3x4 — 22 21 20 19 is 17 16 15 14 3x4 = 5x6 = scale=1:39.0 LOADING (PSI TCLL 20.0. TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL L25 LuDOL 1.25 mber Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.13 BC 0.06 WB 0.09 Matrix-SH DEFL in Ven(LL) -0.00 Vert(CT) -0.00 Horz(CT) 0.00 (too) Udell Ud 13 n/r 120 13 n/r 120 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 99 lb 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 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-8-0. (lb) - Max Harz 2=107(LC 10) Max Uplift All uplift 100 lb or less at joinf(s) 12, 19, 20, 21, 22, 17, 16, 15. 14. 2 Max Grav All reactions 2501b or less atjoint(s) 12, 18, 19, 20, 21, 22, 17, 16, 15, 14, 2 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 5-6=-70/282, 6-7=-102/367, 7-8=-102/372, 8-9=-70/288 WEBS 6-19=-116/300, 5-20=-106/299, 4-21=-110/294,3-22— 101/267, 8-17=-116/300, 9-16=-106/299,10-15= 110/294,11-14=-101/267 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=4.2psh BCDL=S.Opsf; h=15ft; Cat. II; E1ia C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3)-'1-0-0 to 5-0-0, Exteriar(2) 5-0-0 to 9-10-0, Comer(3) 9-10-0 to 15-10-0, Extedor(2) 15-10-0 to 20-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss 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 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 12, 19, 20, 21, 22. 17, 16, 15, 14, 2. Joaquin Velez PE No.80182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 Job Truss Truss Type - CryPly T19200690 2216350 Gil Comer Jack 12 1 Job Reference optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:23 2020 Page 1 ID:GD21k_OkxBeW6ovNw5l gSNz?Su0-2Zc_9xD_7MTl UZShgnibg6ebZpylLiYOnqOOHCzsrEM -1.0-0 1-0.0 1.0.0 1-0.0 Scale =1:7.0 2x4 = ST1.5x8 STP= Plate Offsets (X Y)-- [2:0-1-4 Edae] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress Mor YES WE 0.00 Horz(CT) -0.00 a n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 511c FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-8./Mechanical, 2=125/0-7-10, 4=9/Mechanical Max Horz 2=44(LC 12) Max Uplift 3=-8(LC 1), 2=-63(LC 12) Max Gmv 3=18(LC 8), 2=125(LC 1), 4=18(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; Irl Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left 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 fora 10.0 pat bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 Q WARNING-VerhyrfsegnparameMmend READ NOTES ON THISANDWCLUDEDMREKREFERANCEPAGEM/L14M rev. 10004201511EFORE USE. Design valid for use any wlm Ml connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not ��- a hum system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into me overall bu0tling design. Bracing Indicated is to prevent buckling of intlNlduol ti web and/or chard members any. Additional temporary and permanent bracing MiTek' 6 olwoys required for stabYity and to prevent collapse with passible personal Injury and property damage. For general guidance regarding me fabrication. storage, delivery, erection and bracing of trusses and hum systems. seeANSIMIJ Ctw01v Criteria, DSB-89 and SCSI Building Component 69M Parke East Blvd.Safety mforma6orpvallabie from Truss Rate Institute. 218 N. Lee Sheet. Sune 312, Alexandria. VA 22 14. Tampa. FL W610 Job Truss Thus Type Cry Ply T79200691 2216350 CJ3 Comer Jack 2 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Loa 6 2019 MiiTek Industries, Inc. Wed Jan 22 09:40:23 2020 Page 1 ID:GD21 k_OkxBeW6ovNw5l gSNz78u0.2Zc 9xD 7MTl UZShgnibg6eakpxsdJYOnqOoHCurEM -0-0.0 3.0.0 1.0.0 3.0.0 scale: 2x4 = ST1.5x8 STP = 3-0-0 3-0-0 Plate Offsets (X Y)-- 12:04-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(L-) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOR(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Wind(L-) 0.00 2 •'•' 240 Weight: 11111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Stmclural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigld ceiling directly applied or 10-" oc bracing. REACTIONS- (lb/size) 3=53/Mechanical, 2=186/0-7-10, 4=26/Mechanical Max Ho¢ 2=92(LC 12) Max Uplift 3=-63(LC 12), 2=-71(LC 12) Max Grew 3=53(LC 1), 2=186(LC 1), 4=52(LC 3) FORCES. (lb) - 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=4.2psY BCDL=S.Opsf; h=15N; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 2. Joaquin Velez PE No.68182 MTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 AWARNING -VfifydesIgnP9remetan, d READ NOTES ON THIS AND INCLUDED MEK REFERANCE PAGE MX74" ., IeMI!f?15 BEFORE 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 bulltling designer must verity the oppllcobifty of tleslgn parameters and property Incorporate this design Into the overall building de9gn. Bracing indicated 6 to buckling Individual truss web and/or chord members only. Additional temporary antl permanent bracing MiTek• prevent of is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 69M Parke East Blvd. fobrkaeon "age, dellvoy, erection and bracing of trusses and thus system& seeANSVIPIT Cu=My CmeM, DS549.and 6C31 Bultlbp Grm,or t Safety INamustio lovoloble from Truss Plate Imtikde, 218 N. Lee Street. SuBe 31Z Alexandra, VA 22314. Tampa, FL 33610 Job - Truss Thus Type Oty Ply T19200692 2216350 D1 Common 21 1 ' Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:24 2020 Page 1 ID:GD21 k_OkxBeW6ovNw5lgSNz7Su0-WIAMNHDdugcu5iltOVDgNJAdhD4M46XXOU8MgeurEL -1-0.0 4-11-0 9.10.0 10-10-0 1-0.0 4-11-0 4-11-0 1-0-0 4x6 = ST1.5x8 STP= zxn II STI.5x8 STP= 3x6 = 3xB II Scale=1:23.2 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 CS'. TC 0.67 BC 0.90 WB 0.08 Matrix-SH DEFL. in Ven(LL) -0.01 Ved(CT) -0.03 Horz(CT) 0.01 Wind(LL) 0.02 (roc) Udell L/d 2-0 >999 360 2-6 >999 240 4 Na We 4-6 >999 240 PLATES GRIP MT20 244/190 Weight: 40 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=411/0-7-10, 4=411/0-7-10 Max Harz 2=58(LC 11) Max Uplift 2- 158(LC 12), 4=-158(LC 13) FORCES. (lb) - Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-448/389, 3-4=-448/389 BOT CHORD 2-6- 173/341, 4-6- 173/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-secund gust) Vasd=124mph; TCDL=4.2psf; BCOL=5.Opst h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any, other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=158, 4=158. Ib Joaquin Velez PE No.68182 01Rek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: January 22,2020 O WARNING -Verily design paremefersend READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473rev. 1WA12015BEFORE USE. Design valid for use only with MOekils connectors. This tleslgn Is based only upon parameters shown. and Is for on Individual building component, not a muss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Brocing Indicated is to buckling of mdr dual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent 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 fiamus and hass systems seeANSMII Quality Oil DSIII antl 6C31 Building Component 6904 Parke East Blvd. Safety Infommtbrovc1able from Truss Rate Institute. 218 N. Lee Steel, Sulle 312, Alexandlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type 03tY Ply T79200fi93 2216350 D2 Common 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 a Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:25 2020 R 4x6 = ST1.5xB STP= 2x4 II STI.5x13 STP= 3x6 = 4.11-0 9-10-0 4.11.0 4.11.0 3.6 = Scale = 1:23.2 la Plate Offsets (X,Y)-- f2:0-6-0,0-0-6], f4:0-6-0,0-0-61 LOADING (pso SPACING- 2-0-0 CS]. DEFL. in (Joe) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.01 2-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.03 2-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.08 Horz(CT) 0.01 4 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Metrix-SH Wind(LL) 0.02 4-6 >999 240 Weight: 38Ile FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=411/0-7-10, 4=411/0-7-10 Max Hom 2=58(LC 11) Max Uplift 2=-158(LC 12), 4=-158(LC 13) FORCES. Ili - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-448/389, 3-4=-448/389 BOTCHORD 2-6=-173/341,4-6=-173/341 BRACING - TOP CHORD Structural wood sheathing directly applied or6-" oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph.(3-second gust) Vasd=124ni TCDL=4.2pst BCDL=5.Opsf; h=151t Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and tight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=158, 4=158. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Bate: January 22,2020 Q WARNING- Verity design peremelers end READ NOTES ON MIS AND INCLUDED icei REFERANCE PAGE NS7471 rev. 10MUChfs BEFORE USE. Design valid for use only with MOekS connectors. This design is based only upon parameters shown. and is for an Individual building component, not r` a thus system. Before use, the building designer must verify. the applicability of design parcmeters and properly Incorporate this design Into the overall bustling design. Bracing Indicated is to prevent bucWhg of Individual fLm web and/or Chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabally and to prevent collapse with possible poisoner injury and property damage. For generol guidance regarding the fabricaliom storage, delivery, erection and bracing of trusses and truss systems, seeANSViP11 Qucay Cdeda, 05549 and SCSI Budding Component 69N Parke East Bind. Safety Informatranavoiiabre from Truss Plate Inslili 218 N. Lee Street. Suite 312, Noxonarfa. VA 22314. Tampa, FL M610 Job Thus Truss Type Oty Ply T19200694 2216350 D3 Common Supported Gable 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MiTek Industries, Inc. Wed Jan 22 09:40:26 2020 Page 1 ID:GD21k_OIaBeW6ovNw5l gSNz78u0-S817ozFtOHsbLOBGVwGISkG5kOmYl CgUodSUXZsrEJ -/-0-0 4-11-0 9.10.0 to-t0.0 7.0.0 I 4.11-0 I 4.11-0 1-0.0 Scale =1:22.3 46 = ]a ry 3x4 = 2x4 i2.4 I'l 2.4 If 3x4 = Plate Offsets(XY)- f2:0-4-40-0-4116:0-4-4,0-0-41 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Ved(LL) OAO 6 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Hoa(CT) 0.00 6 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 421b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-10-0. (III) - Max Horz 2=58(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 6 except 10=-124(LC 12), 8=-124(LC 13) Max Gmv All reactions 250 lb or less at joint(s) 2, 6, 9, 10, 8 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-67/251, 4-5=-66/250 WEBS 3-10=-162/448, 5-8=-163/448 Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and Fight exposed ;C-C for members and forces & MVJFRS 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) Gable requires continuous bottom chord bearing. ' 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 10011b uplift at joint(s) 2, 6 except (jt=11b) 10=124,8=124. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 6. Joaquin Velez PE N6.68182 MiTek USA, Inc. FL CeR 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 0 WARNING -Verify design parameters and READ NOTES ON THIS AND rNCLUDED Nf7EKREFERANCE PAGE NM17473rsv. 1Oro3`1015 BEFORE USE + Design valid for use only with MBekG connectors. this design is based only upon parameters shown, and is for an Individual building component, not a trust system. Before use, the bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to bucking individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the robricatlon, storage, delivery, erection antl bracing of trusses and muss systems seeANSVrPII CuNMy Carina. D5549 and SCSI Building Component 6904 Parke East Blvd. Safely Informalbllovoiloble from Truss Fate Institute, 218 N. We Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Thus Oty Ply T79200695 2216350 EJ2 �Trusa;Type Jack -Open 3 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MiTek Industries, Inc. Wed Jan 22 09:40:26 2020 Page 1 ID:GD21 k_OkxBeW6ovNw51 gSNz7BuO-SB17ozFtQHsbLOBGVWGISkG6p0_DY3HgUodSuyz rEJ � 1-0-0 Scale =1:9.6 2x4 = STl.5x8 STP= Plate Offsets (X Y)-- (2;0-1-4 Edael LOADING (psQ SPACING- 2-" CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(L-) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 War n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(-L) 0.00 2 """" 240 Weight: 8lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=36/Mechanical, 2=145/0-8-0, 4=19/Mechanical Max Horz 2=69(LC 12) Max Uplift 3=-42(LC12), 2=-60(LC 12) Max Grav 3=36(LC 1), 2=145(LC 1).4=38(LC 3) FORCES. (lb) - Max. Comp./Max Ten. -All farces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M as bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and.C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This MISS has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 3, 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January22,2020 Q WARNING - Vedlydeslgnpanrrelers and READ NOTES ON THIS AND INCLUDED IffmKREFERANCEPAGEMIL747arev. 1017a1015 BEFORE USE. Design valid for use only with MraW connecters. This design Is based only upon parameters shown, and Is for an Inc Mdual buldIng component, not a truss system. Before use, me building designer must verify me oppilcabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated b to prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek" 6 always required for stability and to prevent collapse with possible personal Injury end property damage. For general guidance regarding the fobdcatiam storage, dery ery, eiection and bracing of pusses and truss systems seeANSVIPII Cual Criteria, DSB49. and SCSI Building Component from Truss Plate InsMute. 218 N. lee Street Suite 312. Alexcndda VA 22314. 69M Parke East BWd. Tampa, FL 33610 Safely mloanalbrnvoilable Job Thus Truss Type cry Ply T79200696 2216350 EJ3 Jack -Open 2 1 Job Reference o tional Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:27 2020 Page 1 ID:GD21 k_OkxBeW 6ovNw51 gSNz?BuO-wKsV?J GVBb_SyAmS3dnX7yoGkOltH W Xzi SMOczzsrEI 3.0.0 1-0-0 I 3.0-0 Scale: V=V 2x4 = STI.SxB STP= 3-0-0 3-0-0 Plate Offsets (X Y)-- r2:0-1-0 Edaef LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Uri PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 2-0 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 111b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=53/Mechanical, 2=186/0-7-10, 4=26/Mechanical . Max Horz 2=92(LC 12) Max Uplift 3=-63(LC 12). 2=-71(L0 12) Max Grav 3=53(LC 1), 2=186(LC 1), 4=52(LC 3) FORCES. (to) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.0psf; h=15ff; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical 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 nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide Will fit between the bottom chard and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 2. Joaquin Velez PE No.69182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: January 22,2020 ,&WARNING - VedlydesI r;p nmerera And READ NOTES ON This AND INCLUDED MlTEKREFERANCE PAGE M&7473Tev. 1Na=015 BEFORE USE. valld for use only with Ml connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Et th a nuss system. Before use, the bullding designer must verify e appllcablllty, of design parameters and properly Incorporate this design Into the overall buadingdestgn. Bracing Indicated is to budding of individual truss web and/or chord members only. Addinonaltempuaryondpermonenibracing MOW prevent Is always required for stability and to prevent collopse with possible personal injury and property damage. For general guidance regarding the I 6904 Parke Eaz fabdcatlOn, storage. dellvery, erection and bracing of trusses and huss systems, seeANSUIPIT Quality Chub. 09549 and SCSI Building Component Saf�b/armatbmvaYpble from Truss Rate Instal 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Safety Temps, FL 3360 Job - Truss - - Truss Type Oty Ply T19200697 2216350 EJ5 Jack -Open 1 1 ' Job Reference (optional) Builders First bounce, Plant Oily, FL- 32566, 8.240 s DBc 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:28 2020 Scale = 1:17.0 3.4 = ST1.5x8 STP = 5-0.0 5-0.0 LOADING (pso SPACING- 2-" Cat. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25. TC 0.58 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 181la FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-" oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=252/0-7-10, 4=46/Mechanical Max Horz 2=142(LC 12) Max Uplift 3=-122(LC 12), 2=-85(LC 12) Max Grav 3=115(LC 1). 2=252(LC 1), 4=92(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All fames 250 (Ib) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exiedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat 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 1001b uplift at joint(s) 2 except (jt=lb) 3=122. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East BNd, Tampa FL 33610 Data: January 22,2020 O WARRING- Verify design pemmefersend READ NOTES ON THIS AND INCLUDED ANTEKREFERANCE PAGE 141.7473mv. ISAM2015 BEFORE USE. Design valid for use only with Mnek® connectors. This design Is hosed only upon parameters shown, and Is for an Individual building component, not a muss system. Before use, me building designer must ved the applicability of design parameters and properly Incorporate%is design Into the overall bulltling design, Bracing Indicated Is to buckling of Individual true web and/or chord members rm only. Additional temporary and peonent bracing 1s I1 MiTekc prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldcnce regarding me fobdco6on, storage, delivery, erection and bracing of busses and fuss systems seeANSI/IPII Quality Criteria, D5549 and SCSI Building Component 6904 Palle East Blvd. Safety from Truss Plate Institute. 218 N. Lee Street Suite 312, A sixonddo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T79200698 2216350 EJ6 Monopilch 2 1 Job Reference (optional) Builders First Source, Plant City,FL- 32566. 8.240 s Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:28 2020 Page 1 ID:GD21 k.OkxBeW6ovNw5l gSNz78uO-OWOtDeG7yu6JaKLedLlmX9LGfgXA0zn7x66ZzOzsrEH -1-0-0 6-9-10 7-2-q 1-1F0 6-9-10 2x4 II 4 J' ,.y3x4 = 3x6 II 6.9-10 6.9-10 Scale=1:25.3 Plate Offsets (X Y)— [2:0-0-4 0-0-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Ven(LL) -0.10 2-5 >786 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Ven(CT) -0.19 2-5 >393 240 BCLL 0.0 Rep Stress [nor YES WS 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.00 2 •••• 240 Weight: 291b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 5=256/0-3-8, 2=312/0-7-10 Max Harz 2=194(LC 12) Max Uplift 5=-159(LC 12). 2=-93(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All foxes 250 (lb) or less except when shown. TOP CHORD 3-5=-212/432 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. 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.Opsf; h=1 Sit; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 7-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2 except (jt=1b) 5=159. Joaquin Velez PE N0.69182 MiTek USA, Inc. FL Cad 6634 69114 Parke East Blvd. Tampa FL 33610 Date: January22,2020 Job Tree Truss Type OtY Ply T79200699 2216350 EJ7 Jack -Open 14 1 Job Reference (optional) Builders First Source, Plant City, .R.- 32566, 3 3xB = ST1.5.8 STP= 8.240 a Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:32 2020 Page 1 ID:GD21 k_OIuBeW 6ovNw51 gSNz?Bu0-HHfO2OJe?7ci3%ePSAMih?VzRRtcynmisk4n6BmrED 7-2-0 7-2-0 Scale = 1:25.3 Plate Offsets (X Y)— 12:0-8-0 0-0-101 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.09 2-4 >913 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.20 2-4 >406 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.15 2-4 >529 240 Weight: 241b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=166/Mechanical, 2=329/0-7-10; 4=79/Mlechanical Max Holz 2=195(LC 12) Max Uplift 3=-156(LC 12), 2=-103(LC 12) Max Gmv 3=166(LC 1), 2=329(LC 1), 4=124(LC 3) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) 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-M oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 7-1-4 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=156, 2=103, Joaquin Velez PE No.69182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 Q WARNING. Vedtydeegnperemeterserd READNOTESONTHISANDWCLUDEDMNEKREFERANCEPAGEMLL7473... 1N0.V2e15BEFOREUSE. Deign valid for use only with Mrek® connectors. Ibis design Is based only upon parameters shown, and Is for an Individual bulltling component, not ��- a truss system. Before use, the building designer must verify the cppllcobllity, of design parameters and property Incorporate this design Into the overall design. Bracing Indicated is to buckling lndNltlual truss web and/or chord members only. Additional temporary and permanent brocing MiTek' bulltling prevent of Is always recuired for stabillry and to prevent collapse with pos4ble personal Injury and property damage. For general guidance regarding the fabricafiom storage, delivery, eiecron and bracing of trusses and truss systems, WeANSVIP1n Quality Carona. DSB49 and SCSI BuldbD Component 6904 Parke East Bind. Safety nnfemmtbrpvoiloble from Truss Plate Institute. 218 N. Lee Street. Sure 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply T19200700 2216350 EJ61 Monopitch Girder 1 1 - Job Reference (optional) Builders First Source, Plant City, FL - 32566. 6.00 12 STL5x8 STP= 2x4 = 8.240 s Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:29 2020 Page 1 ID:GD21k_Okxl3eW6ovNw5lgSNz7Bu0-ti_FQ_HIICEACUwgB2p44NtaCEWNIOXGAmf7VSurEG Speclal 44 = 3 20 II Special NAILED 3x4 II NAILED I& 5 ST1.5x8 STP= 3.4 II Scale=1:16.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.06 6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Ven(CT) -0.08 6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WS 0.03 Hom(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 29111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 *Except* BOT CHORD 3-6: 2x4 SP No.3 REACTIONS. (lb/size) 5=250/0-8-0, 2=336/0-7-10 Max Ho¢ 2=95(LC 8) Max Uplift 5=-124(LC 5), 2- 147(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-" oc puffins, except end verticals. Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASIDE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.Ops1; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ;end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequatedrainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by other's) of truss to bearing plate capable of. withstanding 100 Fib uplift at joint(s) except (jt=1b) 5=124, 2=147. 6) "NAILED" indicates 3-1 Did (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 70 lb down and 105 lb up at 3-0-0 on top chord, and 40lb down at 3-0-0 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 (pit) Vert: 1-3=54, 3-4=-54, 2-5=-20 Concentrated Loads (Ib) Vert: 3=-3(B) 6=-16(B) 8=-6(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Bind. Tampa FL 33610 Bate: January 22,2020 Q WARNING. Verhydesignparemefersand READ NOTES ON THISAND INCLUDED MDEKREFERANCEPAGEM&MM rev. IM312015SEFOREUSE. Design valid for use only with Miter connectors. this design Is based only upon parameters shown, and Is for an Individual bulltling component, net a tmss system. Before use, the bulltling designer must verify Me applicability of design porameters and properly Incorporate this design Into me overall building tleslgn Bracing Indicated is to budding ndNidual tRas web and/or chord members only, Additional temporary and permanent bracing MiTek' prevent of e always required for stability and to prevent collapse with Ocasble personal Injury and property damage. For general guldpnce regarding the Cast B Palle Cast Bbtl. g Component foaricatlon, storage, delh ey. erection and bracing of trusses and truss systems seeANSUTPII Quality CmM •, DSH49 and SCSI Building Terepa, FL Safety mformatbmvailabie from Truss Plate Instil 218 N. Lae Sheet Suite 312, Alexandria, VA 22314.33610 Job - - - Truss Truss Type 0ty Ply T79200701 22.6350 EJ62 Jack -Open 1 1 Job Reference optional) Builders First Source, Plant City, FL- 32566, 8.240 s UGC 62UIV MI I es Inousines, Inc. wea uan 2z ue:4u:du 2uzu rage 1 ID:GD21 k_OkxeeW 6ovNw51 gSNz78uO-LvXeeKINU W M1 pdV 1 kmKEcaDdFBEoUtH000bgl IzsrEF -1-0-0 2-7-10 4-10-ir 7-2-0- ' 1-PO 1 2-7-10 2-2-14 2-&8 i Gx12 MT20HS = ST1.5xB STP= zxa 11 uxo - 6 3x8 = 2-7-10 4-8-1 7-2-0 2-7-10 2-0-7 2-5-05 Scale =1:21.8 Plate Offsets (X Y)- [2.0-8-0 0-0-101 13:0-5-7 0-041 [4.0-10-8 0-2-121 [7:0-0-0 0-1-81 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) -0.09 3-9 >880 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Ven(CT) -0.18 3.9 >450 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.16 6 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wind(LL) 0.21 3.9 >389 240 Welght: 32 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 •Fxcept- 3-10,4-7: 2x6 SP No.2 REACTIONS. (lb/size) 5=123/Mechanical, 2=332/0-7-10, 6=127/Mechanical Max Hom 2=141(LC 12) Max Uplift 5= 64(LC 9), 2- 120(LC 12). 6=-36(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 34=-392/425 BOT CHORD 3-9=484/384 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purl BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-1-11 oc bracing: 3-9. 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.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage td prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0list 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 2.070 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 5, 6 except (jt=lb) 2=120. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 22,2020 Q WARNING- Verlrydeslgnparemefersand NERD NOTES ON MIS AND INCLUDED MITEKNEFERANCE PAGEMX74M rev. 101XVNI75BEFONE USE. Design valid for use only with M991,10 connectors. This design Is based only upon porometers shown, and Is for on Individual building component, not a tun system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate Mls design Into the overall budding lncil truss members only. Additional temporary and permanent bracing M!Tek' bulldingdeslgn. Bracing indicated is to prevent of web and/or chord Is always required for stability and to prevent collapse with posvble personal Injury and property damage. For general guidance regarding the fabricatlon storage, delivery. erection and bracing of trusses and truss systems seeANSI/1911 GuaW CI@edo, DS5.89 and IICSi Bolding Component 69" Panic East Blvd. Safety tnformatbmvollable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. Tampa, FL 33610 'Job Truss russ Type Oty Ply T79200702 2216350 EJ63 �J,,k-Open 1 1 ' Jab Reference (optional) Builders First Source, Plant City,.FL-32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:31 2020 Page 1 3X6 = 20 11 ST1.5x6 STP= 2-7-10 7-2.0 2-7-10 4-6.6 Scale = 1:24.6 Plate Offsets (X Y)— 12:0-6-00-0-61 13:0-3-15 Edae] 13:0-0-10 0-2-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(L-) -0.13 3-5 >615 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.25 3-5 >319 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.17 5 n/a We BCDL 10.0 Code FBC2017?PI2014 Matdx-R Wind(L-) 0.31 3-5 >259 240 Weight: 27111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 346: 2x6 SP No.2 REACTIONS. (IWsize) 4=149/Mechanical, 2=329/0-7-10, 5=95/Mechanical Max Herz 2=195(LC 12) Max Uplift 4=-127(LC 12), 2=-103(LC 12), 5=-20(LC 12) Max Gmv 4=149(LC 1), 2=329(LC 1), 5=116(LC 3) FORCES. (III) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or3-6-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) -1-0-0 to 5-0-0, Mterior(1) 5-0-0 to 7-1-4 zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 1001b uplift at joint(s) 5 except Qt=lb) 4=127.2=103. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 Q WARNING - Verl/y Cealgn parameters and READ NOTES ON THIS AND INCLUDED UmEK REFERANCE PAGE MX74M rev. faN.Y1015 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 buss system, Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdesrgn.&ocing Indicated is to prevent buckling of Individual hussweb and/or chord members only. Addiffonal temporary and permanent bracing MOW b always requeed for stablllfy and to prevent collapse with Pori personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems seeANSWII Quo" yy Cill OS349. and 1051 Building Component 6904 Parke East BNd. Safety Infoenalbnavallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty -Ply T19200703 2216350 EJ71 Jack -Open 1 1 Job Reference (optional) 8uilaers First bource, VIM IAIy,32bUb, a.24a a use a Zulu mi I ex mousmes, Inc. wea dan zz ue:ru:az zuzu rage I ID:GD21 k_OkxBeW6ovNw5l gSNz78u0.HHfO2OJe?7cl3xePsAMih?VzARtSynmisk4n6BzsrED -1-0-0 7.0-0 7,2,0 7-a0 a2-0 i 3x4 G Scale = 1:26.5 3x4 i ST1.Sx8 STP = 5 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(L-) -0.09 2-5 >911 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.69 Vert(CT) -0.20 2-5 >405 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matffx-SH Wind(LL) 0.16 2-5 >520 240 Weight: 261le FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 6-M oc puffins. 3-4: 2x4 SP No.2 BOT CHORD Rigid ceiling dirsictlyapplied or 10-M oc bracing. BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 4=167/Mechanical, 2=331/0-7-10, 5=79/Mechanical Max Harz 2=189(LC 12) Max Uplift 4=-154(LC 12), 2=-108(LC 12) Max Gmv 4=167(LC 1), 2=331(LC 1), 5=124(LC 3) 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.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0. Intedor(1) 5-0-0 to 7-2-0 zone; cantilever left and Fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=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 10011d uplift at joint(s) except (jt=lb) 4=154,2=108. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart e634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 Q WARNING- Venrydeslgnpefemetem and READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE M&74Tdmv. 10/094I715 BEFORE USE Deslgn valld for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an IndNlduol bullding component, not a truss system. Before use, she building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated a to buckling lndNlaual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stab0ity antl to prevent collapse with possible personal injury and propertydamage. For general guidance regarding the Seat Parke East Blvd. ion. fobncatstorage, delivery. erection and bracing of trusses and buss systems, seeMSVfPII fiypply Criteria, D3549 and SCSI Building Component MR Tampa, FL 33610 Safety In}onfrom Truss novallable froTruss Rate InsBMe, 218 N. Lee Street, Suite 312. Alexandria. VA 4. Jab Truss Truss Type Oly Ply T79200704 22J16350 EJ72 Jack -Open Girder t 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MITek Industries, Inc. Wed Jan 22 09AU:33 2020 Page 1 ID:GD21 k_OkxBeW6DvNw5lgSNz7BuD-IUDmGMKGmRkcg5Dc0uuxED2CorFehDps5OpKedmrEC -1-D-D 5.0-0 7-2-0 1-0-0 I 60.0 1 2-2-0 Special 46 = ST1.5x8 STP= 5 3x4 = Special Scale-1:20.4 5-0-0 2-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(L-) -0.16 2-6 >499 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.32 2-6 >255 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(CT) 0.14 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wincli 0.25 2-6 >322 240 Weight: 271b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 ec puffin. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=392/0-7-10, 5=262/Mechanical Max Horz 2=144(LC 8) Max Uplift 4=-72(LC 5), 2=-165(LC 8), 5=-135(LC 8) Max Grav 4=129(LC 20), 2=392(LC 1). 5=262(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 250 (11 or less except when shown. WEBS 3-6=-209/259 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf: BCDL=5.Opsf; h=1511 Cat. II; E1W C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 1001b uplift at joint(s) 4 except 01=11s) 2=165, 5=135. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 184Its down and 2551b up at 5-" on top chord, and 114 Its down at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 3=-137(B) 6=-70(B) Joaquin Velez PE No.88182 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 A WARNING - Verify destan parometem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE UX74M mv. IMMIS BEFORE USE. Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a buss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into me overall building design. Bracing Indicated Is to prevent bucking of Intlivitlual buss web and/or chord members any. Additional temporary and permanent bracing MiTeW Is always requlred for stability and to prevent collapse with possible personal INury and property damage. For general guidance regarding the fobdcalion, storage. delivery. erection and bracing of trusses and truss systems, seeANSVTPII Quality Ciffei p6E-09.and BC61 Building Component 69N Parke East Blvd. Safely Informallonavoioble from Truss Rate mstihAe, 218 N. tee Sheet. Sure 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19200705 2216350 EJ73 Jack -Open 7 1 Job Reference (optional) Builders First Source, Plant City,:FL- 32566, 8.240 a Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:342020 Page 1 ID:GD21 k_OkxBeW6ovNw5lgSNz7BuO-DgneTiLuXksTIFoozbPAnDbHNFV70gG7J2ZtA3urEB -l-o-o za-10 7-2-0 74}0 2-7-10 I 4-6.6 Scale=1:25.3 3x6 = 2x4 II ST1.5x8 STP= Plate Offsets (X )— f2:0-6-0 0-0-61 f3:0-3-15 Edgel f3:0-0-10 0-2-11 LOADING (psf) SPACING- 2-M CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ven(LL) -0.13 3-5 >615 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Ved(CT) -0.25 3-5 >319 240 BOLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.17 5 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wind(LL) 0.31 3-5 >259 240 Weight: 271b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 *Except* 3-6: 2x6 SP No.2 REACTIONS. (lb/size) 4=149/Mechanical, 2=329/0-7-10, 5=95/Mechanical Max Harz 2=195(LC 12) Max Uplift 4=127(LC 12), 2=-103(LC 12), 5=-20(LC 12) Max Gmv 4=149(LC 1), 2=329(LC 1), 5=116(LC 3) FORCES. (lb) -Max. CompiJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15N; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Intedor(1) 5-0-0 to 7-1-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 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 1001b uplift at joint(s) 5 except 01=11b) 4=127. 2=103. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 ,& WARNING - Verity deergn juim..W and READ NOTES ON TNISAND PICLUDED MREKREFERANCE PAGEMIA74M rov. ISVIGIa15 BEFORE USE. Design valid for use only with l connectorsibis design Is based only upon parameters shown, and Is for on Indlyidual building component, not a buss system. Before use, the building dosigner must verity me cppllcablliry of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of lndlyouol mass web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with parable personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery. Seal and bracing of Trusses and truss systems, seeAN5UIPII Quality CMerlo. 03849 antl IIC31 SWtlhg Component 6904 Parke East BNd. Safety 6lfarmatbnavollable from Truss Plate InsMNe, 21 B N. Lae Sheaf. Suite 312. Alexandre. VA 22314. Tampa, FL 33610 Job Thus Thus Type Oty Ply T79200706 22]6350 EJ74 Jack -Open 1 1 Job Reference (optional) Builders First Source, Plant City,FL- 32566, 8.240 a Dec 62019 MiTek Industries, Inc. Wed Jan 22 09:40:35 2020 Page 1 ID:GD21 k_OkxBeW6ovNw5l gSNz78u0-hsLXh2MW12_KwPN KJWPJe7WBfvN9619YIlRiWnrEA -1-0-0 2-0-0 7-2-0 1-0-0 2-0.0 5-2-0 4x6 = ST1.5x8 STP = 3x4 = Scale: 3/4'=1' LOADING (psf) SPACING- 2-06 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.59 Verl(LL) -0.11 5-6 >767 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Veri -0.23 56 >353 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.10 Hors(CT) 0.10 4 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-SH Wind(LL) 0.21 5-6 >393 240 Weight: 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=150/Mechanical, 2=329/0-7-10, 5=94/Mechanical. Max Horz 2=70(LC 12) Max Uplift 4=-103(LC 9), 2=-111(LC 12) Max Gmv 4=150(LC 1), 2=329(LC 1), 5=126(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-129/320 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 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=4.2psY BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and Fight exposed ; end vertical left exposed;C-C for members and foxes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcunent with any other live loads. 5) ' This MISS has been designed for a live load of 20.Opsf on the bottom chord in all areas where a. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) 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 61=lb) 4=103, 2=111. Joaquin Velez PE No.8B182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January22,2020 O WARNING. VeUlydeslgnparemefersand READ NOTES ON TN/SANDINCLUDED MITEKIEFERANCE PAGEM274"rev. f1M12015BEFOREUSE Design valid for use only with MBea connectors, lhls design Is based only upon parameters shown, and Is for an IndMldual building component. not o truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall design. Brocing Indicated is to buckling individual hers web chord members only. Additional temporory and permanent bracing MiTek- building prevent of and/or Is always reaulied for stability and to prevent collapse cairn possible personal Injury and property damage. For general guidance regarding the 6904 Parka East Fiat. storage, delivery. erection antl bracing of trusses and buss systems, s9aANSUIPIf Quality CrBeM, D3849 and SCSI Building Component Tampa. FL 33610 Safety Informa6erxrvoaable from Truss Rate Institute. 218 N. Lee Sheet Suite 312 Nexondo. VA 22314. Job Truss Truss Type r$y Ply T19200707 22J6350 EJ75 Jack -Open 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MiTek Industries, Inc. Wed Jan 22 09:40:36 202U Page 1 ID:GD211(_OkxBeW6ovNw5l gSNz78u0.93wuON83MeBxYyB50ResrgkZ2DbuZW InM2_FyzsrE9 4x6 = ST1.5x8 STP = SM = Scale = 1:18.6 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 FBC2017/TPI2014 CSL TC 0.42 BIG 0.74 WI3 0.08 Matrix-SH DEFL in Vert(LL) -0.14 Vert(CT) -0.27 Horz(CT) -0.15 Wind(LL) 0.29 (too) Vdefl L/d 2-6 >601 360 2-6 >305 240 4 n/a n/a 2-6 >284 240 PLATES GRIP MT20 244/190 Weight: 27 to 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=119/Mechanical, 2=329/0-7-10, 5=125/Mechanical Max Holz 2=119(LC 12) Max Uplift 4=-73(LC 9), 2=-122(LC 12). 5=-28(LC 12) Max Gmv 4=119(LC 1), 2=329(LC 1), 5=126(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. WEBS 3-6>110/270 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) 4, 5 except (jt=lb) 2=122. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 AWARNING -VedrydeslgnpammeteraendHEADNOTES ONTN/SAND/NCLUDEDMrTEKNEFENANCEPAGEMIP74Mrsv-ISTUVOISBEFOBEUSE De"On valitl for use only with Mnek®connectors.II designIs to only upon parametersshown, ontl 6 for On IncHduol building component,not a buss system. Before use. the building designer must verify the applicabty of design parameters and property Incorporate this tledgn info the overall &acing Ndicomd 6 to buckiing individual buss web members oNy. Adtlalonal temporary and permanenfbmGng MiTek' bWltling of eQn. prevent of ontl/orohortl e always regWetl 1orsfab6Hy ontl fo prevent collapse wIM possible personal Injury ontl property damoge. For general guidance regarof gme fabticatlon, storage. tlelNery. erection and bracing of busses and buss systems, seeAN51/IPII Cup�0yy CReAo. DSade and BCSI Nrldbp Component 6904 Parke East BNtl. Salary Infarmptbrlavolloble from Trus Plofe InslM. 218 N. Lee Street Sidle 312, Alexondko VA 22314. Tampa, FL 33610 Job Truss Thus Type City Ply - - T19200708 22J6350 EJ76 Jack -Open 1 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240s Dec 62019 MiTek Industries, Inc. Wed Jan 2209:40:362020 Page ID:GD211LOkxBeW 6ovNw5lgSNz?Bu0-93wuON83M6BXYyB50Resrgf52GUuZ01nM2_FyzsrE9 6.0-0 7-2-0 ' 1.a-0 I 6-0-0 I 1-2-0 I 4.6 = ST1.SxB STP= `a` 1' 5 3.6 = Scale = 1:22.7 Plate Offsets (X,Y)-- f2:0-6-0,0-0-61 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.10 2-6 >784 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Verli -0.23 2-6 >360 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Hom(CT) -0.06 4 We We BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.24 2-6 >345 240 Weight: 28 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=50/Mechanical, 2=329/0-7-10, 5=194/Mechanical Max Ham 2=169(LC 12) Max Uplift 4=11(LC 8), 2_ 115(LC 12). 5=125(LC 12) Max Grav 4=59(LC 24), 2=329(LC 1), 5=194(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-159/378 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-" oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160ni (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0. Interior(l) 5-0-0 to 6-M, Exterior(2) 6-M to 7-1-4 zone; Cantilever left and right exposed ; end vertical left exposed;C-C for members and foxes & 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=115, 5=125. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cast 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 QWARN/NG-Verify design pare me rem and READ NOTES ON THIS AND INCLUDED MnTK REFERANCE PAGE AAI rev. MAXI iS BEFORE USE. Design valid for use only with MgekO connectors. This design Is based only upon parameters shown, and Is for an Inc Mduol building component, not ��- a lass system. Before use, the building designer must verify me appllcoblliry, of design parameters and properly Incorporate hrls tleslgn Into the overall buOdhg design. Bracing Indicated B to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent b always required for stabllny, and to prevent collapse with possible personal Injury end property damage. For general gualance regarding Me fabrication, storage. delivery, erection and bracing of hoses and huts systems, seeANSVMII Ca CRorb, D55419 and SCSI 6Wtlhp Campehenl 6904 Parts East BNtl. Safely hrfermallona ailable from Truss Plate Vatih4e, 218 N. tee Sheet, Sulte 31Z Mexontltl¢ VA 22314. Tampa, FL 33610 Job Truce Truss Type Oty Ply - T19200709 2216350 EJ79 Jack -Open 5 1 Job Reference o tional Builders First Source, Plant City,. FL - 32566, 6.240 s Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:37 2020 Page 1 ID:GD21 k_OkxBeW60VNW51 gSNzyBuO-eFTH6jNmgfE29ixNfkyt03DIFSbLd10S00nVnOzsrEB 6.11-0 6-1 t-0 Scale=1:25.3 20 = ST1.5xS STP= LOADING (psq SPACING- 2-0-0 CSI. DEFL. in floc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.12 1-0 >677 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.24 1-4 >338 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Wind(LL) 0.00 1 "" 240 Weight: 28 lb F7=20% LUMBER- BRACING - TOP CHORD 2x4 SP 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. SLIDER Left 2x4 SP No.3 3-8-7 REACTIONS. (lb/size) 1=246/0-4-10, 3=180/Mechanical, 4=67/Mechanical Max.Horz 1=177(LC 12) Max Uplift 1=-55(LC 12), 3=-184(LC 12) Max Grav, 1=246(LC 1), 3=180(LC 1), 4=133(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL--5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-2-5 to 6-2-5, Intedor(1) 6-2-5 to 6-10-4 zone; cantilever left and right exposed ; end vertical 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 nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1 except (jt=lb) 3=184. Joaquin Velez PE No.63182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 22,2020 AWANNING.Verllydeel9nperemetereend BEADNOTES ON THISAND/NCLUDED MITEKNEFENANCEPAGEMIF74Tarev. ToV3201SBEFOBE USE Design valid for use only with MOekS connectors. This design Is based only upon parameters shown, and Is for an IndNlduol building component, not �� a truss system. Before use, the building designer must verify the applicability of design pommeters and property Incorporate this design Into the overall bulidingdesign. Bracing Indicated Is to bucking Individual hussweb and/or chord members only. Addltlonal temporary end peunonentbracing MiTek prevent of Is always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, election and bracing of u sses and loos systems. %eANSVTPII Cuo01v Cri DSO-89 and BCSI Building Component 69M Parke East Blvd. Tampa, FL 33610 Safety Informallanovatoble from Truss Plate Institute. 218 N. We Sheet Suite 312, Alexandria. VA 22 1A. Job Truss Type OtY Ply T79200710 22�6350 �Tnuss HJ2 Diagonal Hip Girder 4 i Job Reference (optional) Builders First Source, Plant City, FL-32566, 2x4 = 8.240 a Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:38 2020 Page 1 ID:GD21k OkxBeW6ovNW51 gSNz78u0-6ROfJ3OPbzMuns6ZCRT6xGl7fs38MUFbEgx5Jgz rE7 k Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Ven(CT) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Incr NO WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 2 •• 240 Weight: 11 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=10/Mechanical, 2=194/0-10-15, 4=24/Mechanical Max Harz 2=83(LC4) Max Uplift 3— 45(LC 19), 2=-134(LC 4) Max Grav 3=67(LC 22). 2=194(LC 1), 4=47(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 except Ot=lb) 2=134. 6) *NAILED' indicates 3-1 Old (0.148'x2l") or 2-12d (0.148•x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-3=-54, 2-4= 20 Concentrated Loads (lb) Vert: 5=42(F=21, B=21) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6614 6904 Parka East Blvd. Tampa FL 33610 Date: January 22,2020 Job Truss Oly Ply T1920D711 246350 HJ3 �Tnuss`rype Diagonal Hip Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 2x4 = 8.240 s Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:39 2020 Page 1 ID:GD211LOkxBeW 6ovNw51 gSNz78u0-aeal W PP1 MHUIOOhlm97LUUIHOGOx5xVkTKGesHzsrE6 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.01 2-4 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.02 2-4 >999 240 3 0.0 ' Rep Stress Incr NO WE 0.00 HOrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wlnd(LL) 0.00 2 "" 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=68/Mechanical, 2=225/0-10-7, 4=38/Mechanical Max.Horz 2=107(LC 4) Max Uplift 3=-55(LC 8), 2=-117(LC 4) Max Grav 3=68(LC 1), 2=225(LC 1).4=76(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. Scale: V=1' PLATES GRIP MT20 244/190 Weight: 15 do FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15fb Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=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 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 except OWb) 2=117. 6)'NAILED' indicates 3-10d (0.148'x3') or 2-12d (0.148'x3.25') toe -nails per NOS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIO Vert: 1-3— 54, 2-4= 20 Concentrated Loads (lb) Vert: 5=44(F=22, B=22) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 Q WARNING- Verily design parameters end READ NOTES ON THIS AND INCLUDED Mn EK REFERANCE PAGE MX74M rev. fa2l4/2015 BEFORE USE Deslgn valitl for use only with Mrels� connectors. Ihls design u based oNy upon parameters shown, and h for an IndMtluol bulltling component, not ��- a buss system. Before use, the bulltling tlesigner must verify the applicability of design parameters and propeAy Incorporate this tlesign Into the overall bulltling tlesign. Brocing Indiclstppr_amtbuDklingar lndMaual hussweband/or chord members oNy. Additional temporary and permanent bracing MiTek' k always required for slab" and to prevent collapse w8h po_ble personal Injury antl pr.pedy tlam.go. For general gultlance regartling the J. fobticalion, storage, tleibery. erection antl bracing of busses antl fuss systems, seeANSU1Plt CuaOv CRRM, D36.69 an0 BCSI auSEYrp Component 69N Parke East Blvd. S.f. intarmalbnovoilobt. non Truss note meLrule. 218 N. Lee Sheet SuHe Alexondd¢ VA 22 14. Tampa. FL 33610 Job Thus Tnus Type qly Ply T79200712 22.16350 HJS Diagonal Hip Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 3x4 = 8.240 s Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:40 2020 Page 1 ID:GD21 k_OkxBeW6ovNw5l gSNz?8u0-2g8PklQf7adcOAGyKsWaOhrNlgeKgOlui_OCOjurE5 Scale = 1:17.5 LOADING (psQ SPACING- 2-0-0 CSI. OEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.08 2-4 >971 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.17 2-4 >468 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.06 2-4 >999 240 Weight: 241b FT=20% TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=153/Mechanical, 2=315/0-10-7, 4=72/Mechanical Max Horz 2=157(LC 4) Max Uplift 3— 126(LC 8), 2— 131(LC 4) Max Gray 3=153(LC 1), 2=315(LC 1).4=118(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. 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: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) 3=126, 2=131. 6) "NAILED" indicates 3-1 Did (0.148'x3') or 2-12d (0.148'x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) Or back(B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=54, 2-4=-20 Concentrated Loads (lb) Vert: 5=44(F=22, 8=22) Joaquin Velez PE No.68182 111I USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: January 22,2020 Q WARNING.Veritydagah parameters end READ NOTES ON THIS AND INCLUDED MRENREFERANCEPAGE110.7478mv. 1041322015eEFOREUSE Design valid for use only with MmekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not o fins system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate this design Into Me overall bulldingdeslgn. Bracing Indicated is to buckling Individual I web chord members only. Additional temporary and permanent bracing MiTek' prevent of and/or B always required for stability and to prevent collapse wBh possible personal Injury and property damage. For general guidance regarding the garage, delivery. erection and bracing of truces and truss systems seeANSI/IP11 Quality Cm�dq, DSB49 and BCSI Building Component 69O4 Parke East Blvd.fabrication, Safety Informatbmvolloble from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly ply T19200713 22J6350 K1 Common 1 1 Job Reference (optional) BUliders First Source, Plant Glly,.FL-32b5B, tf.[nua uec 0 Zulu mu ex lnousmes, Inc. vveo dan ez ua:au:r i zveu raga, ID:GD21 x_OkxBeW6ovNw5lgSNz78u0-W Oiox50HuuITeKgeuZlpZvNel34xYrElwellw9urE4 -1-0-0 3-0-0 6.0.0 1-0-0 3-0.0 3-0.0 4x6 = 3 ]o ST1.6x8 STP = ST1.5x8 STP = 3x4 = 3x4 = Scale=1:15.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(L-) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.00 2-5 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.05 Horz(CT) 0.00 4 WE n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Wind(LL) 0.00 5 >999 240 Welght: 231h FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=189/0-8-0, 2=278/0-7-10. Max Horz 2=46(LC 12) Max Uplift 4=-64(LC 13), 2=-113(LC 12) FORCES. (Its) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced mot live loads have been considered tar this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ut=lb) 2=113. Joaquin Velez PE No.60182 MiTek USA, Inc. FL Cett 6634 6904 Parke East BNB. Tampa FL 33610 Date: January 22,2020 Q WARNING- Vedlyderignparmneteraend READ NOTES ON THISANO INCLUDED 1111EKREFERANCEPAGEMIF7473nex 10,1112015SEFORE USE. Wit valid for use only with Mirek0 connectors. fits design Is based only upon parameters shown. and Is for an IndMduol bulldIng component, not a face system. Before use. Me building designer must verify Me applicability of design parameters antl property Incorporate this design Into the overall Is bucking Individual truss members any. Additional temporary antl permanent bracing WOW bustling design. Bracing Indicated to prevent of web and/or chord Is always required for stability and to prevent collapse with passible personoi Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and brochg of trusses and tnus systems. seeANSvlPlt GuaOy Cmuq, D5949 and 801 Euldelp Component Seca Parke East Blvd. Safety mfomlafbrlovotoble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss - Truss Type Oty Ply T79200714 2216350 K2 Common 1 1 Job Reference (optional) Builders First Source, Plant City,FL-32566, mzqu s uec b Zulu mu ea mausmes, Inc. wen uan ee ua:qu:ge zuzu rage i 6ovNw51gSNz?BuO-_DGA9RRvfCtKFTPKRHY256wpVTOBHIUB9HVJSczsrE3 Scale = 1:16.4 4x6 = 3 ST1.5xS STP= STI.5xS STP= 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.00 2.6 >999 240 BOLL 0.0, ' Rep Stress [nor YES W B 0.05 Hom(CT) 0.00 4 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Wind(LL) 0.00 6 >999 240 Weight: 24 Ila FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=269/0-7-10,4=270/0-8-0 Max Horz 2=39(LC 11) Max Uplift 2=-111(LC 12). 4=111(LC 13) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) 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) 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=5.0psf; h=15N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=1b) 2=111, 4=111. Joaquin Velez PE No.68182 M17ek USA, Inc. FL Ce)t6634 6904 Parke East Blvd. Ta pa FL 33810 Data: January 22,2020 AWARNING- Vadrydesrgnjm;.IersandREIIDNOTES ONTHISANDINCLUDED MIIEKREFERANCEPAGEMX74TJrex.1aV1leISBEFOREUSE. Design void for use only with M6ekG connectors. This design is based only upon parameters shown, and Is for an Ind vdual building component, not a truss system. Before use, the building designer must verity the oppllcobllity of design parameters and Drapery Incorporate this design Into the overall buHding design, Bracing Indicated is to prevent buckling of Individual huss 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 gudonce regarding the storage, delivery, erection cnd bracing of trusses and mass systems, seeANSVIPII Guolpy CMedo, DSB49 and ICSI Building Component 69D4 Palle East Blvd.fabrication, Safety Infamlationovalrobie from Tess Plate Institute, 218 N. Lee Sheet Suite 312. Alexcndlfa. VA 22314. Tampa, FL 33610 Job Thus Truss Type Oy Ply T7920D715 2Z16350 K3 Hip Girder 1 1 Job Reference o tional Builders First Source, Plant City, FL- 32566, 8.24D s Dec 8 Zulu MI I eK industries, Inc. wea uan ez uu:4u:4u zuzu rage 1 ID:GD21k_OkxBeW6ovNw5l gSNzlBuO-SPgYMnSXOV7Btd_X7 3HeKT0etmd015KOxEs72zsrE2 -0 4.0-0 ' -o M I TO 1.0-0 2-0--ao NAILED 4x6 = 3 46 = NAILED NAILED 9 4 STlsxB STP= ST1.5xe STP= 2x4 = 2x4 = LOADING (psf) SPACING- 21" CS'. DEFL. in (lac) Udell L/d TCLL 20.0 Plate Grip OOL 1.25 TC 0.11 Vert(LL) -0.00 8 >999 240 TCDL 7.0 Lumber COL 1.25 SC 0.08 Vert(CT) -0.00 8 >999 180 BCLL 0.0 ' Rep Stress ]nor NO WB 0.03 Horz(CT) 0.00 5 n/a tire 10.0 Code FBC2017/TPI2014 Matdx-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (IWsize) 2=238/0-7-10, 5=239/0-8-0 Max Horz 2=-30(LC 6) Max Uplift 2= 86(LC 8), 5=-87(LC9) FORCES. (lb) - Max. CompAMax. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:15.2 PLATES GRIP MT20 244/190 Weight: 251b FT=20% BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.OpsY h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, S. 7) "NAILED' indicates 3-1Od (0.148"xT°) or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 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 (plf) Veil: 1-3=-54, 3-0=-54, 4-6=-54, 2-5=-20 Concentrated Loads (Ib) Vert: 3=31(F) 4=31(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 O WARNING. Verily Eeslgn paremelere end READ NOTES ON WISAND INCLUDED MREKREFERANCEPAGEMIG7473me.. 1N0Y1e15DEFOREUSE. Design valid for use only with Mgek® connectors. lhls design Is based only upon parameters shown, and Is for an Individual bulltling component not �� a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this desgn Into the overall bulltling tlesign. Bracing Indicated is to prevent bucIding of indlAdual buss 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 tons systems, weMSVIPll Quality Criteria. DSB49 and BCSI building Component 6904 PaAe East Bind. Safety Infennotbmvollable from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandre. VA 22314. Tampa, FL 33610 I 1 1 Job Truss Truss, Type Oty Ply T19200716 22,16350 L1 Hip Girder 1 2 Job Reference (optional) Builders First Source, Plain City, FL- 32566, 8.240 s Dec 62019 MI Tek Industries, Inc. WeO Jan 22(19:40:44'20'20 Pagel a nn17,�_ NAILED 4.6 = 4x6 = NAILED NAILED NAILED 3x4 = ST1.5x8 STP = ST1.5x8 STP = 3x4 = Scale = 1:12.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Van -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Ven(CT) -0.01 5-6 >999 240 BCLL 0.0 ' Rep Stress )nor NO WB 0.06 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.00 6 >999 240 Weight: 56 lb FT=20% LUMBER- SPACING. TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x6 SP N1.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/si2e) 1=558/0-8-0, 4=496/0-8-0 Max 1l 1=-19(LC 30) Max Uplift 1=-162(LC 8), 4=-144(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (M) or less except when shown. TOP CHORD 1-2=-752/212, 2-3=-681/205, 3-4=-752/211 BOT CHORD 1-6=-168/640, 5-6=-175/681, 4-5=-167/639 WEBS 2-6=-51/290, 3-5=-52/293 NOTES- 1) 2-plytruss to be Connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 20 -1 row at 0-9-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 Do. 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 loadsnoted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. ' 4) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=162.4=144. 9) 'NAILED' indicates 3-1 Od (0.148'x3') or 2-12d (0. 1 48'x3.25') toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 226 lb down and 751b up at 1-0-4. and 226 lb down and 751b up at 5-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 2-3=-54, 3-0=-54, 1-4=-20 1g Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Data: January 22,2020 -onlinued on Dare 2 QWA Ati VnUy Ceslgnpemmefemand READ NOTES ON TNISAND INCLUDED M/TEKREFERANCEFAGER&MVrev. 1NaYL0rSBEFORSUSE. Designvalld forum on irk MTek®connectas. This design N based oNyupon parameters show, and Isfor an Individual balding component. not a ft" system. Before use. Me building designer must verify the cpplicablllly of design parameters and property Incorporate this design Into the overall building tleslgn. Bracing lndfcated is to buckling lndNiduol truss web and/or chord members only. Additional temporary and permanent bracing Is M(Tek* prevent of Is always reculred for stability and to prevent collopse with possible personal Injury and property damcge. For general guidance regarding Me fabrication, storage, delivery, erectlon and bracing of trusses and truss systems, seeANSVIPI7 QuaBm1yy Cristo. DSB49 and SCSI au6dhD Component 6904 Parke East BN6. Tampa, FL 33610 Safety Nformaf orrivolioble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandrlo, VA 22314. r - t Jab Truss Truss Type Oty Ply T7920D716 2316350 L1 Hip Giber 1 2 Job Reference (optional) builders -ust source, Plant Dlry; I-L - 32556, 8.240 s Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:44 2020 Page 2 ID:GD21k OkxBeW6ovNw5l 9SNz78uO-wbOwa7T9Bp72VnZ{2iaWBX7CPH6EICtTdb_PXUwrE1 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=31(F) 3=31(F) 9=-22610=226 12=-226 AWARNNG-VeNrydeslg0pareme(e..dREADNOTESONMSANDMCLODEDM/FEKREME CEPAGEM474n.v.fa=20f5BUOREBSE Design valid for use only with MOeI8 connectors. This design Is based only upon parameters shown. and Is for an IndNltluol bulltling component, not a muss system. Before use, the building designer must verlfy the applicability of design parameters and properly Incorporate this tleslgn Into the overall building design. Bracing lncilcated is to prevent buckling of lndNldual truss web and/or chord members only. Addltlonal 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 muss systems, sseANSV1P11 Quo0y Criteria. DSB-89 and SCSI Bolding Component 69" Parke East Blvd. Safety 6lformallonovaliable mom Truss Plate Institute, 218 N. We Street Suite 312. Alexantlrla. VA 22314. Tempe, FL M610 Job Truss Truss Type Oty Ply T19200717 2216350 V1 Valley 1 1 Job Reference a floral nmlaers rirsl source, Plantuny, rL-uz5bu, v b o.ewv s uec v ra,a , ID:GD21k_OkeBeWBovNw519SNz7BuO-PnylnTUoy7Fv6x8v7P51j1YN7hTfUf_drFlz3w rEO 2x4 i 20 II 2 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TIC 20.0 Plate Gdp DOL 1.25 TIC 0.06 Vert(LL) Na - Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=56/2-3-0, 3=56/2-3-0 Scale =1:8.5 PLATES GRIP MT20 244/190 Weight: 7lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-8 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Hoe 1=38(LC 12) Max Uplift 1=-14(LC 12), 3=-33(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 6904 Parke East Bind. Tampa FL 33610 Date: January 22,2020 Q WARNING - VeNtydeargnparemetemend READ NOTES ON TNISANDINCLUDED MIfEKREFERANCEPAGEMLL74n rev. fa/WOISBEFORE USE. Design voila for use only Win MRelrw connectors. this design Is based only upon parameters shown, and Is for an InalAdual building component. not �� a huss system. Before use, me building designer must verity me applicability of design parameters and properly incorporate this design Into me overall bulltlingaasign. Brading Indicated istoprevent bucWingofIndMdualhum web and/or chord members any. Addlnonaltempororyondpamonentbracing MiTeK isalways required for stability and to prevent collapse wim possible personal injury and propertydamage. For general guidance regarding Me storage, delivery, erection and bracing of trusses and hum systems. seeANSVIPI1 Cua1M Cm�do, OS6$9 and SCSI Building Component 6904 Palle East Blvd.fabrication. Safety mformatbrpvalloble fromTruss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19200718 2916350 V2 Valley 1 =JobReferenm (optional) builders HIM baurce, Plant Glty, t-L- bzbbb, il a.zru s sec o zu, a mi i art muusmes, nm. vv eu 4an cc uu.ru:eu rum rage , ID:GD21k_OkxBeW6ovNw5lgSNz7BU0-LVh_oUOiONmk5j6g7d Gy5TD4lgD6Em4vTWbNz rE7 2x4 i 2x4 II 2 3 Scale=1:13.5 LOADING (psf) SPACING- 2-" CSI. DEFL in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Ved(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 n1a rda BCDL 10.0 Code FBC20171-rP12014 Matrix-P Weight: 151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=130/4-3-0, 3=130/4-3-0 Max Hoe 1=87(LC 12) Max Uplift 1=-33(LC 12), 3=-76(LC 12) FORCES.. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-3-8 oc pudins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3. Joaquin Vele3 PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January22,2020 QWARNING.Verity design Pmmdatelaand READ NOTES ON TNISAND INCLUDED NpEKREFERANCEPAGE410-7473rex. 10,17320156EFOREUSE. Design valid for use only with MlTek® connectors. This design Is based only upon parameters shown. antl Is for an Individual building component, not a muss system. Before use, Me building designer must verify the oppllcabllify of design parameters and properly Incorporate this design Into the overall buldingde"I'm BraIngindicatedistopreventbucklingofIndMtlualhumwebantl/or chord members only. Additional temporary and permanent bracing MiTek' b always rectukedforsiablity, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, dotage, delNery, erection and bracing of trusses and muss systems. WeANSUmiI Quality Cmnb, OSB49 and BCSI Building Component 6904 Parlor East Bind. Safety Infomtafbtnvalobie mom TansPlate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19200719 2216350 V3 Valley 1 1 Job Reference (optional) ounaers viral source, t'lanLUny, vL-szbbb, u.zeus Use b mr a MI I ex Inousmes, Inc. vveuaanr uu:ru:romeu rage I ID:GD21k_OkxBeW6ovNw5l gSNz78u0-t_Vh_oUOiONmk516g7d_Gy5KS4eKD6Em4VTNbNzsrE9 2 3 2x4 6 2x4 II LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vall (LL) n1a - File 999 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Verl yda - Na 999 BCLL 0.0 ' Rep Stress her YES W B 0.00 Hom(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Mabbep LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=204/6-3-0, 3=204/6-3-0 Max Hom 1=136(LC 12) Max Uplift 1=-51(LC 12). 3— 120(LC 12) FORCES. glo) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-169/339 Scale=1:22.3 PLATES GRIP MT20 244/190 Weight: 22 lb FT=20% Structural wood sheathing directly applied or 2-2-0 oc purims, except end verticals. Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=5.Opsf; l5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and.C-C Exterior(2) zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pair bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) 1 except (jt=lb) 3=120. Joaquin Velez PE No.68162 MTek USA, Inc. FL Cert 6634 6904 Parke East i Tampa FL 33610 Date: January 22,2020 Q WARNWG-Vedlydeslgnpemmetemand READNDTES ON 71y/SANDWCLODEDMREKREFERANCEPAGEKP7413rev. 1MtYf015BEFGREGSE Design valid for use only with M6ele connectors. The design B based only upon parameters shown, and b for an Individual bulltling component, not �t a truss system. Before use, the bulltling designer must verify the apppllcoblllty of design parameters and properly Incorporate this deslgn Into the overall bulltling design, Bracing Indicated is to prevent buckling of lndiv dual truss web and/or chord members only. Additional temporary and permanent brccing 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 antl hum systems, seeANSI/I911 Quality Crtlne, DSB49 and IICSI Balding Component 6904 Parke East Blvd. Safety Infolmalbmvoitabie from Truss Plate their 218 N. Lee Sheet, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type - Oty Ply T19200720 2416350 V4 Valley 1 1 Job Reference o banal Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Wed Jan 22 09:40:47 2020 Page 1 ID:GD21k_OkxBeW6ovNw5lgSNz78u0-LA33CBV2TkVdMFIIEgBDoAdKJU6OyZUwJZC48psrE_ 1-10-8 2-1-8 4-0-0 1-10-8 0.&0 I 1-10-8 ' 3x6 = 2 2xd G 2x4 1 Scale = 1:7.6 ro 0 Plate Offsets (X,Y)- f2:0-3-0,Edeel LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(L-) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) r1a - n/a 999 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-P Weight: lO lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=101/3-11-0, 3=101/3-11-0 Max Horz 1=13(LC 9) Max Uplift 1=35(LC 12), 3=-35(LC 13) FORCES. (lb) - Max. Comp./Ma r. Ten. -All tortes 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and tortes & 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 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-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Joaquin Velez PE No.66162 MiTek USA, Ina FL Cart 6834 8904 Parke East Blvd. Tampa FL 33610 Date: January 22,2020 r W Symbols PLATE LOCATION AND ORIENTATION 14- 13 74 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. 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 MTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate width measured perpendicular 4 x 4 To slots. Second dimension is The length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or CYy// by text in the bracing section of the output. Use T or I bracing If Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown Inftsixteenths t scale) III (Drawings not to scale) 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 NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-236Z 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 ANSIIfPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek® MlTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing. is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members To bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane of joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/ -PI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.