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HomeMy WebLinkAboutTRUSS PAPPERWORKLumber design values are in accordance with ANSI/fPI 1 section 6.3 These truss designs rely on lumber values established by others. FiE: 2068679 - LOT 25/78/9 FP/INDIAN RIVE • MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: ADAMS HOMES Project Name: 2068679 Model: 2010 B Tampa, FL 33610-4115 Lot/Block: 25178/9 Subdivision: FORT PIERCE/INDIAN RIVER ESTATES Address: 5705 CASSIA DR, . City: FORT PIERCE State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 30 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T18002070 A15 8/29/1 2 T18002071 A16 8/29/1 3 T18002072 B01 8/2911 4 T18002073 B02 8/29/1 5 T18002074 B03 8/29/1 6 T18002075 B04 8/29/1 7 T18002076 B05 8/29/1 8 T18002077 B06 8/29/1 9 T18002078 B07 8/29/1 10 T18002079 B08 8/29/1 11 T18002080 B09 8/29/1 12 T18002081 B10 8/29/1 13 T18002082 B11 8/29/1 14 T18002083 B12 8/29/1 15 T18002084 B13 8/29/1 16 T18002085 B14 8/29/1 17 T18002086 B15 8/29/1 18 T18002087 B16 8/29/1 19 T18002088 B17 8/29/1 20 T18002089 B18 8/29/1 21 T18002090 B19 8/29/1 22 T18002091 C1 8/29/1 No. Seal# Truss Name Date 23 T18002092 C3 8/29/1 24 T18002093 C5 8/29/1 25 T18002094 D03 8/29/1 26 T18002095 D04 8/29/1 27 T18002096 E7 8/29/1 28 T18002097 F01 8/29/1 29 T18002098 F02 8/29/1 30 T18002099 H7 8/29/1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). -Truss Design Engineer's Name: Albani, Thomas 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 parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIfTPI 1, Chapter 2. 4 s� SCANNED BY St. Lucie County,,. Q 7 ?019 COPY Thomas A Ahem PE No.39380 Mrrek USA, Inc. R. Carl 6634 6904 Parke fast Blvd. Tampa R.33610 Date: August 29,2019 Albani, Thomas 1 of 1 Jab Tru Truss Truss Type . Oty Ply LOT 15"" FP/INDIAN RIVE T78002070 2068679 Half Hip 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 2910:45:46 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-qr1 wMgb02imKIyH40R1HZx2F_msDe2JWYdofryj09J 6-3-6 9-0.0 1410.1 22-8-4 29-7-5 36-&0 �1.4-0 6-3-6 2.8.10 5-10-2 ]-10.3 6-11-1 7-0-11 • Scale: 3/16'=l' 5x6 = 3x4 = 20 21 5 5.6 = 3.6 = 6 22 7 23 3.4 II 3xfi = 3xa = 4x6 = 3x4 = 4.6 = 3x4 = 6x8 = Plate Offsets (X Y)- [4:0-3-0 0-2-0] [6:0-3-00-3-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL, 1.25 TC 0.72 Vert(L-) 0.32 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.47 9-10 >935 ' 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.13 9 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 188 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 9=1350/0-3-8, 2=1425/0-8-0 Max Horz 2=343(LC 12) Max Uplift 9=-861(LC 9), 2=-860(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2528/1734, 3-4=-2328/1632, 4-5=-2065/1518, "= 2689/1838, 6-7=2100/1391 BOT CHORD 2-14=-1770/2221, 12-14=-1924/2643, 10-12= 1823/2582, 9-10=-1200/1698 WEBS 3-14=-294/388, 4-14=-506/852, 5-14=-813/567, 6-10=-701/628,7-10=-385/810, • 7-9=-1982/1419 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 7-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wjnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=6.Opsf; h=25tt; B=45tt; L=24ft; eavei Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0. Exterior(2) 9-0-0 to • 13-2-15, Interior(1) 13-2-15 to 36-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 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 wit fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) except (jt=lb) 9=861, 2=860. 8) This truss design requires that a minimum of 7/16" stmciural wood sheathing be applied directly to the top chord and 1/2• gypsum sheetrock be applied directly to the bottom chord. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 A WARNING- Verify Ee4r90pamm01ersenEREAONOTES ON MMANDMCLUOEOMm KREFERANCEPAGEMX74]are% 10032015BEFORE USE. Design volid for use only with Mill connectors. This design Is based any upon parameters shown, and Is for an haNidual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web end/orr chord members only. Additional temporary antl permanent bracing Welk' Is always required for stability and to prevent collapse with pos,ible personal injury and property damage. For general guidance regarding the fobilcaron. storage, delivery, erection and bracing of husses and truss systems seeAN51ni QuoIIIM1yy Criteria. DSB49 and SCSI Balding Component 69N Palle Fear Blvd. Safety Infoonpttarsavoilable from Truss Rate Institute, 218 N. Lee Sheet, Suite 312. Alexantlrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type . Oty, Ply LOT 25/78/9 FPANDIAN RIVE T78002071 2068679 A16 Hall Hip Girder 1 1 Job Reference (optional) 0.44u sane w cv, v mu ert nmus,nes, IF m. nlu mug ze lu:4a:4a Guro rage m nmiawne....... .Iy, ry, mmt,ery, rL-ooao/, Scale = 1:66.8 6x12 MT20HS i US = 5x8 = 8.14 MT20HS = 5x12 = 2x4 11 6xB = 6.00 Fl2 3 21 22 4 23 24 5 25 26 6 27 28 29 730 31 328 33 34 9 2 q 1 to 18 35 36 17 37 16 38 15 39 14 13 40 41 42 72 43 44 4511 46 47 10 1.5x8 STP= 4x6 - 6x12 MT20H5= 2x4 It 5x8 = 2x4 11 6,02 MT20HS = 3xi2 MT20HS II 4x10 MT20HS 4 4x5 = 6xl2 MT20HS= - - 1 3-9-0 7-0.0 12-0-8 1611-0 21-10.0 I 2fi-8-12 I 37-7-8 36-8-0 3-9-0 3-2-12 5-0-8 4-0m-1d-15112 d-1n-12 d1a-12 6-0-A Plate Offsets (X Y)-- 12:0-3-e 0-1-151 f3:0-9-4 0-3-01 [6:0-7-0 0-4-81 [11:0-3-8 0-2-41 LOADING (psf) SPACING- 2-0-0 C51. OEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.9713-15 >454 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.7813-15 >565 ISO MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WE 0.98 Horz(CT) -0.22 10 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Magri Weight: 2491b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 *Except- TOP CHORE 1-3: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 BOT CHORE WEBS 2x4 SP No.3"Except" WEBS 9-10: 2x4 SP No.2, 5-17,5-13,7-13,7-11,9-11: 2x4 SP No.1 REACTIONS. (lb/size) 10=2920/0-4-0, 2=2760/0-8-0 Max Hom 2=276(LC 25) Max Uplift 10=-3396(LC 5), 2=-2982(LC 8) FORCES. (lb) - Max. Comps./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5645/6222, 3-4=-4900/5551, 4-5=-7094/8143, 5.6=-7707/8880, 6-7=-7707/8880, • 7-8=-3764/4374,8-9=-3764/4374,9-10=-2785/3263 BOT CHORD 2-18=-5644/4984, 17-18=-8143/7094, 15-17=-9182(7982, 13-15=-9182/7982, 12-13=-7275/6306,11-12=-7275/6306 WEBS 3-18=-2312/2083,4-18= 2713/3102,4-17=-1059/918,5-17=-1107/1287,5-15=-328/436, 5-13=-335/367,6-13=-479/576,7-13=-1952/1704,7-12=-326/425,7-11= 3092/3563, 8-11=-515/675, 9-11=-5266/4532 Structural wood sheathing directly applied or 2-10-5 oc puffins, except end verticals. Rigid ceiling directly applied or 3-2-11 oc bracing. 1 Row at midpt 4-18,.7-11,9-11 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=6.Opsf; h=25ft; B=45f1; L=2411; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 • 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide xtlll fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 10=3396,2=2982. Thomas Alberti PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610. Date: August 29,2019 O WARNING-yerltytles/9npm,.,,ersand BEAD NOTES ON THMANDMCLUOEOM/TEKREFEMNCEPAGEM&74M.r . faTAYlasSBEFOREUSE Design valid for use only with MBelde connectors. This design is based only upon parameters shown, and Is for an IndivIduol building component, not ��• a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into fine overall building design. Bracing Indicated is to prevent budding of Individual huss web and/or chord members only. Additional temporary and permanent bracing MiTeW 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 hum systems, seeMSVIPII Oui Clash, DSB-09 and 11011 Baldhp Component 69M Parke East Blvd. Sa elly Infomlalbrxrvailable from Teas Plate Ins6hste, 218 N. We Sheet Suite 312. Alexandria, VA 22T 4. Tampa, FL 33610 Job Truss Truss Type ' . City Ply LOT 25/78/9 FPANDIAN RIVE T78002071 2068679 A16 Half Hip Giber 1 1 Job Reference (optional) Builders Rrstflource (Plant City, FL), Plant City, FL - 33567, - 8.240 a Jul 14 2019 MiTek Industries, Inc. Thu Aug 29 10:45:49 2019 Page 2 ID:GZkZS%BELDNJdj)(s77WskOzGxTm-EOj2?reJKd8vc0?frZR_AbgmOzOGrNoyEp TGHyjO9G NOTES- 9) .Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 210lb up at 7-0-0, 152 lb down and 203 lb up at 9-0-12, 138 lb down and 203 Ito up at 11-0-12, 133 lb down and 203 lb up at 13-0-12, 133 lb down and 203 Ib up at 15-0-12, 133 lb down and 203 Its up at 17-0-12, 133 lb .down and 203 lb up at 19-0-12, 133 lb down and 203 Ito up at 21-0-12, 133 lb down and 203 lb up at 23-0-12, 152 lb down and 203 Its up at 25-0-12, 152 Ito down and 203 16 uprat 27-0-12, 1521b down and 203 lb up at 29-0-12, 152 lb down and 203 lb up at 31-0-12, and 152 lb down and 203 Its up at 33-0-12, and 152 lb down and 203 Its up at 35-0-12 on top chord, and 353lb down and 496 lb up at 7-0-0, 99 lb down and 166 lb up at 9-0-12, 99 Ib down and 166 lb up at 11-0-12, 99 Its down and 166 lb up at -13-0-12, 99 lb tlown and 166 Its up at 15-0-12, 99 lb down and 166 lb up at 17-0-12, 99 lb down and 166 lb up at 19-0-12, 99 Its down and 1661b up at 21-0-12, 99 Ito down and 166 lb up at 23-0-12, 99 lb down and 166 Ib up at 25-0-12, 99 lb down and 166 Ib up at 27-0-12, 99 lb down and 166 lb up at 29-0-12, 99 Its down and 166 lb up at 31-0-12, and 99 Its down and 166 Ib up at 33-0-12, and 99 lb down and 166 lb up at 35-0-12 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 13=-54, 3-9=-54, 2-10=-20 Concentrated Loads (Ib) Vert: 3=-92(B) 18=353(B) 5=-92(B) 15=-84(B) 21=-92(B) 22- 92(B) 23=-92(B) 24=-92(B) 25=-92(B) 26=-92(B) 27=-92(B) 29=-92(B) 30=-92(B) 31=-92(B) 32=-92(B)33=-92(B) 34=-92(B) 35=-84(B) 36=-84(B) 37=-84(B)38=-94(B) 39=-84(B)40=-84(B)41=-84(B)42=-84(B)43=-84(B) 44=-84(B) 45=-84(B) 46=-84(B) 47=-84(B) I AWARNING- VerdIrdwd9opsrametere and READNOTES ON THIS AND INCLUDEDWEKREFERANCEPAGEMI474TJrev. 1WDY1015 BEFORE USE Design volld for use only wiM Mmek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a buss system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Indt0dual truss web and/or chord members only. Additional temporary and bracing KWIC permanent always required for stability and to prevent callopse Win possible personal Injury and property damage. For general guidance regarding Me fabrication. storage, delivery, erection and bracing of busses and tnrss systems seeANSViPII Qualfllyy Cirthido, DSB-89 and BCSI Buldbp Component SafNy Informatlonovollable from Two Rate Institute, 218 N. Lee Street SuBe 312, Alexandria VA 22314, 6904 Parke East BNtl. Tampa, FL 33610 Job Truss Truss Type ' 1]-(G*t-y Ply LOT 25!/8/9 FP/INOIAN RIVE T18002072 2068679 801 Hip Girder 1 1 Job Reference [optional) Scale = 1:66.9 builders F1rstSouroe (Plant Uny, FL), Plant City, FL- 33567, 1=4-0 3-&4 7-0-0 11-8-4 �7-4.0 &94 3-2-12 ' 4 F 6xl2 MT201­15 G 8.240 s Jul 14 2019 MI I ek 5x6 = 5x8 = 8.14 MT20HS = Sx12 = 6.00 12 3 23 244 25 26 5 27 28 29 6 30 31 7 32 33 Inc. rho Aug 29 10:45:51 2019 Bx14 MT20HS 8 1s 34 3511 36 16 37 1a 38 39 40 1A 41 42 1J43 12 44 11 1.5x8 STP= 5x6 = 6.12 MT20HS= 5xB - 2x4 11 5z6 - 1.5xB STP= 4x10 MT20HS i 4x6 = 2x4 11 6xl2 Mi20H5= 4x10 Mi LOADING (pst) SPACING- 2-0-0 CS'. OEFL. in (too) Well Ud PLATES GRIP TCLL 20.11 Plate Grip DOL 1.25 TC 0.72 Ven(LL) 1.08 14-15 >411 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.8714-15 >513 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(CT) -0.27 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MatriX-MSH Weight: 2341la FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc pudins. 3-6,6-8: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 3-1-14 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 4-18, 7-11 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=2866/0-8-0, 9=2909/0-8-0 Max Hom 2=-148(LC 6) Max Uplift 2=-3119(18), 9= 3179(1 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5879/6524, 3-4=-5104/5815, 4-5=-7333/8468, 5-6= 8442/9790, 6-7= 8442/9790, 7-8=-5190/5934, 8-9=-5973/6655 BOT•CHORD 2-18=-5638/5194, 17-18=-819317333, 15-17=-9490/8421, 14-15=-9490/8421. 13-14=-8266l7385,11-13=-8266/7385, 9-11=-5756/5278 WEBS 4-181 4-17=-1255/1088, 5-17=-1381/1619, 5-15=-353/434, 6-14=-487/590, 7-14=-1557/1334,7-13=-320/380,7-11=-2765/3192,3-18=-2469/2206, 8-11=-2432/2178 NOTES- - 11 Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf;h=25ft; B=45ft; L=24ft; eave=5f1; Cat. 11; E1p C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water,ponding. 4) AN plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 6) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (t=lb) 2=3119,9=3179. 8) klanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 210 lb up at 7-0-0, 152 Ib down and 203 lb up at 9-0-12, 1381b down and 203 Ib up at 11-0-12, 133 lb down and 203 lb up at 13-0-12, 133 lb down and 203 lb up at 15-0-12, 133 lb down and 2031b up at 17-0-12, 133 lb down and 203 lb up at 18-6-0, 133 lb down and 203 lb up at 19-11-4, 133 Ib down and 203 lb up at 21-11-4, 133 lb down and 203 It, up at 23-11-4, 1381b down and 203 Ib up at 25-11-4, and 152 lb down and 203 lb up at 27-114, and 208 lb down and 413 No up at 30-0-0 on top chord, and 353 lb down and • 496 Ib up at 7-0-0, 99 lb down and 166 lb up at 9-0-12, 99 lb down and 166 lb up at 11-0-12. 99 lb down and 166 Ib up at 13-0-12, 99 Ib down and 166 lb up at 15-0-12, 99 No down and 166 Ib up at 17-0-12, 99 lb down and 166 lb up at 18-6-0, 99 Ib down and 166 lb up at 19-114, 99 lb down and 166 lb up at 21-11-4, 99 It, down and 166 lb up at 23-11-4, 99 lb down and 166 lb up at 25-11-4, and 99 Ib down and 166 Ib up at 27-11-4, and 353 He down and 496 lb up at 29-11-4 on bottom chord. The dera gn/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). Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 ®WARNING- Vedlydesign paramelersand READ NOTES ON THISAND INCLUDED M/TEKRE17ERANCEPAGEM47473 rev. 1GA'Y1GISBEFORE USE Design valid for use only with MOeIde connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not �� a truss system. Before use, me building designer must verify the applicability of design parameters and property Incorporate this design into me overall building design. Bracing Indicated 8 to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent broeng M!Tek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSTIPII GYany Criteria. DSB-89 and BCSI Buldh9 Component Safety Infarmaftonovailoble from Truss Rote Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type ` . City Ply LOT 2&78/9 FPANDIAN RIVE T78002072 2068679 1301 Hip Girder 1 1 Job Reference (optional) tlmmers rustsource (rlant City, ry, Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 2910:45:51 2019 Page 2 • ID:GZkZSXBELDNJdjXs77WskQzGxTm-BorpQXfZsEOdrj92o_TSGOm6inhIJHZFh7TZLAyj09E LOAD CASE(S) Standard 1)Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 .-Uniform Loads (pit) • • Vert: 1-3=-54, 3-8=-54, 8-10=-54, 2-9= 20 Concentrated Loads (Ib) • Vert: 3=.92(B) 8=-161(13) 18=-353(B) 11=-353(B) 23=-92(B) 24=-92(B) 25= 92(B) 26— 92(B) 27=-92(B) 28=-92(B) 29=-92(B) 30=-92(B) 31=-92(B) 32=-92(B) 33= 92(B)34=-84(B)35=-84(B) 36=-B4(B) 37=-84(B)311 -84(13) 39=-84(B) 40=-84(B) 41 =-84(B) 42=-84(B) 43=-84(B) 44=-84(B) O WARNING - Vedfrdesignwairefenrand REAONOTES ON MN ANDWCLUDWMREKREFERANCEPAGEM674n.,. 10,00140f5SEFOREUSE. Design valid for use only with MTek®connectors. This design Is based only upon parametersshown, and Is for an Individual bullOing component, not a puss system. Before use, the building designer mustvOrly the appllcabBly, of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent bucNing of lndIvidual 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 Iyury and property damage. For general guldonce regarding the fabrication, storage. delivery, erection and bracing of trusses antl buss systems. seeANSVTPII Quo' CMerte. GSB$9 and SCSI Bulding Component 69M Parke East Blvd. Safety IrifoenalorvIvoiiable from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria. VA 22 14. Tampa, FL 33610 Job Truss a Type Oly Ply LOT 25!/8/9 FP/INDIAN RIVE T18002073 2068679 B02 Truss rHp 1 1 Job Reference (optional) 6.Z4U a JUI 14 ZUl9 MI I eK maUSlnes. Inc. I nu Aua Ze 1 U:4b:be ZUl9 tlUlla6m rlreasoece Imam 141y, I-L), Viant Glty, rL- 33567, m d Sx6 = 3x4 = = m 4 24 25 5 5x6 = 5x6 = 6 26 27 7 Scale - 1:65.9 15 11 axe = 3.8 = 46 = 3x4 = 4x6 = 3.8 = 3x6 = 9-QO 1&6.0 I 28-0-0 I 37-0.0 a-n-n m 0 0 I6 Plate Offsets (X,Y)-- r4:0-3-0,0-2-Or r6:0-0-0 0-3-01 [7:0-M 0-2-01 LOADING (psf) SPACING- 2-M CSL DEFL. in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ved(LL) 0.34 13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.4711-13 >944 180 BCLL 0.0 Rep Stress Incr YES WE 0.85 Horz(CT) 0.14 9 n1a We BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 180 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=144110-8-0, 9=1441/0-8-0 Max Horz 2=-184(LC 10) Max Uplift 2=-885(LC 12), 9=-885(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORO Rigid ceiling directly applied. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2565/1810, 3-4=-236B/1709, 4-5=-2099/1588, 5-6=-2763/1976, 6-7=-2099/1588, 7-8=-2366/1709, 8-9=-2565/1810 BOT CHORD 2-15=-1444/2254, 13-15=-1650/2690, 11-13=-1662/2690, 9-11=-1470/2254 WEBS 4-15=-532/862, 7-11=-532/862, 5-15=-826/632, 6-11=-826/632, 3-15=-292/386, 8-11=-293/386 NOTES- 1) Ugbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=45h; L=24ft,, eave=5ft; Cat. • II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-M. Extedor(2) 9-M to 13-2-15, Interior(1) 13-2-15 to 28-0-0, Exterior(2) 28-" to 32-2-15, Interior(1) 32-2-15 to 38-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2s885, 9=885. 8) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the top chord and 112• gypsum sheetrock be applied directly to the bottom chord. Thomas A. Album PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 29,2019 AWARNwG- Verify design pmamete®endRsIDNO7ESONMIS ANOINCLUDED UMEKHEFFAANCEPAGE M&74Mrvv.I& 4Qp15BEFOREUSIZ Design valid for use only with Words connectors. this design b based only upon parameters shown, and Is for an Indiddual bulldiing component not a truss system. Before use, the bustling deslgner must verity the applicability of design parameters and propery Incorporate this design Into Me overall building tleslgn. &acing Indicated Is to prevent buckling of Indvidual hues web and/or chard members qNy. Addmonal temporary and permanent bracing Miiek• Is alwaysrequiredforstobfir,andtopreventcollapsewlMpossiblepersonalin)uryandpropertydamage. For general guidance regordingMe fabrico6on. storage, delivery, erection and bracing of trusses end truss systems seeANSUIPII Qua Osr Criteria, D049 and BCSI Building Component 69M Palxe East Blvd. Safety Informalbrn raiiabie from Truss Plate Inuffute. 218 N. Lee street, Suite 312. Alexantlea, VA 22314. Temp& FL 33610 Job Truss Truss Type Oty Ply LOT 25,7119 FP/INDIAN RIVE T78002075 2068679 B04 _ HIP 1 1 Job Reference (optional) ommers nrsmourw lr,am ury, rc/, ram a y, rL - 33567, 8,240 s aui w zu iv mi Tek indusmes, inc. Tina Aug zu 1 u:ao:oa e01 a rage r ID:GZkZSXBELDNJdjXs77WskQzGxTm-3a4JFui4wTv2KLTp1 gXOOswmlO?OF9ygclRnUxyj09A rt-4A� G6.0 13-0-0 18-fi-0 24.0-0 30-7-5 37-0-0 �1-0-0 &6.0 6-e-0 5-6-0 5-fi-0 6-7-5 6.4-11 r Scale=1:68.4 • 6.00 12 5a8 2x4 II 6x6 = 4 23 5 24 6 m b1 " 10 3.00 12 axis = 2x4 11 3x6 = 3x8 i 6-6-0 12-fi-0 18-6-0 I 24-0.0 30.7-5 37-0.0 a-a.n n.n.n an.n arn.n s.n.s a.e.11 Plate Offsets (X Y)- [2:0-2-9 0-1-8] [3:0,3-0 0-3-01. [4:0-4-12 0-241 [6:0-3-8 0-2-41 [7:0-3-0 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Uri PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(L-) 0.55 13-14 >813 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.72 13-14 >619 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.38 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-AS Weight: 191 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 34: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb(size) 2=1441/0-8-0, 8=144110-8-0 Max Horz 2=-256(LC 10) Max Uplift 2=-885(LC 12), 8=-885(LC 12) BRACING - TOP CHORD Structural wood sheathing directlyapplied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 4-12 FORCES. fib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4507/2886, 34=-3862/2467, 4-5=-2512/1851, 5-6= 2512/1851, 6-7=-2093/1515, 7-8=-2628/1748 BOT CHORD 2-14=-2467/4062, 13-14=-2490/4085, 12-13=-173213240, 11-12=-1024/1869, 10-11 =-I 427/2292, 8-10=-142612296 WEBS 3-13=-627/592,4-13=-1019/1965,4-12=-943/470, 5-12=-015/340, 7-10=0/266, 6-12= 573/998, 7-11=-603/504 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. Il;rxp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 1-8-0, Interior(l) 1-B-0 to 13-M, Extedor(2) 13-M to 17-2-15, Interior(1) 17-2-15 to 24-0-0, Extedor(2) 24-M to 28-2-15, Interior(1) 28-2-15 to 384-0 zone;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) • 2=885,8=885. 9) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Alberti PE No.39380 MTek USA, Inc. FL Ced SSM 6904 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 Q WARNING. VwUydeslgnparamefersaad READ NOTES ON TN/SAND /NCLBDEDM/TEKREFERANCE PAGE M674Z3rev. tDU32015 BEFORE USE Design valid for use only with Mri connectors. This design Is based only upon parameters shown, and Is for an Ind vdual building component. not ��• a huss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate th6 design into the overall building design. Bidding Indicated is m prevent buckling of lndNldual muss web and/or chord members only. Addltlonal temporary and permonent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrical storage, delivery, erection and bracing of truces and truss systems. seeANSUfPII Quality Criteria. OS849 and SCSI Sulding Component 6904 Parke East Blvd. Safety Informationavoilable from Truss Plate Institute, 218 N. Lee Street. Suite 31Z Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 25/7819 FP/INDIAN RIVE T18002076 2068679 B05 HIP 1 1 Job Reference (optional) Hunders rnstbource lrlam Pry, r-L), re 0 tram Pry, rL-58867, 6.00 F12 o.Z4u s dui 14 Lula Mu ex mausmes, mc. I nu Neq ZU 1 a:4aal Zu la Sx6 = 5x6 = 5 24 25 6 -. Scale=1:68.9 12 11 3x6 3.d0 12 5x8 = 2.4 II 3x6 = i &6.0 12-fi-0 150-0 22-0-0 24-40 30-7-1 3]-0-0 I ,� -1 7_d_n I 'rua n-L1a Plate Offsets (X Y)- 12:0-2-9 0-1-8] [3:0-3-0 0-3-0] [5:0-4-0 0-2-8] [6:0-0-0 0-2-8] [8:0-3-0 0-3-0] [12:0-5-0 0-2-12] LOADING (psf) SPACING- - 2-0-0 CSI. DEFL. in (roc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.82 Vert(LL) 0.55 14-15 >805 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.73 14-15 >609 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Hoa(CT) 0.37 9 n/a n1a BCDL. 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2001b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except" 2-14: 2x4 SP M 31, 12-14: 2x4 SP No.1 WEBS - 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1441/0-8-0, 9=1441/0-8-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Max Hoa 2=291(LC 11) Max Uplift 2=-885(LC 12). 9=-885(LC 12) 1 FORCES. (Ile) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-4512/2799, 3-4=-3873/2467, 4-5=-2647/1853, 5-6=-236611716, 6-7=-2048/1658, 7-8=-2106/1495, 8-9=-2622/1700 BOT CHORD 2-15=-2386/4067, 14-15=-2407/4083, 13-14=-1855/3431, 12-13=-945/18311 11-12=-1379/2286, 9-11= 1377/2290 WEBS 5-13=-517/922, 6-13=-379/866, 7-12=-231/360,8-12=-574/441,4-14=-1055/1912, 3-14=-607/500,6-12=-258/312,4-13=-1896/1273 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=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 15-0-0. Extedor(2) 15-0-0 to 19'2-15, Interior(1) 19-2-15 to 22-0-0, Exterior(2) 22-M to 26-2-15, Interior(1) 26-2-15 to 38-4-0 zone;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=885, 9=885. Q) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39360 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 QWARNING-Ved/ydealgnpamineterean4READNOIES ON 7NISAND INCLUDED AUNWREFERANCEPAGEM 74M.. iNDYIDrSBEFORE USE Design valid for use only with Mreld) connectors, Ws design a based only upon parameters shown and Is for an Individual building component not ��• a tress system. Before use, the building designer must verifythe applicability of design parameters and properly Incorporate this tleslgn Into the overall building design. Bracing Indicated Is to prevent buckling of Individual hun web and/or chord members only. Additional temporary and permanent bracing �A M!Tek* Is always required for stabllty and to prevent collapse with possible personal Injury and property damage. For general guidance regmding the fabricaflo4 storage, delivery, erection and bracing of tames and truss systems, seeANSViP11 Quo" CriMM,-DSB89 and SCSI Building Component 6904 Parke East Blvd. Solely Informations liable from Trim Plate Institute,218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 21"8/9 FPANDIAN RIVE T78002077 20fi8679 BOB HIP 1 1 Job Reference (optional) Builders FirstSource (Plant City, Fy, 3x3 i Plant City, FL- 33567, e nnR5_ 3.00 I2 5x6 = Sx6 = 8.240 s Jul 14 2019 MiTek Indoslnes, Inc. Thu Auq 29 10:45:58 2019 12 11 5xB = 2x4 I fi-6-0 12-6.0 17-0-0 20.0.0 24-4-0 31;7:4 37-0-0 fi-6-6 6-0-0 4-6-0 3.0-0 440 6-3-0 6-412 Scale - 1:66.9 01T1d Plate Offsets (X,Y)-- f2:0-2-9,0-1-81. f3:0-3-0,0-3-01, T5:0-3-0,0-2-01. T6:0-3-0,0-2-01, f8:0-3-0,0-3-01, T12:0-5-4 0-2-81 LOADING (psi) SPACING- - 2-M CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ven(LL) 0.56 14-15 >792 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.7414-15 >600 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Hoa(CT) 0.38 9 n/a rda BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 206 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-14: 2x4 SP M 31 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1441/0-8-0, 9=1441/0-8-0 Max Horz 2=-327(LC 10) Max Uplift 2=-885(LC 12). 9=-885(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-4507/2700, 3-0=-3884/2388, 4-5=-2142/1525, 5-6=-1874/1438, 6-7=-2087/1668, 7-8= 2105/1457, 8-9= 2622/1644 BOT CHORD 2-15= 2295/4062, 14-15— 2314/4078, 13-14>7793/3455, 12-13= 798/1746, 11 -1 2=-1 327/2285, 9-11 =-I 325/2289 WEBS 3-14=-591/486, 4-14=-979/1968,4-13=-2117/1344,5-13=-492(/57, 6-12=-419/430, 7-12=-318/455, 8-12=-570/411, 8-11=0/259, 6-13=-234/623 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. o- II; Exp C; Encl., GCpi=0.18; VWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 17-0-0, Eldedor(2) 17-0-0 to 2C--5-12, Interior(1) 24-5-12 to 38-4-0zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load 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) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=885, 9=885. 9) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 QWANNINO-Ve,if designparemerersand NEADNOTESONTHMANDWCLUDEDMBEKNEFENANCEPAGEMM17M.v. 1MA12016BEFOBEUSE valid for use only win Mifek® connectors. ihls design b based only upon parameters shown, and Is for an Individual bulling component, not Nit a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing W MOW Is always required far 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 seeANsVIPl1 Quo0y Gnt�Ao, DS6E9 and BC91 eutdhp Component 6904 Parke East BNd. Safety brformptbrWoioblefrom Truss Plate Institute, 218 N. Lea Street. Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type • any Ply LOT 25f/a/9 FP/INDIAN RIVE T78002078 2068679 B07 Root Special 2 1 Job Reference (optional) Builders FirstSource (Plant City, Fy, Plant City, FL- 33567, Sx6 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 29 10:45:59 Scale = 1:66.5 11 10 axe 3.00 F12 5xB = 2.4 11 3x6 = G LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0' BCDL 10.0 SPACING- 2-0-0 Plate Grip OOL 1,25 LumberI 1.25 Rep Stress lncr YES Code FBC2017/TPI2014 CSI. TC 0.82 BC 0.81 Will 0.90 Matrix -AS DEFL. in (too) Well Utl Vert(LL) 0.59 13-14 >755 240 Ver(CT)-0.7713-14 >577 180 Horz(CT) 0.41 8 1 n/a PLATES GRIP MT20 244/190 Weight: 1961b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-13: 2x4 SP M 31 WEBS 1 Row at midpt 4-12 WEBS 2x4 SP No.3 WEDGE Left: 20 SP No.3 REACTIONS. (Ib/size) 2=1441/0-8-0,8=1441/0-8-0 Max Hom 2=353(LC 10) Max Uplift 2=-885(LC 12). 8=-eB5(LC 12) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOPCHORD 2-3=-4499/2515, 3-0= 3902/2211, 4-5=-1905/1296, 56=-1905/1287, 6-7= 2105/1364, 7-8=-2621/1537 BOT CHORD 2-14=-2110/4054, 13-14=-2128/4074, 12-13=-1670/3580, 11-12=-900/1887, 10-11=G 219/2284,.8-10=-121 a/2287 WEBS 3-13=-559/461, 4-13=68812014. 4-12=-2346/1315, 5-12=- 71/1325, 6-12=-354/346, 7-1 1=-561/398,7-1 0=0/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VUII=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=241t; eave=5ft; Cat. .. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Extedor(2) 186-0 to 21'6-0, Interior(1) 216-0 to 38-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pst 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-" wide wit fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 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 100lb uplift at joint(s) except 01=11o) 2=885, 8=885. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum - sheetrock be applied directly to the bottom chord. Thomas A. Albert PE No.38380 MiTek USA, Inc. FL Cert 669 6904 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 ® WARNING -Vedfydesl9D pammerera antl RE4DN0TES ON TN/SAND INCLUDED MmEKREFERANCEPAGEMIP74Tdrev. 1N0.cins BEFOREUSE valid for use only with MOekb connectors. This design 4 based only upon parameters shown, and Is for an IndrAdual building component, not Of a truss system. Before use, fine building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buldNg design. Bracing Indicated is to prevent bucking of lndlAduol muss web and/or chord members only. Additional temporary and permanent bracing MiTek' IS always required far stability, and to prevent collapse Will possible personal lnlury and property damage. For general guidance regarding he fabricallon, storage, delivery, erection and bracing of trusses and Russ systems. seeANSIM11 CuoaRpryry Cmedo, DSB49 and SCSI Building Component 69M Parke East BNd. Safety mfoenationovaiiabie from Truss Rate Institute, 218 N. Lee Street Suite 312, Alexcndda. VA22314. Tampa, FL W610 Jab Truss Truss Type • Oty Ply LOT 25/78/9 FPANDIAN RIVE T18002079 206B679 BOB Roof Special 1 1 • Job Reference (optional) Builders FirstSource (Plant City, Ft Plant City, FL-33567, c nnF7 3.00 12 3x8 Sx6 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 29 10:46:01 2019 13 12 5xB = Us = 11 10 1.5x8 STP- 6x8 = 2x4 II Scale=1:77.2 LOADING (ps' SPACING- 2-0-0 CSI. DEFL. in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Verf(LL) 0.61 15-16 >720 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.7615-16 >579 180 BCLL 0.0 ' Rep Stress [net YES W B 0.93 Horz(CT) 0.41 10 Na We BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2041b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 20 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied. 2-15: 2x4 SP M 31 WEBS 1 Row at micipt 4-14 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 10=1362/0-8-0, 2=1437/0-8-0 Max Horz 2=338(LC 11) Max Uplift 10=-767(LC 12), 2=-884(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP -CHORD 2-3---4483/2635, 3A--3885/2337, 4-5_ 1094/1309, 5-6=-1894/1323, 6-7=-2086/1362, 7-8=-2535/1533 BOT CHORD 2-16=-2387/4039, 15-16=-2405/4060, 14-15=-1957/3564, 13-14— 1004/1871, 12-13=-1305/2239,11-12_ 1317/2164, 10-11=-1298/2146 WEBS 3-15=-563/450,4-15=-1023/2006,4-14=-2329/1469,5-14=-795/1316,6-14=-345/322, 7-13=-520/381, 8-10=-2327/1406 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=1 BOmph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. .. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0. Exterior(2) 18-6-0 to 2111--6-0, Interior(1) 21-6-0to 36-104 zone;C-C for members and forces & MA/FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 lost bottom chard live load nonc urcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYPNo.2 crushing capacity of 565 psi. 7) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 10=767,2=884. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum Thomas A. Albani PE NG39380 sheetrock be applied directly to the bottom chord. MiTek USA, Inc. FL Cert 6834 69114 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 ,&WARNING - VedlydesfgnPnemereraend REAe NOTES ON MSANO/NCLUOEOMREKRUERANCEPAGEMI474 .. 1N0.t20r5aEFOaE USE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown and 6 for an indNltlual building component, not o truss system. Before use, Me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulidingdesign. Bracing Indicated is to prevent buckling of Individual hussweb and/or chord members only. Additional temporary and pennanentbracing MiTek' Is always required for stabllBy and to prevent collapse with posslDle personal Injury and properly damage. For genera guldance regarding the fabrication storage, delivery, erection and placing of trusses and puss systems weANSI/IPII Quality Criteria, DSB419 and SCSI Bull Component 6904 Parke East BNd. Safety Informatbrnvoiiabie from Truss Plate Institute, 218 N, lee Street Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type Ply LOT 25,78/9 FP/INDIAN RIVE T18002080 2068679 B09 Roof Special �Oy 1 1 Job Reference (optional) Builders FiraSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MITek Industries, Inc. Thu Aug 2910:46:02 2019 Scale = 1:71.2 5xa = 3.00 FIE 5x8 = 5x8 = 1.5,8 STP = 3x8 643 = 00G00 244.0 I 30] 1 32&3-060.0 6-0-0 Plate Offsets (X Y)— f2:0-1-2 0-0-71 [3i0-3-0 0-3-0]f6:0-3-0 0-3-01 [12:0-5-4 0-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.63 14-15 >702 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Verl -0.77 14-15 >578 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.41 10 WE r/a BCDL. 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2061b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-14: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS IRow at midpt 4-13 REACTIONS. fib/size) 10=1362/0-8-0, 2=1437/0-8-0 Max Horz 2=323(LC 11) Max Uplift 10=-770(LC 12), 2=-881(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (11 or less except when shown. TOPCHORD 2-3=-4483/2691, 3-4= 3885/2399, 4-5=-1894/1318, 5-6=-1894/1337, 6-7=-2087/1359, 7-8=-2494/1531 BOT CHORD 2-15=-2502/4039, 14-15=-2520/4060, 13-14=-2079/3564, 12-13=-1069/1873, 11-12= 1348/2232, 10-11=-1431/2257 WEELS 3-14=-563/444,4-14=-1081/2007,4-13=-2330/1527,5-13=-810/1320, 6-13=-343/309, 7-12=-498/355, 8-10=-2491/1592 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=6.Opst h=25ft; B=45ft; L=24ft; eave=5ft; Cat. .- II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 18-6-0, Exterior(2) 18-6-0 to 2116-0, Inteaor(1) 21-6-0 to 36-10-4 zone;C-C for members and tomes 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gap 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-" tall by 2-" wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP'No.2 crushing capacity of 565 psi. 7) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 10=770, 2=881. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 Q WARNING- Verigdeeign parameter and READ NOTES ON TN/SAND INCLUDED MmEKREFERANCEPAGEMD74M rev. 10=2115BEFOREUSE �■�'e Design valid for use only with Melds connectors. this design is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must verity the appllcobilry of design parameters and properly Incorporate this design Into moverall ■•�YB building design, Bracing Indicated is to prevent bucNing of individual truss web and/or chord members only. Additional temporary and permanent bracing !s I1 MiiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regartling me fobrlco6on. storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Quo 1py Ciffedo, D5349 and BCSI Building Component 6904 Parke East Blvd. Scety Nforma onvioallable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandra, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 2517M FP/INDIAN RIVE T18002081 2068679 B10 Roof Special 1 1 Job Reference (optional) Builders Firssource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries. Inc. Thu Aua 29 10:46:03 2019 Scale = 1:71.2 Sx6 = 3.00 12 5x8 = 6a = 1.5.8 STP = 3x8 % 6xB = 60 I 162--06--00 I 2-4-0 30-7-55 32-8 37- 5-00.0 fi-3-E1I460. Plate Offsets (X Y)-- 12:0-1-2 0-0-71 13:0-3-0 0-3-0] [11:0-3-B 0-3-0] 112:0-5-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.64 14-15 >695 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.77 14-15 >577 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.41 10 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2071b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'ExcepC 2-14: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 4-13,8-10 REACTIONS. (lb/size) 10=1362/08-0, 2=1437/0-8-0 Max Harz 2=317(LC 11) Max Uplift 10--771(LC 12). 2= 879(LC 12) FORCES. (Hp) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP.CHORD 2-3=-4483/2712, 3-4= 3885/2423, 4-5=-1894/1322, 56=-1895/1340, 6-7=-2087/1356, 7-8=-2481/1527 BOT CHORD 2-15= 2550/4039, 14-15=-2568/4060, 13-14=-2129/3564, 12-13=-1094/1874, 11-12=-1364/2230, 10-11- 1419/2250 WEBS 3-14=-563/442,4-14=-1105/2007,4-13=-2330/1550,5-13=-812/1319, 6-13=-339/300, 7-12=-488/346, 8-10=-2480/1568 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=6.Opsf; h=25ft; B=45ft; L=24tt; eave=5tt; Cat. ,- II; Exp C: Encl., GCpi=0.18; MWFRS (directional) and C-C.Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Extedor(2) 18-6-0 to 21.6-0, Interior(1) 21-6-0 to 36-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcumant with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing atjoint(s) 2 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 beading plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=771, 2=879. A) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 Q WARNING- Van& destgn paramefen end READ NOTES ON MMANOINCLUUEOMfr REFERANCEPAGEMIF74".. 1e113Qe1SBEFOREUSE. Design volid for use only with MBek® connectors. This design Is based only upon parameters shown. and Is for an Individual buldhg component, not ��- a truss system. Before use. the tutoring designer must verify the oppllcablllty of design parameters and propeay Incorporate mis design Into me overall bullongdeslgn. Bracing indicated is to prevent buckling of Individual tnissweb and/or chord members only. Motional temporary and permanent bracing MiTek' Is always tequtred for stability and to prevent collapse with possible personal hlury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of nurses and truss systems, seeAN51/IPII Cuall1l1yy Crhnb, DS949 and BCBI susdbD Component 69" Parke East Blvd. safety Infomtatbnavaflable from Taus Plate Institute. 218 N. Lee Street Suite 31Z Atexandrla VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 25178/9 FP/INDIAN RIVE T78002082 2068679 611 Root Special 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 5x6 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 29 10:46:04 2019 Page 1 Scale=1:70.2 3.00 12 5x8 = 2x4 II 1.5x8 STP= 3x8 6x8 = I 6.60 12-6.0 1&fi-0 24.4-0 30-5-8 3 -5 37-0.0 6-6-0 8-0.0 680-0 5-70.0 6-1-8 0- -13 M1 Plate Offsets(XY)-- f2:0-1-20-0-77 f3:0-3-00-3-07 f7:0-2-40-3-07 IB:Edge0-1-87 f11:0-5-40-2-81 LOADING (psf) SPACING- 2-0-0 CSL DEFL in (loc) I l L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.65 13-14 >682 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Ved(CT) -0.7713-14 >577 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.41 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 207 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 -Except' 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 9=1362/0-8-0, 2=1437/0-8-0 Max Horz 2=302(LC 11) Max Uplift 9=-776(LC 12), 2=-874(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at m clpt 4-12, 7-9 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP.CHORD 2-3=-4483/2758, 34=-3885/2474, 4-5=-1894/1328, 5.6=-1894/1345, 6-7=-2082/1345 BOT CHORD 2-14=-2656/4039, 13-14=-2674/4060, 12-13=-2240/3564, 11-12=-1144/1872, 10-11= 1390/2207, 9-10=-1386/2213 WEBS 3-13=-563/438,4-13=-1158/2007,4-12=-2330/1602,5-12=-815/1317,6-12=-329/276, 7-11=-468/323,7-10=0/268,7-9= 2434/1517 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; Ml (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 18-6-0, Extedor(2) 18-6-0 to 21-6-0, Interior(1) 21-6-0 to 36-10-4 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wjll fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI I 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 joints) except ft=lb) 9=776, 2=874. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top, chord and 1/2' gypsum . sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.38380 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33810 Date: August 29,2019 QWARNING-wIffydesrgn paremelersamIREAO NOTES ON TNISANOINCLUOFDMREKREFERANCEPAGEMIF74 .9 .. IOM2015BEFOREUSE Design valid for use only with Mired connectors. This tlesign is based only upon parameters shown, and Is for an IndMdual bullding component, not a truss system. Before use, the building tledgner must verify the appilcabllily of deslgn parameters and properly Incorporate this all Into the overall building tlesign. Bracing Indicated b to prevent budding 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 and property damage. For general guidance rego'dIng the fol storage, delivery, erection and bracing of busses and huss systems seeAflS171pB Quail Cdbdn, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Informotbnavailable from Truss Plate Institute, 218 N. Lee Sheat. Suite 312, Mexand ric. VA 22314, Tampa, FL 33610 Job Thus Truss Type Ply LOT 25178/9 FP,1NDIAN RIVE ' T18002083 2068679 B12 Roof Special �Qty 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 2910:46:06 2019 Page 1 ' ID:GZkZSXBELDNJdjXs77WskOzGxTm-EhFUZfaKrHU8lpwBeEzMBtfMgkPK4gSBzbsMoyjO9? r1-4-q 6-GO { 12.5.12 18-EO 24-4-0 28.5.8 30-]-5 1 3]-0-0 1 1.4-0 6-6-0 fell-12 6-0.4 5.10-0 4IS 2-1-13 E-11 Scala a 1:70.2 Safi = 3.00 F12 5a8 = 2a4 11 1.5xB SIFT 3.8 6 6.9 = E6-0 1 2-60 8-EO I 41:2 8-11 320.7 7-M 6-0-0 -10-0 2-8 1 1 6-6-0 fi --3 -17 Plate Offsets(XY)-- [2:0-1-20-0-7][3:0-3-00-3-01 [7:0-6-40-3-8111.1:0-5-40-2-81 LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.66 13-14 >673 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.7713-14 >578 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.94 Hom(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-AS Weight: 219 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 7-8: 2x6 SP No.2 BOT CHORD 2x4 SP No.2'Excepr 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1Row at midpt 4-12 2 Rows at 113 pis 7-9 REACTIONS. (lb/size) 9=1362/0-8-0, 2=1437/0-8-0 Max Horz 2=324(LC 12) Max Uplift 9=-782(LC 12), 2=868(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4484/2798, 3-4=-3884/2517, 4-5— 1895/1332, 5-6=-1892/1344, 6-7=2046/1353, 8-9=-233/304 BOT CHORD 2-14=-2750/4040, 13-14=-2769/4060, 12-13=-2338/3563, 11-12=-1179/1861, 10-11=-1326/2082, 9-10=-1322/2086 WEBS 3-13=-562/436, 4-13=-1205/2005,4-12=-2325/1646,5-12=-803/1306, 6-12=-311/244, 7-11=-425/285, 7-10=0/291, 7-9=-2287/1460 NOTES- 1) Unbalanced roof live loads have been considered for this design. _- 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; B=4511; L=24ft; eave=5ft; Cat. 11; £xp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exteror(2) -1-0-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Exterior(2) 18-6-0 to 2"-0, Intedor(1) 21-6-0 to 36-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Tbis 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 ether members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) . 9=782, 2=868. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39360 MTek USA, Inc. FL Den 0634 6904 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 WARNING-Vedlyd4signparsmerersandflEADNO7ES ON THIS AND INCLUDEDMREKREFERANCEPAGEMIF74mrev.. 104A42aSBEFORE USE ,A valid for use only with MITek� connectors. This dosign Is based only upon parameters shown, and Is for an Individual building component not Nil' a huas system. Before use, the building designer must verify the appllcabOlN of design parameters and properly Incorporate tlsts design Into the overall bulltling design. Bracing hdicoted is to prevent buckling of Individual truss web and/or chord members only. Addi tonal temporary and permanent bracing MiTek' b always required for stablllty, and to prevent collapse with povibie pawnor injury and property damage. For general guidance regarding the fabrication storage, del"ry, erection and bracing of trusses and truss systems seeANSVRII Qualify CR9M, DSe29 and SCL Building Component 69" Parke East Blvd. Safely tnfeenalbnar,clabie from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply LOT 25f/8/9 FPflNDIAN RIVE 2068679 B13 Roof Special �Gly 1 1- � T78002084 Job Reference (optional) Builders Firssource (Plant City, FL), Plant City, FL- 33567, • r9 fi-6-0 12-5.12 44.0 fi-6-0 5-11-12 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 2910:46:07 2019 Scale = 1:71.2 64 = 3.00 12 5x8 = 3x4 = 1.5x8 STP = 3x8 Bx8 = E6.0 12.6.0 IB-6.0 24±O 26-5.8 30.7-5 37-0-0 6-6-0 8 8.10.0 24-1-13 6-411 Plate Oftsets(X,Y)-- r2:0-1-2,0-0-71 r3:0-3-0,0-3-01.rl2:0-5-4,0-2-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ven(LL) 0.65 14-15 >679 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Verl(CT) -0.75 14-15 >592 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Hoa(CT) 0.38 10 r✓a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2221b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-14: 2x4 SP M 31, 10-12: 2x4 SP NDA WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-13.8-10 REACTIONS. (lb/size) 10=136210-8-0, 2=1437/0-8-0 Mau Ham 2=391(LC 12) Max Uplift 10=-791(LC 12). 2=-859(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOPCHORD 2-3=4484/2840, 3-4=-3883/2563, 4-5- 1896/1332, 5.6=-1892/1345, 6-7=-1997/1335, 7-8_ 1925/1229 BOT CHORD 2-15=-2857/4040, 14-15= 2876/4060, 13-14=-2451/3562, 12-13=-1227/1859, 11-12=-1245/1942, 10-11=-798/1132 WEBS 3-14=-556/433,4-14=-1258/2004,4-13=-2325/1699,5-13=-803/1307,6-13=,309/217, 7-12=-478/239,7-11=-622/579,8-10=-1592/1151, 8-11=-622/1144 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=6.Opst; h=25ft; B=45ft; L=241t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 18-6-0, Exterior(2) 18-6-0 to 21x6-0, Intedor(1) 21-6-0 to 36-1 OA zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water policing. 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-" tall by 2u" wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) 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. ,8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=791, 2=859. 0) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the top chord and 1/2• gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: August 29,2019 OWABN/NG. VeMydeslgn parameters and BEAD NOTES ON THISAND INCLUDED MREKBEFEBANCEPAGEM 74yame 101ai2015BEFONEUSE Design volld for use only wim MBelsv connectors. This design is based only upon parameters shown and is for an Individual building component, not �r• ■` a hum system, Before use, the building designer must verity the appilcoblllly of design parameters and properly Incorporate this design Into the overall todIdIngdesign. BrocingIndicated atoprevent budding ofIndividual truss web and/or chord members only. Additional temporary and permanent bidding MiTek' Is always required for stability and to prevent collapse wM possible personal Injury and property damage, For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIAP11 Quality Criteria, DSB49 and BCSI Building Component 69N Parke East Blvd. Safety Informalbmvallabie from Truss Plate Institute. 218 N. Ise Shoot Suite 318 Alexandria. VA 22314. Tampa. FL W610 Job Truss Truss Type • Cry Ply LOT 2WI119 FP/INDIAN RIVE T78002085 2068679 B14 Roof Special 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 29 10:46:08 2019 Page 1 ' p ID:GZhZSXBELDNJdjXs77WskQzGxTm-B4ME_LsEsSXCOLyJ13GRSc=dQ4o JlcG4zQhyjO8z • • r73.Oi 6-6-0 12 :12 18-6.0 24-4-0 24r$-8 30.7-5 30$0 37-0-0 4-4-0 6-fi-0 5-11-72 6-0-4 E:10-0 0- .8 fi-1-13 0- -17 6-4-0 r Scale=1:70.2 3,8 � 3A0 12 5x8 = 2x4 II 1.5x8 STP= 6x8 = 6-E2 12-6.0 18-fi-0 24.4.0 24 8 30.7-5 30 37-0-0 fi-6.0 6-0.0 6-0-0 5-10.0 0. -8 E1-13 of 7 6-4.0 Plate Offsets (X))-- 12:0-2-90-1-8] [3:0-3-00-3-01 [11:0-5-40-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.66 13-14 >670 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.7513-14 >593 180 BCLL 0.0 ' Rep Stress [nor YES WE 0.93 Hom(CT) 0.39 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 221 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3. WEDGE Leff: 2x4 SP No.3 REACTIONS. (lb/size) 9=136210-8-0, 2=1437/0-8-0 Max Hoe 2=453(LC 12) Max Uplift 9=-815(LC 9), 2=-849(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at micipt 4-12, 7-9 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP.CHORD 2-3=-4484/2875,3-4=-3884/2602,4-5=-1894/1331,5-6=-1887/1341, 6-7=-1805/1230 BOT CHORD 2-14=-2953/4058, 13-14=-2972/4076, 12-13=-2550/3563, 11-12=-1259/1856, 10-11=-781/1153, 9-lD=-781/1153 WEBS 3-13=-549/431, 4-13=-1305/2007, 4-12=-2355/1744, 5-12= 795/1299, 6-12=-308/221, • 6-11=988/820, 7-9=-1627/1102, 7-11=-634/921, 7-10=0/315 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25tt; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Extedor(2) 18-6-0 to 21-6-0, Interior(1) 21-6-0 to 36-104 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D©L=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 pet bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 9=815, 2=849. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 QWARNING- Verily design parame]emand READ NOTES ON MIS AND INCLUDED M1rEKREFERANCEPAGEMh74T0ray. la,➢dQDISBEFOREUSE Design valid for use only with MOelon connectors. TrIs design Is based only upon parameters shown. and Is for an Individual building component, not ��• a truss system. Before use, the building desdesigner must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated 8 to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of trusses and buss systems, see/WSVIPII Quality Crlhi 1i and SCSI BUSda1p Component 69N Parke East BNd. Safety Infoenationavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 3361D Job Truss Truss Type - Oty Ply LOT 25f/fl/9 FPlINDIAN RIVE ' T18002086 2068679 B15 Roof Special 1 1 Jab Reference (optional) Builders FirstSouroe (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 142019 MiTek Industries, Inc. Thu Aug 2910:46:10 2019 Page 1 • ID:GZkZSXBELONJdjXs77WskQzGxTm-7SU_P1uUO4owde6hOTJvX12J3R6iGUP23az4VayjO8x • 1-4-pp 6.6-0 12-5-12 18-fi-0 22-5-8 24-4-0 30-7-5 348.0 3fi-8-0 1 4-OI fi-6-0 6-11-12 fi-0-4 3-11-8 Ao-a fi-&5 0- 11 6-0-0 Scale = 1:70.9 5x6 = _ 5 21 2x4 11 3.00 12 5x8 = 2x4 11 Less STP = 3x6 > 6x8 = 612-600 1.-6.0 I 225e 24-0O I 3-7-5 20%8-l1 3EO-066-00 80.0 3.111-10-8 603.5 0 Plate Offsets (X ))-- [2:0-1-2 0-0-7] f3:0-3-0 0-3-0] f12:0-5-4 0-2-81 LOADING (psf) SPACING- 2-OLD CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.65 14-15 >673 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT)-0.7314-15 >603 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.96 Hom(CT) 0.38 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 236 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 2-14: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-13, 8-10, 8-12 REACTIONS. (lb/size) 10=1350/0-0-8, 2=1425/0-8-0 Max Horz 2=515(LC 12) Max Uplift 10=-836(LC 9), 2=-830(LC 12) Max Gmv 10=1362(LC 17), 2=1425(LC 1) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4436/2873,3-4=-3834/2603,4-5=-1861/1302,5.6=-1806/1328,6-7=-1514/1062, 7-8=-1520/1068 BOT CHORD 2-15=-3015/4054, 14-15=-3034/4072, 13-14=-2616/3517, 12-13=-1251/1765, 11-12=-655/961, 10-11_ 655/961 WEErS 3-14=-552/428,4-14=-1336/200114-13=-2353/1782,5-13=-818/1299,6-13=-282/191, 7-12=-268/337, 8-10=-1522/1037, 8-12=-631/883, 8-11=0/335, 6-12= 737/580 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=6.OpsY h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II;£xp Q Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 18-6-0, Extenor(2) 18-6-0 to 21-6-0, Interior(i) 21-6-0 to 36-6-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Tpis truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide vLill fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of.565 psi. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) . 10=836,2=830. 9) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39300 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date;. August 29,2019 ,&WARNING - Verlfydeslfn Par4metersend BEADNOTES ON TNISANDINCLUDEDMrTEKFEFEBANCEPAGEM674m1 .. leN2201SBEFOBE USE Design valid for use only with MBek® connectors. Phis design Is based only upon parameters shown, and Is for an individual building component, not a muss system. Before use, the building designer must verity the oppllcobllity of design parameters and properly Incorporate this design Into me overall buitlingdesign.&acinglndicotedIstoprevent Welding ofIndividual trussweband/or chord members only. Additional temporary and peananentbracing MiTek' Is always required for stabirty, end to prevent collapse with possible personal Nlury and property damage. For general guidance regarding the fabrication; storage, deliver , erection and bracing of trusses and buss systems, seeANSI/IPI1 Qualify Cdfeda, OSO-89 and SCSI Building Component 6904 Parke East Blvd. Safely fefoenationavailable from Truss Plate Institute, 218 N. Lee Sheaf, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply NDIAN RIVE L�Raference T18002087 2068fi79 B16 Root Special 1 1 Jotional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 29 10:46:112019 Page 1 ID:GZkZSXBELDNJdjXs77 W skOzGxTm-bf2NcNv69NmFohuzBg83EbUgrSy?NTBI EJdl0yjO8w 2o-se 1i0 660 Fi-4o se-o 1s2-17-0 a0 30.7-5 3ggU 36a$aa512 T--11-2 s Scale = 1:68.2 5,,8 = 6.8 = 3x4 = 5x8 = 2.4 11 c nn rn 5 622 7, 8 p4 9 h 3.00 F12 Sx8 = 2.4 It 1.Sx8 STP= 34 5 6.8 = 201 66-0 t2£0 1740 111 2 24 30.7-s �s� 30ia-0 368 sso ] aoo I 4-so I1s0 Iato-a Ian aoa Plate Offsets (X Y)-- [2:0-1-2 0-0-71 [3:03-0 0-3-0][5:0-1-12 0-3-0] [B:0-0-0 0-3-0] [72:0-5-4 0-2-8] [15:0-4-0 0-3-41 LOADING (its) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 VBrt(LL) 0.64 15-16 >686 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.71 15-16 >619 180 13CLL 0.0 ' Rep Stress Incr YES WB 0.78 HondCT) 0.37 10 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2541b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 5-6:.2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-15: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lblaze) 10=1350/0-3-8, 2=1425/0-8-0 Max Horz 2=577(LC 12) Max Uplift 10=-876(LC 9), 2=-816(LC 12) Max Grav 10=1402(LC 17), 2=1425(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 9-10, 4-14, 7-12, 8-10, 8-12 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4456/2960, 3-4=-3825/2682, 4-5=-2091/1491, 5-6=-1665/1252, 6-7=-1664/1248, 7-8=-1347/983 BOT CHORD 2-16= 3157/4106, 15-16=-3179/4125, 14-15=-2744/3556, 13-14=-1467/1917, 12-13=-100511380,11-12=-5961871, 10-11=596/871 WEBS 3-15=-583/446,4-15=-1411/2018,4-14=-2238/1740,7-12=-896/810,8-10=-1499/1025, 8-12=-639/840, 8-11=0/354,7-13=-562/688, 5-14=-850/1235, 6-13=-246/262, 5-13=-500/439 _ 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5tt; Cat. Ih, Exp C; Encl., GCp1=0i MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 17-0-0, Exterior(2) 17-0-0 to 20-0-0, Intedor(1) 20-0-0 to 36-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DpL=1.60 3) Provide adequate drainage to prevent water pending. 4) Zhis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity . capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=1b) 10=876, 2=816. 9) This truss design requires that a minimum of 7/16'stmctural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 Q WARNING -Verlydeslgnpardmefersand READ NOTES ON TNISANU INCLUDED 110MKREFERANCEPAGEMI474nnev. 11103,2015aEFORE USE Design void for use only with MOekO connectors. IhIs design Is based only upon parameters shown, and Is for an Individual building component, not �!' ■` a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Simi Indicated is to prevent buckling of individual truss web and/or chord members only. Addlflonal temporary antl pe0nanenl bracing MiTek' Is always required for stability and to prevent collapse with possible personol Injury and property damage. For general guidance regarding the fabrication, storage delivery• erection and bracing of trusses and truss systems, seeANSI/iPil Qua' M Criteria. DSB-69 and 11051 Building Component 6904 Palle East Blvd. Safety Inloutia nan0valloble from Truss RPlate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Jab Truss Truss Type Oty Ply LOT 2WB/9 FP/INDIAN RIVE T78002088 2068679 B17 Half Hip 1 1 Jab Reference (optiona0 61,Iders F1rstSOuroe (Plem Glty, FL), Plant Ulty, FL - a3567, 8.24U a Jul 14 2Ul U MI 1 eK Inc. I nu Aua E9 1 U:4bA J 2U19 5x6 = 6.00 F12 3x4 = 2x4 II 21 6 722 Scale - 1:67.0 5x8 = 2x4 11 B 23 9 3.00 12 5x8 = 2x4 11 6x8 = 3x12 MT20HS LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ven(LL) 0.61 14-15 >723 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.69 14-15 >638 180 MT20HS 1871143 BOLL 0.0 ' Rep Stress Incr VES WB 0.83 Horz(CT) 0.34 10 n/a n/a BCDL 10.0 Code FBC20171rP12014 Matdx-AS Weight: 2281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied. 2-14: 2x4 SP M 31, 12-14: 2x4 SP No.t WEBS 1 Row at micipt 9-10, 6-12, 8-12, 8-10 WEBS 2x4 SP No.3 - REACTIONS. (lb/size) 10=1350/0-3-8, 2=1425/0-8-0 Max Horz 2=529(LC 12) Max Uplift 10=-874(LC 9), 2=-827(LC 12) Max Grant 10=1377(LC 17), 2=1425(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4449/3100, 3-4=3806/2805, 4-5=-2595/1949, 5-6=-2311/1792, 6-7=1471/1073, 7-8=-1475/1078 BOT CHORD 2-15=3255/4057, 14-15=-3278/4072, 13-14=-2747/3371, 12-13=-1431/1877, 11-12= 675/962, 10-11= 675/962 WEBS 3-14=-592/465,4-14=-1481/1895, 5-13=-639/965, 6-13=-561/699, 6-12=-805/744, 7-12=-228/286,8-12=-636/858,8-11=0/330,8-10=-1526/1071, 4-13=-1923/1682 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; EnoL, GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intenor(1) 1-8-0 to 15-", Extedor(2) 15-0-0 to 19-2-15, Interior(1) 19-2-15 to 36-0-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Qearings are assumed to be: Joint 2 SVP No.2 crashing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of beating surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 10=874,2=827. 0) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39390 MTek USA, Inc. FL Cart 66M 6904 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 ®WARNING -Veriyd&&gnpenmefersa.dREAD NOTES ON TNLSAND INCLUDED MIIEKREFERANCEPAGEMX7478rev. 1a0,Y2alSBEFOREUSE Design valid for use only vim MBek® connectors. This design Is based only upon parameters shown and Is for an Individual building component not ��' a truss system. Before use. Me building designer must verify me applicability of design parameters and properly incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual hunt web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal lnlwy and property damage. For general guidance regarding the MiTek' fabricator, storage, delivery, erection and bracing of Trusses and truss systems. seeMSVIPII QUQW CrI DS049 and BC51 Building Component Institute, 218 6904 Parke East BN4. Tampa, FL 33610 Safety INamuchanavailable from Truss Plate N. Lee Street. Suite 312 Nexandrlo. VA 22314. Job Truss Truss Type Oly Ply LOT 9WI19 FP/INDIAN RIVE T78002090 2068679 819 Half Hip 1 1 Job Reference (optional) builders First5ource (Plant City, PL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 29 10:46:15 2019 Page 1 ' ID:GZkZSXBELDNJGIXs77WskOzGxTm.UGHISkydDcODjP?fC1u4E41Dd5ogxDgnDsHrAnyjO8s • -1-4-ol 5-9-4 11-0.0 17-3-13 23-10-0 30-4-3 3fi-e-0 �1-40 5-9-4 5-2-12 6-3-13 —I 6-6-3 6-6-3 6-3-13 Scale: 3/16'=1' 51 = sx4 = 5x6 = 3x6 _ 2x4 11 +AA 3x6 = 2x4 II 3xB = 46 = 3x4 = 3x6 = 3x4 =. 6x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress [nor YES BCDL 10.0 Code FBC2017/TP12014 CSI. TC 0.66 BC 0.86 WB 0.64 Matriz-AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Well Ud 0.25 12-14 >999 240 -0.5012-14 >877 180 0.12 9 n(a n/a PLATES GRIP MT20 244/190 Weight: 202 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14, 7-9 REACTIONS. (lb/size) 9=1350/0-3-8, 2=1425/0-8-0 Max Horz 2=405(LC 12) Max Uplift 9=-868(LC 9). 2=-851(LC 12) Max Grav 9117), 2=1425(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2602/1703, 3A= 2200/1497, 4-5=-1949/1447, 5.6=-2246/1531, 6-7=-1702/1122 BOT CHORD 2-15=-1820/2328, 14-15=-1820/2328, 12-14=-1643/2257, 10-12=-1451/2069, 9-10=-917/1279 WEBS 3-14=-4521434,4-14=-291/692,5-14=-535/320,6-12=-145/322, 6-10=-695/601, 7-10=-445/921, 7-9=-1677/1225 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0, Exterior(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 36-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) TMs truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) P6ovide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Ib uplift at joints) except at --lb) 9=86B, 2=851. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 Q WARNING- Verilydesign parame]ersand READ NOTES ON THMANDWCLUDEOMIlEKREFERANCEPAGEU674mrev. lotclAF015BEFORE USE valld for use only with MneM connectors. This design 6 based only upon parameters shown and Is for an Individual building component, not wit a truss system.Before use, fire building designer must voify the applicability of design parameters and properly Incen omfe this design Into the overall building design. Bracing Indicated is to prevent buckling of lndlviducl truss web and/or chord members only. Additional temporary and permanent bracing MiTek' B always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding fire fabrication, storage, delivery, erection and bracing of musses and muss systems seeANSVrPlt Quality Criteria, DSB49 and SCSI Bolding Component 6904 Palle East Blvd. Safety Infoenallonavallobie from Truss Plate Institute, 218 N. Lee Steel, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Truss Truss Type City Ply LOT 25i78/9 FPANDIAN RIVE T18002091 rJob 2068679 C1 Jack -Open 6 1 Job Reference (optional) Builders Finssource (Plam Cary, FL), Plant City, FL-33567, I 6.241) S JUI 14 ZUle MI I eK LOADING (psf) SPACING- 2-0-0 CSt. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.22 Ved(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER- BRACING - Inc. I nu HUg4v1U:4b:lb2UIU Yager Scale =1:7.6 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-114 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 3=-Wechanical, 2=158/0-8-0, 4=-15/Mechanical Max Horn 2=91(LC 12) Max Uplift 3=-3(LC 1), 2= 226(LC 12), 4=-15(LC 1) Max Grew 3=23(LC 12), 2=158(LC 1), 4=51(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=25ft; 3=45ft; L=24ft; eave=4ft; Cat. II;Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) AII bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except (jt=lb) 2=226. Thomas AAlberi PE No.39380 li USA, Ina FL Cott 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 29,2019 A WARNING -VeMydf.1enparsmetsrsand READ NOTES ON THMANDINCLUDWMI KBEFEBANCEPAGEM&7473r .faVi3 15 BEFORE USE Design valid for use only win Mgek@ connectors. Phis design 6 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 Incolporote this design Into the overall building design. Bracing indicated is to prevent budding of Individualis web and/or chord members only. Additional temporary and permanent bracing 1s M(Tek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, saeANS"I1 Quality CMr rb. DSB49 and SCSI Bolding Component 6904 Parke East BW. Safety N/olmatblrnoiloble from Truss Rate Institute. 218 N. Lee Sheet. Suite 31Z Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 25178/9 FPANDIAN RIVE T78002092 2068679 C3 Jack -Open 6 1 Job Reference (optional) m nmrawiw lr,a,, ..,,y. ry, riem ury, r�-a000q 1 cre a �m w zu le run ex mauernes, mc. I re, nug ze m:eo: v zme rage s ID:GZkZSXBELONJdjXs77WskOzGxTm-OoPetOztkDgwzjBI KSxYJVggxFgCPG44gAmxEgAO8q Scale=1:12.7 Plate OHsets(X,Y)-- 12:0-4-4,0-0-41 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 - 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. gb/size) 3=60/Mechanica1, 2=195/0-8-0, 4=30/Mechanical Max Horz 2=152(LC 12) Max Uplift 3=-62(LC 12), 2=-183(LC 12) 'Max Gmv 3=65(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; say"- it; Cat. II; jExp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intenor(1) 1-8-0 to 2-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the botlom chord and any other members. 4) Air bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100lb uplift at joint(s) 3 except (jt=lb) 2=183. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33810. Date: August 29,2019 AWARNWG-VsdtydeslSaparemev..dREADN07ESONMIS ANDINCLUDEDUMEIrREFERANCEPAGE M2>g3rev.faDsM015BEFOFEUSE Design volid for use only with Wei connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a hum system. Before use, the building designer must verify line appllcoblllfy of design parameters and properly Incorporate this deign Into line overall building design. Bracing Indicated is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing MjTek• Is alwaysrequired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fola lcatlon, storage, delivery, erection and bracing of musses and hum systems, seeAN9Vmll Quality Crush, DSIId9 and BCSI Building Component 69M Padee East Blvd. Safari, Informatlonovoilable from Time Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory Ply�LOT�FPANDIAN RIVE'T18002093 2068679 C5 Jack -Open 6 builders FirstSource (Plant U Fly, Plant City, FL- 33567, 3x4 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 29 10:46:18 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskGzGxTm u?zO4m_VVXonatjEugSnsjNnitwR8jKDvgVVn6yjO8p Scale =1:17.6 Plate Offsets (X,Y)-- r2:0-1-4,0-0-21 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.06 4-7 >992 240 W20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.06 4-7 >999 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-AS Weight: 181la FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=114/Mechanical, 2=262/0-8-0, 4=57/Mechanical Max Horz 2=214(LC 12) Max Uplift 3= 128(LC 12), 2=-196(LC 12) Max Grey 3=122(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 3=4511; L=24ft; eave=6ft; Cat. II;Lxp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 4-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 3=128, 2=196. 7) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chard and 112" gypsum �- sheetrock be applied directly to the bottom chord. Thomas A. Adbani PE No.39390 MiTek USA, Inc. FL Curt 66U 6904 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 Q WARNING -Verity dssrgn paremefers and READ NOTES ON MIS AND INCLUDED MIIEKREFERANCE PAGE 11467423 rev. 140JIMe15 BEFORE USE Design valid for use only with Mnek® connectors. ibis design Is based only upon parameters shown, and Is for an Individual building component not ��- a truss system. Before use, the bulling designer must verify the cppllcobllity of design parameters and property Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury cnd property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems. seeANSVTPl1 Qualm WCrlti DS349 and BCSI Building Component Safety er/orma6nnavailabie from Truss Plate Institute. 218 N. We Sheaf. Suite 312 Alexandria. VA 22314. 6904 Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply�R,%,enm RIVE T18002094 2068fi79 D03 COMMON 7 amwers rusraource lriam wry, ILI, mom Ury, rL-a3btir, a.zru Sam 44uia Mnexmouslnes,mc. 1nunugza1¢4o:1eeule I D:GZkZSXBELDNJdjXs77 W skOzGxTm-MBX016?7GrweC110RszOOwwyJ3C7t7gMBUF2 31 Scale = 1:36.5 US = 4 3x4 = 3x4 = 3x4 = g 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Ve art 0.23 8-10 >999 240 MT20 - 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.28 8-10 >851 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 95 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=923/0-8-0, 6=92310-8-0 Max Hom 2=202(LC 11) Max Uplift 2=-593(LC 12), 6=-593(LC 12) FORCES. (Ile) - Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1626/1134, 3-4=-1431/997, 4-5=-1431/998, 5-6=-1626/1134 BOT CHORD 2-10=-877/1442, 8-10=-440/897, 6-8=-919/1427 WEBS 4-8=-317/568,5-8=-307/369, 4-10=-317/568, 3-10=-306/369 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-0-0, Exterior(2) 10-0-0 to 19-0-0, Interior(1) 13-0-0 to 21-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0ps1f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) 2--593, 6=593. 6) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. LOAp CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 l/niform Loads (plf) Vert: 1-4=-54, 4-7=-54, 10-11=-20, 8-10=-50, 8-14=-20 Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 29,2019 Q WARNING-Vedfy Ees19nPaxameferseaCREAD NOTES ON MIS AND INCLUDED MDEKREFP.RANCEPAGEMIF7473ree 1a413Y0rSBEFORE USE Design volid for use only with MBek® connectors. This design is based only upon parameters shown, and 6 for an Individual building component, not ��• a toss system. Before use, the bulldhg designer must verify the appiicabllity of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personol hlury and property damage. For general guidance regarding the fobricaeom storage, delivery, erection and bracing of lasses and a ss systems, seeANSNrPIt GuaBM CMM O, DSB49 and BC31 Building Component 69" Palle East Blvd. Safety Infoenallonavotable from Truss Plate Institute, 218 N. Lee Sleet, Sulfa 312, Alexandra, VA 22 14. Temp., FL 33610 Job Truss Truss Type Ply LOT 25178/9 FP/INDIAN RIVE T78002095 2068679 D04 Common Supported Gable �Qty 1 1 Job Reference (optional) Builders rustSource (Plant Uty, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 29 10:46:20 2019 Scale-1:36.3 4x6 = Io 16 1/ ib lb 14 13 12 5%6 = Plate Offsets(X,Y)-- [14:0-3-00-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdsfl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.00 10 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.01 11 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 10 n/a I BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 1001b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc pudins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (Ib) - Max Hoa 2=-202(LC 10) Max Uplift All uplift 1001b or less at toint(s) 17,13 except 2=-199(LC 12), 16=-121(LC 12), 18=-183(LC 12). 14=-121(LC 12). 12=-183(LC 12), 1D=C99(LC 12) Max Gmv All reactions 250 Ito or less at joints) 2, 16,16, 17, 14, 13, 10 except 18=29117), 12=296(LC 18) FORCES. (lb) - Max. COmp./Max. Ten. -All forces 250 (11 or less except when shown. TOP.CHORD 4-5=-76/263, 5-61 6-7=-115/373, 7-8=-77/271 WEBS 5-16=-134/341, 3-18=-208/351, 7-14=-132/341, 9-12=-207/350 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat II; Exp C; Encl., GCpi=0.18; MW FRB (directional) and C-C Comer(3) -1-4-0 to 1-8-0, Exterior(2) 1-8-0 to 10-0-0, Comer(3) 10-0-0 to 13.0-0, Extedar(2) 13-0-0 to 21-4-0 zone;C-C for members and tomes & 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 ANSVrPI 1. 4) AlFplates 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 lost bottom chord live load nonconcurent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Lumber designated with a °P° is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used it it does not corrode the plates. If ACC, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. JO) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 17, 13 except Ut=lb) 2=199, 16=121, 18=183, 14=121, 12=183, 10=199. Thomas A Ali PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parka East Blvd. Tampa FL 33610 Date: August 29,2019 AWARNING-VeritydeslgnperameenendREADNOTES ONTNISANDINCLUDED MREKREFERANCEPAGEM6T4TJrev IOU1110156EFOREUSE Design valid for use only with MrekE) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, fine building designer must verify the applicability of design parameters and properly Incorporate }Ns design Into the overall building design. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing ne IYI�Tek• Is always required for stability and to prevent collapse with possible personal injury and property damage. Far general guidance regarding the foi storage, deli erection and bracing of trusses and tnss systems. seeANSU1PD COali Criteria. D3349 and BC51 Building Component Safety InfonnatIonavalable horn Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexandria, VA 22314, 69M Padre East Blvd. Tampa. R 33610 Job Truss Truss Type Oty Ply LOT 25/78/9 FPANDIAN RIVE T18002096 206B679 E7 Jack -Open Truss 28 1 Job Reference (optional) tlullders First5ource (Plain Uty, PL), Plant City, FL- 33567, 3 1 1.5r5 STP'-V 8.240 a Jut 14 2019 MTek industries, Inc. rho Aug 29 10:46:21 2019 Page 1 ID:GZkZSXBELDNJdjXs77 W skOzGxTm-IafBjnONoSAMRLSpZH7UTL?BEtuFL44fbok9NRyj06m 7.0-0 Scale =1:23.7 Plate Offsets (X Y)-- (2:0-4-e 0-2-01 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.19 4-6 >441 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.16 4-6 >510 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDLJ 10.0 Code FBC2017/TPI2014 Matti Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 Sid No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=146/Mechanical, 2=336/0-8-0, 4=104/Mechanical Max Horz 2=280(LC 12) Max Uplift 3=-188(LC 12), 2=367(LC 12), 4=-146(LC 12) Max Grav 3=148(LC 17). 2=336(LC 1), 4=139(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. Il; jxp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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) Ali bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 3=188, 2=367, 4=146. 7) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Celt 8634 6904 Parke East Blvd. Tampa FL 33810 Date: August 29,2019 AWARNING -Verifydesighpasonfersand RVDNOTESONTH/BAND INCLUDED MRECREFEBANCEPACE MIP7473..fWea¢e15BEFORE USE Design valid for use only with MOeM connectors. ThIs design is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, fine building designer mutt verify the applicability of design parameters and properly incorporate thin design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of hussas and huss systems, seeANSViPII CuoOh Cfi DSB49 and BC51 Building Component 6904 Parke East Blvd. Satisfy Informallonavailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Type � 01Y Ply LOT 25778/9 FP/INDIAN RIVET78002097 ;Job;��T���Truss; OMMON 3 1 Job Reference o tional eunders mrsibource tram ury, rL), • • '-1.4-0 5-0-14 Nam ury, rL-4a00f, 11-4-13 16-10.0 6.240 a vw142=1=Anon 1r.4W,==„4. a ... olio. ID:GZkZSXBELDNJdjXs77WskOzGxTm-nmCXw710ZmID3U1?7?WjOzYU2GGX404pgSTiwtyj061 22-3-3 28.7.2 33-8-0 350.0 1-4-13 SP14 6.3-15 55-3 5-5-3 6-3-15 SO-74 • Scale =1:60.9 4,6 = 6.00 12 5 23 THIS TRUSS IS NOT SYMMETRIC. 5x6 i 22 PROPER ORIENTATION IS ESSENTIAL. 5x6 \ 4 6 2x4 \\ 2x4 3 7 1.5x8 STP= 21 24 m 2 8 B b1 )b 14 25 26 13 27 28 12 11 29 10 3x4 = 1.5x8 STP= 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 5>G = fi-11-13 13-11-4 1 -0 19-8-02 2SB-3 33.8-0 511-13 6-11-7 13 SB-12 6.11-7 6-11-13 Plate Offsets(XY)- [2:0-0-BEdae] [4:03-00-3-0I [6:0-3-00-3-0] [8:0-0-BEdae1 [13.03-00-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.13 13-14 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.53 Ved(CT) -0.1210-12 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.59 Horz(CT) 0.01 8 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 184 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13, 4-14 REACTIONS. (lb/size) 2=1753/D-3-8, 13=1639/0-8-0, 8=639/0-" Max Horz 2=323(LC 11) - Max Uplift 2=-1048(LC 12), 13_ 1327(LC 12), 8=390(LC 12) Max Gmv 2=1821(LC 21), 13=1639(LC 1), 8=709(LC 18) FORCES. (Ila) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-432/652, 3-4=-274/591, 4-5=-291/578, 5-6=-358/197, 6-7=-933/382, 7-8=-1076/431 BOT-CHORD 2-14=-477/365, 13-14=-332/421, 12-13=-218/536, 10-12=0/418, 6-10=-239/930 WEBS 5-12=-3851T77, 6-12=-563/534, 6-10=-259/522, 7-10=-315/353, 5-13=-10987798, 4-13=-525/860,4-14=-1013/484,3-14=-303/408 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=25ff; B=45tt; L=24tt; eave=4ff; Cat. II; E7is C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-0 to 1-8-0, Interior(l) 1-8-0 to 16-10-0, Extedor(2) 16-10.0 to 19-10-0, Inte lor(1) 19-10-0to 35-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ,. 3) This truss has been designed fare 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) All bearings are assumed to be SYP No.2 crashing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2p1048, 13=1327, 8=390. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1436 Ib down and 621 Its up at -0-3-4 on top 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: 1-5=-54, 5-9=-54, 15-18=-20 Concentrated Loads (lb) Vert: 2=-1396(B) Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 669 NH Parke East Blvd. Tampa FL 33610 Date: August 29,2019 Q WARNING- Wfilyds/gnperamefers.d READNOTES ON MISANDMCLUDEDMRKREFERANCEPAGEM674Mmv. 169Y1015,0i USE Design valid for use only with MOeM connectors.IItls design Is based only upon parameters shown, and Is for an Individual building component, not �� a huss system. Before use. the bustling designer must verify the applicability of design parameters and propery Incorporate this design Into the overall building design, Brocing Indicated is to prevent bucWho of individual 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 muss systems meANSWII CugOM Criteria, DSB49 and SCSI Building Component 69N Parke East Blvd. Safety mformallomvoaable from Truss Plate Institute, 218 N. We Sheet Suite 312 Alexonclrla VA 22314, Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 374 Center plate on joint unless x, y offsets are Indicated. Dimensions are Inft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth, O'1T71e I For 4 x 2 orientation, locate plates 0-1n9' 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 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If indicated: BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown Is for crushing only. I, Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, Guide to Good Pracfice for Handling, Installing & Bracing of Metal Plate • Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown In ft-In-sixteenths / (Drawings not to scale) 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICGESReports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved ll m W1 e MiTeke MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 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 sufficlent. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria. U U U = ss-Do-9D = U U U N C3 CS 'Sy m [V m t7 M O 03 Ol H) G3 331111 f0 m A r m h M 00-0 eJ M A In O — m N m M m 1 < m oil D N m� 03111f1 W t0 m A F o 4-Oo- N m h tG ¢ .r� 9 C5 ]-00-00 7-0o-00 05 c Cl 010 1.9 0l 010. O .9 < 31l A T G311 'A— D n 0l .9 Yi 0l0 .B d� 1149# U e'-0' CLG exp<sed to wind 49# U 11 1131# 1131# 0'4' CLG m y1149#U U U U F02 n 21-0400 13-08-OD D04 20-00 00 55-00-00 SCANNED BY St. Lucie County Q REVIEWED ❑ REVISE AND RESLSMIT ❑ REVIEWED WITH NOTATIONS (SEE Ex�N tins) A Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw rags and specifications. This check Is only for review o- general conformance with the design concept of th project and general compliance with the Information gi in the contract documents. The contractor is respoms' for confirming and correlating ail quantities and di sloes; selecting fabrication processes and technique construction; coordinating his work with that of Gil = trades and performing his work in a safe and sa?isf%c' manner ny�FLL�/,,4MUA DESIGN SOL TiO S, INC. Data) / .Sabinuialldlflo. Project Name, --- s�rn�wc m�umc �a muwawm�a Wax mumwu 1£aMfFIpBY@aILFA _ uvsrto nmeue<xrawovmoaxsraa IMPORTANT s c`a0 sas'. r .. This Dewing Must Se Appreced And wwsowtaa wx man. wonracrwnw mvss¢�w e0 Fin cwao uns Lem Rin. For Before tection Fabrication will Your Check All rw i�eonax ion Conditions Dimensions Dimenalons And Lendltian. Prior To APBELOprond Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCOL• OT PSF TCDL' 10 PSF BCDL 10 PSF BCDL' S PSF BY eta TOTAL: 37 PSF TOTAL• 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI461 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (is. SHEATHING, SHINGLES, ETD.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEER FOR THE FOLLOWING 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS OF REQUIRED) 4) UPLIFT AND GRAY REACTIONS, WARNING Backcharges Will Not Be Accepted Rallon less of Feull Without Prior Notification By Customer within 0 Hours And Imestgatien By Builder First Source. NO EXECPTIONS. The General Contractor Is Responsible For A9 Connections Olter Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Brecing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6T12 CEILING PITCH: 0112 TOP CHORD SIZE: 2 X4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: IS" END OUP. Plumb CANTILEVER — TRUSS SPACING: 2V BUILDING CODE: FBC2017 BEARING HEIGHT SCHEDULE Hatch Legend O8'-0" BRG WALL BUILDER: Adams Homes PROJECT: Single Family MODEL 2010 B ADDRESS: 5705 CASSIA DR LOT BLOCK: 35n0119 SUBOMSION: CITY: FORT PIERCE DRAWN BY. KTEUBER JOB p : 20666]9 DATE 00129n019 SCALE: Ins PLAN DATE 1 2019 REVISIONS: 1. 2. 3. 4. k\ Bwlders FirstSourice U08 Airport Road Plant Cry. FL 33563 Ph. (813) 30S.1300 Fax (813) 305-1301