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HomeMy WebLinkAboutTRUSS PAPPERWORKLumber desigrtvalues are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED BY MiTek 5t. Lucie County RE: 2046337 - LOT 22/61/8 INDIAN RIVER E MiTek USA, Inc. Site Information: �699004 Parke East Blvd. Customer Info: ADAMS HOMES Project Name: 2046337 Model: 2010 A 1OX20 LARAIL33610-4115 Lot/Block: 22/61/8 Subdivision: INDIAN RIVER ESTATES/FT PIERCE Address: 5613 PALM 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: FBC20171TPI2014 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 39 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 17 18 19 20 21 22 Seal# T17877311 T17877312 T17877313 T17877314 T17877315 T17877316 T17877317 T17877318 T17877319 T17877320 T17877321 T17877322 T17877323 T17877324 T17877325 T17877326 T17877327 T17877328 T17877329 T17877330 T17877331 T17877332 Truss Name Date A01 8/15P A02 8/15/- A03 8/15P A04 S/16/1 11 12 13 14 15 16 k 23 24 25 26 27 28 29 30 31 32 33 34 35 36 38 39 Seal# T17877333 T17877334 T17877335 T17877336 T17877337 T17877338 T17877339 T17877340 T17877341 T17877342 T17877343 T17877344 T17877345 T17877346 T17877347 T17877348 T17877349 Truss Name Date C1 C3P C3P C5 C5P D01 D02 D03 D05 E7 E7P H6P H7 H7P L05 L06 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/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 ANSI/TPI 1, Chapter 2. 8/15/19 8/15/19 8/15/19 8/15/19 8/15/19 8/15/19 8/15/19 8/15/19 No * Oate: OF !��/ ,r V0 T ♦ `6 02 ON moa FOXI0 15,2019 Velez, Joaquin 1 of 1 Jab Truss Type Oty Ply LOT 22/81/81NDIAN RIVERE FSPU.s-s T77877311 2046337 A01 alTmss 1 7 Job Relerence a tional Builders FirslSoume (Plant City, FL), Plant City, FL- 33567, 8.240 a Jul 14 2019 MiTek Industries, Inc. Thu Aug 15 13:47:57 2019 Page 1 5x6 = 6.00 SCalo=1:60.1 14 13 12 3.00 12 5x6 = 5x8 = 1.5x8 STP= 3x6 = 4x6 5x6 = 1 6- 2 1 12-6-0 I 18-6-0 i 24.4-0 1 30-8-0 1 36.5-0 V-'O 42-9-0 6-6-0 6.0.0 &D O 5j% 8-4-0 5-9-0 0- -0 6-t-0 Plate Offsets (XY)-- [2:0-1-14Edge] [3:0-3-00-3-0] [8:0-7-120-2-121 [12:0-3-00-3-41 [13:0-3-80-2-81 [14:0-5-40-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Ven(LL) 0.48 16-17 >912 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Ven(CT) -0.6416-17 >687 160 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Hom(CT) 0.29 12 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 230 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/sjze) 2=1249/0-8-0, 12=28B1/0-8-0, 10=-823/0-3-8 Max Horz 2=-353(LC 10) Max Uplift 2=-787(LC 12), 12=-1684(LC 12), 10=-935(LC 17) Max Gmv 2=1249(LC 1), 12=2881(LC 1), 10=202(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-15.8-13 FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3770/2105,3-4=-3109/1747,4-5- 1396/1017,5-6=-1399/1026, 6-7=-1287/938, 7-8=-528/447, 8-9= 1275/2444,9-10=-1092/2254 BOT CHORD 2-17=-1733/3480, 16-17=-1750/3491, 15-16= 1200/2771, 14-15=-455/1128, 13-14=-176/571,12-13=-1878/1203,10-12=-1961/1107 WEBS 4-15=-1976/1104,5-15=-541/883,6-15=-173/316,6-14=-483/311, 7.14=-3101732, 7-13- 1190/886, 8-13- 1545/2611, 8-12=-2634/1609,4-16- 686/1684, 3-16- 624/509, 9-12=-222/389 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=25h; B=45tt; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenorf2) -1-4-0 to 1-8-0. Intedor(1) 1-8-0 to 18-6-0, Exiedor(2) 18-6-0 to 21-6-0, Interior(1) 21-6-0 to 36-5-0, Exterior(2) 36-5-0 to 39-5-10, Interior(1) 39-5-10 to 44-1-0 zone; porch right elglosed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 10 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 tress to bearing plate capable of withstanding 100 lb uplift at joint(s) except ()t=lb) 2=787, 12=1684, 10=935. 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. Joaquin VtlezPE 1/103182 MiTsk USA, Ina. FL Cen 6634 6904 Parke Fast Blvd, Tampa FL 01010 Bat: August 15,2019 WARNING- Verly design paramehm and BEAD NOTES ON MISMD INCLUDED MITEK BEFERANCE PAGE MX74n ne y.1 032015 BEFORE USE Design valid far use chill MReld0 connectors. TNs ceslgn is based only upon parametem 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 property Incorporate this design into the overall buiidingdeslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 6 always required for stabillly 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 QuaCMnb, OSa-09 and BG31 Building Cemponint Inlarmalbrnvalloblefram Truss Rate VuaNte. 218 N. Lea Sheet, Suite 312. AlexOntlrlo. VA 22 14. Welk' 6904 Parke East Blvd.Sabty Tampa. FL 33610 Job Truss Truss Type pty ply LOT 22/61/8 INDIAN RIVER i4 1 T17877312 2046337 A02 Special Truss 1 1 Jab Reference (optional) ounces; -ustaource (nam Cry, FL), rlant uny, FL- 335bf, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 15 13:47:58 2019 Page 1 ID:GZkZSXBELONJDIXs77WskpzGxTm-zSODAZH625ls35JSDDW 7oNrpEPFVi513GmrZUaynaoV ,1-4-q 6-6-0 12-6-0 18-fi-0 24-4-0 28-8-0 34.5.0 38-3-12 42.9.0 p4-1-0 1-40 66-0 6.0.0 fi-0-0 540.0 4-4-0 5-9.0 3.10- 4-5-4 1-4 0 Scale = 1:80.7 5x6 = 9 6.00 [72 3.00 12 5x8 = 3x6 =1.5xB STP = axis = 4x6 5x6 = 0.6-0 I 6-6-0 2-6-0 I 1B-600 345.0 .8230 fi-1.0I23-0 4 6-5--0- fi 0 10-1-0 Plate Offsets(X,Y)- [2:0-1-14Edge] 13:0-3-00-3-01 [8:0-3-80-2-81 [12:0-2-120-3-41114:0-5-40-2-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.46 16-17 >943 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.62 13-14 >702 180 BCLL 0.0 Rep Stress ]nor YES WB 0.62 Horz(CT) 0.31 12 ri rula BCDL 10.0 Code FBC2017/rP12014 Matdx-AS Weight: 233 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-16: 2x4 SP No.t WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1230/0-8-0, 10=-745/0-3-8, 12=2822/0-M Max Horz 2=-353(LC 10) Max Uplift 2=-774(LC 12), 10=-894(LC 17), 12- 1678(LC 12) Max Grav 2=1230(LC 1), 10=166(LC 12), 12=2822(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. SOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-15, 7-13, 8-12 FORCES. (lb) - Max ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3697/2063, 3-4=3029/1699, 4-5=-1344/991, 5-6=-1342/993, 6-7=-1178/900, 7-8=-353/857,8-9=-1186/2340,9-10=-1089/2170 BOT CHORD 2-17=-1694/3430, 16-17=-1711/3441, 15-16=-1155/2717, 14-15=-400/1048, 13-14=-288/685,12-13- 8957736,10-12- 1878/1113 WEBS 3-16=-629/516, 4-15=.1953/1079, 5-15=-500/824, 6-15=-167/324, 6-14=A5B/280, 7-14=-136/538,7-13=1867/1257,8-13=-511/1262,4-16=-664/1661, B-12= 2799/1461, 9-12=-252/382 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--15ft; L=24ft; eave=51; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Exterior(2) 18-6-0 to 21-6-0, Interior(1) 21-6-0 to 34-5-0, Extedor(2) 34-5-0 to 37-5-0, Intedor(1) 37-5-0 to 44-1-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 10 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 verity 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) 2=774, 10=894, 12=1678. 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. Joaquin Velez PE N0.63162 Walk USA, Ile, FL Cad $634 604 Parka, East Blvd, Tampa FL 32810 Bat, August 15,2019 All WARNING-yedlydesignparsmetesand BEAD NOTES ON THISANDMCLUDEDMREKREFERANCEPAGEM674nrev. i2,1112015BEFORE USE Design valid for use only wIM Mre& connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the oppllcob0ity, of design parameters and properly Incorporate this design Into the overall bulldIng design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. AddlHonal temporary and permanent tracing Is always required for stablllN and to prevent collapse WIM possible personal injury and property damage. For general guidance regarding the fobncollon, storage, delivery. erection and bracing of trusses and tress systems seeANSVrpD Quality Cdlbrio, DSB49 and SCSI Building Component Safety Infotmalkmwoilabie from Truss Plate Institute. 218 N. Ise Street, Suite 312. Alexandria VA 22314. 10 MiTek 6904 Parse East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 2216118 INDIAN RIVER r T77877313 2046337 A03 Special Truss 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 15 13:47:59 2019 Page 1 5x6 = 6.00 12 Scale =1:80.7 14 13 12 3.00 12 5x8 = ass = 1.54 STP = 3.6 = 46 5x6 = 8-6-0 i 12-fi-0 18-6.0 24-40 32-5-0 36-42 36�-0 42-9-0 6-6-0 6-0-0 84}0B-1-0 3- 1-0 0.40 fi-1-0 Plate Offsets (X,Y)-- [2:0-1-14,Edge1, [3:0-3-0,0-3-01. [8:0-3-0,0-2-01 [12:0-3-0 0-3-0] [14:0-5-4.0-2-8] LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vclefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Ven(LL) 0.47 16-17 >926 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.6316-17 >696 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Hom(CT) 0.31 12 n/a rt/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 236 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-16: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-15.7-13 REACTIONS. (lb/size) 2=1244/0-8-0, 12=273010-8-0, 10=-666/0-3-8 Max Hom 2=-353(LC 10) Max Uplift 2=-786(LC 12), 12- 1597(LC 12). 10- 851(LC 17) Max Gmv 2=1244(LC 1), 12=2730(LC 1). 10=97(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3750/2128, 3-4=-3086/1771, 4-5=-1381/1041, 5-6=-1379/1036, 6-7=-1201/998, 7-8=-145/253, 8-9=-166/282, 9-10=-1076/2141 BOT CHORD 2-17=-1754/3476, 16-17=-1771/3487, 15-16=-1220/2766, 14-15=-476/1096, 13-14=-455/940,12-13=-1853/1130,10-12=-1837/1119 WEBS 3-16=-625/512,4-15=-1973/1108, 5-15=-537/854, 6-15=-163/309, 6-14=-391/196, 7-14=-12/343,7-13=-1452/951,8-13=-285/229,9-13=-1121/2219, 9-12=.2575/1611, 4-16=-695/1683 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=45ff; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extehor(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 32-5-0, Exterior(2) 32-5-0 to 35-5-0, Intedor(1) 35-5-0 to 44-1-0 zone; porch right exposed;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 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=786, 12=1597. 10=851. 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. Joaquin Velez PE NG66162 Wait USA, Inc. FL CM6624 ON Park/ East Blvd, Tampa FL 9610 Date: August 15,2019 A WARNING -Verifytleslgn pmamehmsend READ NOTES ON THISAND INCLUDED MREKREFERANCEFAGEMb7473mx 10,1113Qe16BEFORE USE. Dedgn volld for use only with Mgek® connectors. This design a based only upon parameters shown, and Is for on Individual buildng component, not a truss system. Before use. the building designer must verity ire cpplicabillly of tlesign parameters and properly Incorporate tints design Into the overall bullding design, Bracing Indicated is to prevent buckling of lndlyoual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabllity and to prevent collapse wlih possible personal Injury and property damage. For general guidance regarding me fabrlcallon, storage, delivery, erection and bracing of threes and truss systems. seeANSVTpII Cuallly Cmsdo, DSB49 and BCSI Wltlhg Component Saf sty Informatbncyrdloble from Truss Plate Intlitute. 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314 WW MiTek 69N Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type Ply LOT 22/61/8 INDIAN RIVER IfT17877314 2046337 A04 Special Truss �Oty 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 6.00 12 46 3.00 Fl2 8.240 s Jul 142019 MiTek Industries, Inc. Thu ID:GZkZSXBELDNJdjXs77Wsk0zGxTm-014XobJ?KOg0wZ11 uM3q( 5x6 = la 12 11 5xB = 46 = 1.5x8 STIR= 5x6 = 15 13:48:01 2019 Pagel 6-6-0 12-1-0 18-6.0 24-4-0 30.5-0 36.4.4 3fi 0 42-110 6-6-0 6.0.0 6.0.0 5-10-0 6-1-0 5-11-4 0- -12 6-1.0 Scale = 1:80.1 3x6 = Plate Offsets (XY)- 12:0-1-14 Edge] 13:0-3-0 0-3-0] C7:0-6-0 0-2-81 111:0-3-0 0-3-01 113:0-5-4 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.49 15-16 >889 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.65 15-16 >673 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.85 Hcrz(CT) 0.30 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 233 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-15: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14.7-13. 8-12 REACTIONS. (lb/size) 2=1264/0-8-0, 11=2597/0-8-0, 9=-553/0-3-8 Max Horz 2=-353(LC 10) Max Uplift 2=-799(LC 12), l l=-1514(LC 12), 9=-770(LC 17) Max Gmv 2=1264(LC 1), 11=2597(LC 1), 9=26(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -.All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-3827/2197, 3-4=-3169/1652, 4-5- 1435/1093, 5-6=-1434/1080, 6-7=-1167/1032, 7-8=-573/501, 8-9=-923/1887 BOT CHORD 2-16=-1815/3588, 15-16=-1833/3601, 14-15=1288/2889, 13-14= 549/1163, 12-13=-56/415,11-12=-1613/973, 9-11=-1598/963 WEBS 3-15= 613/508,4-15=-728/1739,4-14=-2029/1139,5-14=-569/894,6-14=-153/276, 6-13=-10131724,7-13=-759/1180,8-12=-1143/2239,8-11=-2423/1585,7-12_ 947/661 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; 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 18-6-0. Extedor(2) 18-6-0 to 21-6-0, Intedor(1) 21-6-0 to 30-5-0, Extedor(2) 30-5-0 to 33-5-0, Interior(1) 33-5-0 to 44-1-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 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 Ib uplift at joint(s) except (jt=lb) 2=799, 11=1514, 9=770. 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. Joaquin Velez FE KoAS182 MiTek USA, hie. FL Can B69 6M Part East Blvd, Tampa FL 22610 Bair. August 15,2019 AWARNING-VetlytlealgnparemerereandREAD NOTES ON TN/S AND MCLUDED MITEKREFERANCEPAGEMIP7473 rev. 1a=f?015 BEFORE USE Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a huss system. Before use. the building designer must verify the appilcablllty of design parameters and property Incorporate this design Into the overall butdIngdesign, Bracing Indicated is to prevent buckling of IndNldual truss web and/or chord members only,Additional temporary and peunanentbrocing 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 buss systems. seeAN5U1P11 Quo Bly Cmado. OSB-89 and SCSI Wilding Component Safety Infprmatbrrnoliable from Truss Plate Institute. 216 N. We Sheet, Sulte312, Alexandria. VA 22314. 6904 Palle East Blvd. Tampa, FL 33810 Job Truss Truss Type Oty Ply LOT 22/6118 INDIAN RIVER E Ifr T17877315 2046337 A05 Special Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567. 8.240 s Jul 142019 MiTek Industries, Inc. Thu Aug 1513:48:02 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-sEdvOxKdSJoHYjcES3a3zDO3aOcgegilBOpndLymoR r1-4-0 6-6-0 12-fi-0 18-6-0 22.8-0 28-5.0 3.1 4 1 42-9-0 44-1�- 11 6.0.0 6-0.0 4-2-0 5.9-0 7-11.4 6-0.12 1-4-0 6.00 46 3.00 12 5x6 = a 12 11 5.6 = 3x8 = 1.5x8 STP= 5x6 = 6-6-0 I 72.6.0 11-6.0 24.4.0 28-5-0 364-4 36r�-0 42.9-0 6-6-0 6-0.0 6-0-0 5-10.0 4-1-0 7-11-4 A 12 6-1-n Scale=1:80.1 3x6 = Plate Offsets (X,Y)-- f2:0-1-14 Edge1 [3:0-3-0 0-3-01 f7:0.5-8 0.2-41 [8:0-4-0 0-3-01 [11:0-3-0 0-3-47 rl2:0-3-8 0-1-81 LOADING (psi) SPACING- 2-" CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.49 15-16 >882 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.6515-16 >666 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.31 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 2371b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 •Except• 2-15: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14, 8-12 REACTIONS. (Ib/size) 2=1277/0-8-0, 11=2510/0-8-0, 9=-479/0-3-8 Max Harz 2=-353(LC 10) Max Uplift 2= 805(LC 12), l l=-1473(LC 12), 9=688(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (I s) or less except when shown. TOP CHORD 2-3=-3876/2246, 3-4=-3210/1911, 4-5=-1469/1125, 5-6=-1437/1128, 6-7=.1010/939, 7-8=-825/685, 8-9=-846/1694 BOT CHORD 2-16=-1851/3612, 15-16=-1870/3624, 14-15=-1332/2915, 13-14- 575/1272, 12-13=-197/629,11-12=-1371/843, 9-11=-1428/881 WEBS 3-15= 610/500,4-15=-748/1749,4-14=-2042/1169,5-14=-675/976,7-12=-711/544, 8-12=-1103/2178,8-11=.2319/1578,6-14=-157/258,6-13=926/598, 7-13=A89/774 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=25ft; B=45ff; L=24ft; eave=5ff; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0to 1"-0, Extedor(2) 18-6-0 to 21.6-0, Interior(1) 21-6-0 to 28-5-0, Exterior(2) 28.5-0 to 31-5-0, Interior(1) 31-5-0 to 44-1-0 zone; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panting. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) 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 It, uplift at joint(s) except Cot=1b) 2=805, 11=1473, 9=688. 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. Joaquin Vein PE 11031112 Omsk USA, Me, FL Cot 6624 8904PMkf Fast Blvd, Temps FL9281p Bate: August 15,2019 A WARNING-VeHlydeslgnpammetemanCREADNOTES ON THOANDINCLUDW MIrEKREFERANCEPAGEM674" mK 1hD32015BEFORE USE wow DeSign Volld for use only with Mnek® connectors. This design Is based only upon parameters shown. and Is for an hcMdual building component, not 0 truss system. Before use, the building designer must verify toe applicability of design parameters and properly Incorporate this design Into the overall buildingdedrin. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication. storage. delivery. erection and bracing of trusses and truss systems, seeANSU1911 Qua' ttss.. Criteria, D5549 and BCSI Building Component Sal Informolbrnvol able from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandda. VA 22314. y�®k M'1 6904 Palle East Blvd. Tampa, FL M610 Job Truss Truss Type Ply LOT 22161/8 INDIAN RIVER E W r T77877316 2046337 A06 Special Truss �Qly 1 t Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Inc. Thu Aug 15 13:46:03 2019 Page 1 A on 46 —_ 3.00 12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL a.o Rep Stress Incr YES BCDL 10.0 Code FBC2017/rP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-17: 2x4 SP No.t WEBS 2x4 SP No.3 Sx6 = 5x6 = 6 5x6 = io 14 13 12 3x6 = 3x8 = 46 = 1.5x8 STP= 5x6 = CSI. DEFL. in (too) Vdefl Ud PLATES TC 0.79 Vert(LL) 0.49 17-18 >896 240 MT20 BC 0.76 Vert(CT) -0.65 17-18 >675 180 WB 0.86 Horz(CT) 0.34 12 n/a n1a Matrix -AS Weight: 248 lb BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-16, 9-13, 6-14 REACTIONS. (lb/size) 2=1252/0-8-0, 12=2674/0-8-0, 10=-619/0-3.8 Max Horz 2=-353(LC 10) Max Uplift 2= 790(LC 12), 12=-1573(LC 12), 10=-828(LC 17) Max Grav 2=1252(LC 1), 12=2674(LC 1), 10=77(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3779/2180, 3-4=-3127/1838, 4-5= 1393/1063, 5-6=-1331/1106, 6-7=-690/744, 7-8=-769/761, 8-9=-508/425, 9-10=-1075/2029 BOT CHORD 2-18=-1801/3544, 17-18=-1819/3557, 16-17=-1284/2848, 15-16=-462/1216, 14-15=-048/1176,13-14=-11/380,12-13=-1679/1065,10-12=-1732/1098 WEBS 3-17=-612/501, 4-17=-735/1733,4-16=-2023/1157, 5-16=-708/951, 8-14=-304/699, e-13=-947/657,9-13=-1195/2257, 9-12=-2506/1636, 6-14= 970/548, 6-16=-181/313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=45h; 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(l) 1-8-0 to 18-6-0, Extodor(2) 18-6-0 to 20-8-0, Intedor(1) 20-8-0 to 26-5-0, Exterior(2) 26-5-0 to 29-5-0, Intenor(1) 29-5-0 to 44-1-0 zone; porch fight exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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. 6) All bearings am assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVIPI 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 01=11o) 2=790, 12=1573, 10=828. 9) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Scale = 1:80.1 3x6 = GRIP 2441190 FT=20% Joaquln Velez PE No.09182 69rsk U9A, Mc, FL Cart 8604 SMPark# Earl Blvd, Tampa FL 33610 Dafr. August 15,2019 w WARNPIG-Vedyde&gnparamermrs dREADNOIMS ONTN/SANDUICLUDEDMREKREPERANCEPAGEM674Mmv. 10,012015BEFORE USE Design valid for use only with MRek® connectors. this design Is based only upon parameters shown and Is for an Indlvidual building component, not a truss system. Before use. the building designer must verify the applicoblllly of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated is to prevent budding of Individual trussweb and/or chord members only. Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guldonce regarding Me fabrication, storage, delivery. erection and bracing of trusses and truss systems, Se tANSLOP11 Quality Cdredo. D3549 and SCSI Balding Component 6904 Parke East Br Safety Nlonnatbmvailable from Truss Plate institute. 218 N. We Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type pry Ply LOT 22/61/8 INDIAN RIVER � r T77877317 2046337 A07 Hip Truss 7 1 Job Ref(optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567. 8.240 s Jul 14 2019 MiTek Inc. Thu Aug 1513:48:05 2019 Page 1 5x6 = ano SIB = 25 26 6 Scale=1:78.7 13 12 11 4x6 3.00 12 Sue = 4x6 = 1.5x8 STP = 3x6 = 5x6 = fi-fi-0 12-fi-0 11-4 24-4-0 30-45 36.4-4 36 -0 42-9-0 6-fi-0 6.0-0 5.10.0 6-0-0 605 5-11-15 o- 12 6-1-0 Plate Offsets(X.Y)-- 12:0-1-14,Edge][3:0-3-00-3-0115.0-4-00-2-8116:0-5-80-2-41 [8.0-3-00-34] [11:0-3-00-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.48 15-16 >908 240 W20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.6415-16 >684 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.30 11 nta n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2401b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-15: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14.6-13 REACTIONS. (Ib/size) 2=1275/0-8-0, 11=2520/0-8-0, 9=-488/03-8 Max Hort 2=350(LC 10) Max Uplift 2=-805(LC 12), l l=-1470(LC 12), 9= 725(LC 17) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3871/2353, 34=-3202/2022, 4-5=-1468/1156, 5-6=-1253/1143, 6-7=-981/914, 7-8=-635/520, B-9=-875/1791 BOT CHORD 2-16=.1975/3677, 15-16=-1993/3691, 14-15=-1466/2981, 13-14=-281/847, 12A3=-123/472,11-12=-14651928, 9-11 =-1 501/954 WEBS 3-15=-609/504,4-15=-809/1783,4-14=-2062/1246,5-14=-159/376,6-14=408/827, 6-13=-540/287,7-13=-250/645, 7-12=-9221674,8-12= 1128/2114, 8-11=-2346/1540 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) -14-0 to 1-8-0, Interior(l) 1-8-0 to 184-0, Exterior(2) 18-4-0 to 22-6-15, Interior(1) 22-6-15 to 24-5-0. Exlerior(2) 24-5-0 to 28-7-15, Intedor(1) 28-7-15 to 44-1-0 zone; porch right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent With any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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, Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Beading 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=805, 11=1470, 9=725. 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. Joaquin Vela PE No.88182 L71T&kUSA, Inc, FL Cog 6694 6964 Park& Eat Blvd, Tampa FL916to Bat&: August 15,2019 WARNING - Vedrx deslan p sn unatera and BEAD NOTES ON THIS AND INCLUDED MGEK HEFERANCE PA GE MLL74z?.41 NDY1015 BEFORE USE Oeslgn volld for use only with MOekti) connectors. This design Is based only upon parameters shown, and b for on IndNldual buildng component, not a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buCkling of lndivaual Muss web and/or chord members only, Additional temporary antl permanent bracingFellIs always required for stabillty and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fabricatlon, storage. delivery, erection and bracing of busses and truss system¢ meANSUrNi Quota yy Calera. DSB4 9 and SCSI Building Component 690,l Parke East Blvd. Safety Inlomtalbmvoiloble from Truss Rate Institute. 218 N. Ise Sheet. Suite 312. Alexontlrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply LOT 22/61/B INDIAN RIVER E c T17877318 2046337 A08 Hip Truss 1 1 Job Reference (optional) Builders FirSISaarC9 (Plant Oily, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 1513:48:06 2019 Page 1 Sx6 = SxB = Scale = 1:79.2 .._ 14 -. 12 11 3.co 12 5,6 = US = 1.5x8 STP = 3.6 - 4x6 Sx6 = G0 1206-0 4.4-.0 444 6-4 0 4-19--00 2140 I fi00 0-6fi-6630 6- Plate Offsets (X Y)- [2:0-1-14 Edge1 [3:0-3-00-3-07 [5:0-3-8 0-2-41 [6:0-5-00-2-0] [8:0-4-0 0-3-01 [11:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Valet] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(L-) 0.50 15-16 >873 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.6515-16 >666 180 BCLL 0.0 Rep Stress ]nor YES WB 0.84 Hoa(CT) 0.33 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2471b Ff=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-15: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 6-13: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 8-12. 6-13 2 Rows at 1/3 pis 4-14 REACTIONS. (lb/size) 2=1273/0-8-0, 9=-504/0-3-8, 11=2539/0-8-0 Max Horz 2= 386(LC 10) Max Uplift 2=803(LC 12), 9=-741(LC 17), l l=-1485(LC 12) Max Gmv 2=1273(LC 1). 9=2(LC 12), 11=2539(LC 1) FORCES.. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3851/2249, 3-4=-3221/1936, 4-5=-1213/979, 5-6=-1007/998, 6-7=-966/886, 7-8=-633/512, e-9=-878/1824 BOT CHORD 2-16=-1880/3674, 15-16=-189013692, 14-15=-1403/3025, 13-14=-236/925, 12-13=109/467, 11-12=-1553/953, 9-11 =-1 533/938 WEBS 3-15=-570/466, 4-15=-745/1811, 4-14=-2272/1333, 5-14=-213/336, 6-14=-331/795, 7-13= 150/613,7-12=-942/679,8-12=-1155/2214,8-11=-2364/1501, 6-13=-583/187 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=4.2psi; BCDL=6.Opsf; h=25f ; B=45ft; L=24tt; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Intedor(1) 1-8-0 to 20-4-0, Exterior(2) 20-4-0 to 26-7-15, Interior(1) 26-7-15 to 44-1-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) 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 beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=803, 9=741, 11=1485. 9) This truss design requires that a minimum of 7116• structural wood sheathing be applied directly to the top chord and 1/2• gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE N0.68101 MITek U9A, Ina, FL CM 66U 6904 Parke Eaet Blvd. Tampa FL 11610 Date. August 15,2019 A*WARNWG-Vedydes/gnperamefenantl READ NOTES ON TNLSANOWCLUDWMREKREFERANCEPAGEMX74nmrc 1a2V2015BEFORE USE eslgn valld for use only Win M6eW connection. TNs design is based only upon parameters shown and Is for on Indvldual building component, not a truss system. Before use, the building designer must verify the oppllcablllry of design parameters and properly Incorporate this design Into the overall burdingdeslgn. Bracing Indicated is to prevent buckling of lndlvlduai truss web and/or chord members only. Additional temporary and permanent bracing ®�' Is always required for stability and to prevent collapse win possible personal lnlury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems seeAN3171P11 Cuba y CMerk1. DS549 and IGSI auedbD Component s9o4 Parke East Blvd. Sahty Nformationavallobie from Truss Rate Institute. 218 N. Lee Street, suite 312. Alexondda VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply LOT 22/6118 INDIAN RIVER E � r T77877319 2046337 A09 Hip Truss 1 1 Job Reference (optional) Builders Firssource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 Mil Industries, Inc. Thu Aug 1513:48:07 2019 Page 1 6.00 12 6x12 MT20HS= Scale = 1:80.6 3a1� d one 13 "' 12 11 43.00 12 Sire = 4x6 = 1.5x8 STP= 3x6 = x6 = 6.6 = 6-6-0 12.6.0 21411 24.4.0 30-0-5 36-4-4 36r6-0 42-&0 1 s-6-D 1 6-D-D Bno-6 1 att-a fa.as I sm-ts n-.3-4� 6.t.n Plate Offsets (X Y)-- 12:0-1-14 Edge] 13:0-3-00-3-01 [4:0-4U 0-3-01 17:0-3-0 0-3-01 111:0-3-0 0-3-0] [13:0-5-4 0-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 'do" Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.75 Ven(LL) 0.48 15-1fi >905 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Ven[CT) -0.67 14-15 >655 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress that YES WB 0.93 Horz(CT) 0.30 11 Na Na BCDL 10.0 Code FBC2017/rP12014 MatHX-AS Weight: 247 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-15:2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at 111 4-14, 6-13 REACTIONS. (lb/size) 2=1274/0-8-0, 9=-494/0-3-8, 11=2527/0-8-0 Max Hom 2=401(LC 10) Max Uplift 2=-802(LC 12), 9= 722(LC 17). 11=-1493(LC 12) Max Grav 2=1274(LC 1). 9=8(LC 12), 11=2527(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=-3870/2198, 3-4=-3205/1810, 4-5- 1111/915, 5-6=-1034/961, 6-7=-974/862, 7-8=-617/490, 8-9=-861/1782 BOT CHORD 2-16=-1834/3697,15-16=-1851/3714,14-15=-1071/2488,13-14=-213/835,12-13=-65/449, 11-12=-1507/917,9-11=-1494/908 WEBS 3-15=-633/560, 4-15_ 695/1796, 4-14=-1863/1125, 6.13=-581/222, 7-13=216/619, 7-12=-922/639,8-12=-1069/2168,8-11=2355/1475,5-14=-482/639, 6-14=-118/489 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; eavill Cat. 11; 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 21-4-8, Exterar(2) 21-4-8 to 25-7-7, Intermit) 25-7-7 to 44-1-0 zone; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psi bottom chard live load nonconcugent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Beating 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 joints) except 611=11i) 2=802, 9=722, 11=1493. 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 sidetrack be applied directly to the bottom chord. JOaqufa VelfaPE N0A8192 Milk USA, IRe. FL Can 6834 8604 Parke Ball Blvd, Tampa FL 92810 Dap: August 15,2019 A WARNING. VerftydeaghO remetersaOd READ NOTES ON THISAND INCLUDED AUTENREFERANCEPAGE M674" rev. 1WOY101SREFOREUSE Design volld for use only with M6ek0connectors. This design Is hosed only upon parametersshown, and starch Individual bull component, not a tnrss system. Before use, the building designer must verify the opplicoblilly of design parameters and properly Incorporate this all Into the overall buidingdeslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing b always required for stability and to prevent collapse with possible personN Injury and property damage. For general guidance regarding the fabricationstorage. delivery. erection and bracing of trusses and truss systems, seeANSVTPII Quopplyy Oftedo, DSB-89 and SCSI Bulding Component Spbty Inlormafbrnvoiloble Thom Truss %ate ImtlNte. 219 N. Lee Street sutre312. Alexontldo, VA 22314. MOW 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oly Ply LOT 1216118 INDIAN RIVER E x T17877320 204fi337 A10 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plam City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Inc. Thu Aug 15 13:48:08 2019 Page 1 5x6 = 5x6 = 6 20 621 Scale=1:67.6 11 3x6 3.00 12 5x6 = 3x4 = 3.6 11 I fi-0 90-0 6666.00 6-a0 0 I 21 -44-o0 30.4-6 36-8-0 s-aa a-a.tn Plate Offsets (X,Y)-- [2:0-1-2 0-0-71 [3:0-3-0 0-3-01 [5:0-4-00-2-81 16:0-4-0 0-2-81 fl3:0-2-12 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.60 13-14 >734 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.7113-14 >620 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.37 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 223 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 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-12, 6-11, 7-11 REACTIONS. (Ib/size) 2=1425/0-B-0, 9=135010-3-8 Max Harz 2=314(LC 11) Max Uplift 2- 868(LC 12), 9=-768(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4437/2895, 3-4=-3836/2625, 4-5=-1761/1355, 5-6=-1508/1332, 6-7= 1418/1156, 7-8=-1355/955, 8-9= 1291/973 BOT CHORD 2-14- 2747/4086, 13-14=-2763/4105, 12-13=-2288/3443, 11-12=-717/1255, 10-11=-739/1155 WEBS 3-13=-552/444, 4-13- 1185/2001,4-12=-2340/1669,5-12=-277/476,6-12=-427!/O6, 6-11=-272/174, 7-10=-441/455, 8-10=-803/1253 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. 11; 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 19-0-0, Exterior(2) 19-0-0 to 23-2-15, Interior(1) 23-2-15 to 23-9-0, Extedor(2) 23-9-0 to 27-11-15, Interiogl) 27-11-15 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 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 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=868, 9=768. 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. Joaquin Vslsz FE No.66162 Mffck U$A, Mc, FL C4f t 6624 09 Patko East Blvd. Tamps FL 23610 Dais: August 15,2019 a WARNWG-Verity Oeslgn parameter antl READ NOTES ON TNLSANDWCLUDED MMEKREFERANCEPAGEM674M.® .. la=aD15 BEFORE USE. Desgn valid for use oNy with "u"T connectors. this design u based only upon Parametersshown. and a for on individuol butding component, not a truss system. Before use, the bulding designer must verity the appllcobYity of dedgn parameters antl Props" Incorporate this design Into Me overall ■■■��'Y�� to Ingdesgn. BracinglndicafedatopreventbucklingofincMduaihussweband/orchard membersoNy. Adtlitionaltemporaryandpermanentbracing MiT®K• Is always requlretltorsbblllty and toprevent collapse with possible personal lnlury and propertytlloaymyage. For general guidance regartling the ssas nd Saf.tyln/olmalbmvoJOblv.a hacallrm Truss Plot. Ira" ..28N. Lee Slreet,�fe312 AI.ontlrr,II QQA P1 14m.rb, D6E-0S antl lL51lu1tlhp GamponAnl Ta DaaFLa East 33610Ntl. Job Truss Truss Type Oty Ply LOT 22/61/B INDIAN RIVERE 4 ' T17877321 2046337 All Hip Truss 1 1 _ Job Reference (oytionaD Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Thu Aug 1513:48:09 2019 Page 1 ID:04Zhply8bM7gt0k637fmDgzGua8-9aYZUKPOSTgluneaMl C)IhpHvr?Yn2shozOeNRynacK 7.000 0 -3-8-0290 3N-140 6-0 2D0 4 05 Scale =1:67.6 6xe = 6.8 = e nn5 19 20 6 21 3x8 i 3.00 12 5x6 = 5.8 = 3x6 11 6-6-0 12.6.0 17-0.0 24-4-0 �5.9-0 30-4.5 36.8-0 6-6-0 6-0 7-4-0 1-5-n N.'s &ndt Plate Offsets (XY)-- [2:0-2-90-1-81,13:0-3-0O-0-01,15:0-1-120-3-121 [6:04-00-1-151 [8:Edge0-1-12] 113:0-2-120-341 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.58 13-14 >751 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.70 13-14 >623 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 9 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 227 lb FT=20% LUMBER - TOP CHORD 2x4 SP 140.2 *Except* 5-6:2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 5-11: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ialsize) 2=1425/0-8-0,9=1350/0-3-8 Max Horz 2=278(LC 11) Max Uplift 2=-868(LC 12). 9=-768(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 4-12, 5-11, 6-10 FORCES. (lb) - Men. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4447/2973, 34=-3812/2680, 4-5=-2100/1617, 5-6=-1273/1131, 6-7=-1330/1165, 7-8=-1346/960, 8-9=-1289/986 BOT CHORD 2-14=-2821/4108, 13-14=-2841/4124, 12-13=-2327/3426, 11-12=-1228/1935, 10-11=-740/1215 WEBS 3-13=-586/475,4-13- 1239/1979,4-12=-2116/1544,5-12=-753/1267, 5-11=-948/647, 7-10=-327/455, 8-10=-791/1228, 5-10=-299/81, 6-11=-125/451 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=6.Opsh h=25f ; B=45tt; 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 17-0-0, EMedor(2) 17-M to 21-2-15, Interior(1) 21-2-15 to 25-9-0, Extedor(2) 25-9-0 to 29-11-15, Interior(1) 29-11-15 to 36-64 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live toad nonconcurrent with anyother live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except Qt=lb) 2=868, 9=768. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Josqufn Voted: PE No.88182 LATAt USA, hf e. FL C#A 0834 6M Paft Ead Sled, Tampa FL 33610 04K August 15,2019 WARNNG- Ved1ydeef9npanmeteneaERF D NOTES ON 111SAND INCLUDED WEKREFERMCEPAGEMX74M rev. 1a,a!1Q015BEF0REUSE Design valid for use only Win MRekS connectors. This design Is based only upon parometers shown, and Is for an IndIvIducI building component, not a hum system. Before use, the building designer must verify me applicabllity, of design parameters and properly Incorporate this design Into the overall bulldingdeslgn.&aoing Indicated is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanembracing T®K' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of musses and hum systems seeANSVWII Quo �y Caserta, DSII-69 and 501 Balding Component 69N Parka East Sif Safety Infotmo8onovoDable mom Truss Plate InsStute. 218 N. Lee Sheet. Suite 312. Alexontlrla VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply LOT 22/61/B INDIAN RIVERE r T77877322 2046337 Al2 Hip Truss �Qty 1 1 Job Reference optioned) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Thu Aug 15 13:48:112019 Page 1 ID:04Zhpjy8bM7gtOk637fmDgzGuaB-5ygJuORGi4wO75oyUSFBg6ubMeiPFvn_FHVIRKynaol r1-0-O fi-fi-0 12-6-0 15-0-0 20-71-10 24-4.0 27-9-0 30-4-5 36-8-0 �1-4.0 fi-fi-0 6.0-0 2-fi-0 &71-10 3-4-6 3-5.0 2-7-4 6.3-11 5x6 = 6.00 12 3x4 = 5x6 = 21 6 22 23 7 Scale=1:66.3 3.00 12 5x6 = 5xS = 3x6 II 3z12 MT20H6 6-6-0 12-6.0 15.0.0 24-4-0 27-9.0 30.45 36-6-0 fi-fi-0 fi-0-0 2-6-0 9-40 3�5-0 2J.1 6 A-11 Plate Offsets(X,Y)-- [2:0-0-10Edge] [3:03-00-3-01 [5:0-3-00-2-0117:0-3-00-2-01 [9:0-3-00-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(L-) 0.57 14-15 >768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.6914-15 >638 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES WB 0.84 Horz(CT) 0.34 10 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight:216 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 *Except* BOT CHORD Rigid ceiling directly applied. 2-14:2x4 SP M 31, 12-14: 2x4 SP No.1 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1425/0-8-0, 10=1350/0-3-8 Max Horz 2=256(LC 12) Max Uplift 2= 868(LC 12), 10=-768(LC 12) FORCES. (Ib) - Marc CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4451/3026, 3-4= 3609/2719, 4-5=-2596/1968, 5.6=-2307/1802, 6-7=-1441/1210, 7-8=-1312/1162, 8-9=-1344/968, 9-10=-128B/995 BOT CHORD 2-15=-2870/4062, 14-15=-2886/4078, 13-14=-235B/3374, 12-13=-1265/1893, 11-12=-757/1199 WEBS 3-14=599/474,4-14=-1290/1895,5-13- 692J982,6-13=-374/715, 6-12=-926/774, 4-13=-1937/1535, 7-12=-347/631, 8-11=-290/447, 9-11=-798/1224,7-11= 332/148 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 15-0-0, Exterior(2) 15-0-0 to 19-2-15, Interior(1) 19-2-15 to 27-9-0, Extedor(2) 27-9-0 to 31-11-15, Intedor(1) 31-11-15 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (it=lb) 2=868, 10=768. 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. Joaquin Vellidi No,09181 MiTak USA, Inc, FL CM 6694 $994 Parke Eat! Blvd, Tampa FL 32MO W,, August 15,2019 A WARNING - Vedty desfgn paramafera and READ NOTES ON THISAND INCLUDED MrEK REFERANCE PAGE MP-7473 rev. 101534iU1S BEFORE USE Design valid for use only with MiTek® connectors. This design is bored only upon parameters shown. and is for on individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing oiways,equlred far stobllity and to prevent collapse wIM possible personal h]ury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of busses and truss systems. seeANSUtp71 poollry CMeda, OSSE9 and SCSI Bu1dMp famponmt SpbN In/prmalbrxrvoiloble from T,uss Rate Imffiuta, 218 N. Lae Sheet. Sure 312. Alexontldo, VA 22m14. ■■�.��UU MOW 6904 Pa,ke East Blvd. Tampa, FL 33610 Job Truss Type Oty Ply LOT 2PJ61/8 INDIAN RIVERET77877323 EAl 2046337 Hip Truss 1 1 Job Reference (optional) (Flan Ury, FL), hiam t ty, hL- 33557, 6.00 12 5x8 = 2x4 II 20 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 15 13:48:12 2019 Page 1 710k637tmDgzGuaB-Z9Eh6LRN03slFN929mONKRk421s Mx7UxEJ_mynaoH 5x6 = 5.8 = 6 21 22 7 Scale = 1:66.9 11 3x12 Mi20HS 3.00 12 5x9 = 3x4 - 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (I0c) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.58 13-14 >751 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.6913-14 >633 180 MT20HS 1871143 BCLL 0.0' Rep Stress In YES WB 0.85 Horz(CT) 0.35 9 rJa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 2141b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 7-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-12 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1425/0-8-0, 9=1350/0-3.8 Max Harz 2=250(LC 12) Max Uplift 2= 869(LC 12), 9=-768(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4446/3099,34=-3815/2702,4-5=2375/1835,5-6=-2375/1835,6-7=-1691/1382, 7-8=1404/1015, 8-9=-1283/1 Oil BOT CHORD 2-14- 2931/4007, 13-14=-2955/4030, 12-13=-2189/3187,11-12=-1167/1758. 10-11=-747/1167 WEBS 3-13=-625/570,4-13=-1238/1945,4-12= 977/703, 5-12=-328/373, 6-12=646/975, 6-ll=-983/789,7-ll=-595/867,7-10=-366/409,8-10=-792/1233 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=24f ; eave=5tt; Cat. II; Exp 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 13-0-0, Exterior(2) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 29-9-0. Exterior(2) 29-9-0 to 33-11-15, Interior(1) 33-11-15 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 panding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcumant with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing 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 verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=869, 9=768. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum Jd inV61K PE N0,86162 sheetrock be applied directly to the bottom chord. MIll USA, Inc. FL CtR 6634 OM Park/ Ent 81ydTamps FL 32810 OSW August 15,2019 4 WARNWG-Ve,Hydeelpnparamefersand READ NOTES ON THIS AND WCLUDED MDEKREFERANCEPAGEM67i73 rev. lcUVt?015 BEFORE USE esign valid for use only with Mil connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a hum system. Before use, Me building dosOner must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated 6 to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing M ®k• Is always required for stability and to prevent collapse with possible personal intury antl propertydamage. For general guidance regarding the fabrlcotlon, storage, delbery, erection and bracing of trusses and hum systems. seeANSVTPII Qualffy Creeds. DS549 and SCSI Building Component 6904 Parke East Blvd. Sabiy I1110all0 anovatoble from Truss Plate Institute, 216 N. Lee Sheet. Suite 312. Atexandda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 22/61/8 INDIAN RIVER r � T77877324 2046337 A14 Hip Truss 1 1 Job Reference (optional) •'••^•_•_ ^_^+=="tiv•^^•v^Y.ly,. .ewe,O.Z a rim w zula mrl arc Ineuslnes, inc.I nu Aug i o TJ:9e:l:f xul a Yage1 ID:GZkZSXBELONJdjXs77WskOzGxTm-1 Lo3JhSXWhBjMPyLbtHtvXz7CSOgjuMHjb sWCynaoG -1-4-0 E4.72 17.0-0 17-5-8 25-3.8 31-9-0 38-8-0 1-4-0 6.4.12 4.7.4 6-5-8 7-10.0 6118 4-11-0 Scale: 3/16'=7' 5x8 = 5x6 = 2x4 II 5x8 = 4 22 5 23 6 24 7 3x6 = 2x4 II 3x4 = 3.6 3x4 = 5x8 = 3x4 = 3x6 11 3x6 = LOADING (psf) SPACING- 2-" TOLL 2% Plate Gdp DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Cade FBC2017/TPI2014 CSI. TC 0.62 BC 0.69 WE 0:51 Matrix -AS DEFL in (loc) Well Ud Vert(LL) 0.25 13 >999 240 Vert(CT) -0.34 11-13 >999 180 Hom(CT) 0.10 9 We n/a PLATES GRIP MT20 244/190 Weight: 208 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 5-11, 7-11 REACTIONS. fib/size) 2=1425/0-8-0, 9=1350/0-3.8 Max Horz 2=256(LC 12) Max Uplift 2=-869(LC 12), 9=-767(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 2574/1747, 3-4=-2164/1586, 4-5=-2267/1730, 5.6=-194B/1508, 6-7=-1946/1508, 7-8=-1230/908, 8-9=-1304/1007 BOT CHORD 2-16=-1660/2244, 15-16=-1660/2244, 13-15=1321/1888, 11-13=-1551/2271, 10-11=-695/1037 WEBS 3-15=-478/416,4-15=-1721388, 4-13=-346/603,5-13= 245/316, 5-11=452J283, 6-11=-409/461,7-11=-826/1228,7-10=-547/509,8-10=-807/1217 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=45f ; L=24f ; 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 11-0-0, Extedor(2) 11-0-0 to 15-2-15, Intedor(1) 15-2-15 to 31-9-0, Extedor(2) 31-9-0 to 35-11-15, Intertor(1) 35-11-15 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=869, 9=767. 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 sheetmck be applied directly to the bottom chord. Joaquin Voltz PE No,63162 Wak USA, Inc. FL Can$634 09 Parka East Elyd. Tampa tt 32810 Data: August 15,2019 Job Truss Truss Type Oty Ply LOT 22/61/8 INDIAN RIVER r T17877325 2046337 A15 Half Hip 1 1 Jab Reference (optional) ouuoers nrsiSource team City, FIJ, rtam uny, rL- Jabal, 8.240 a Jul 14 2019 Ni Industries, Inc. Thu Aug 1513:48:14 2019 Page 1 ID:GZkZSXBELDNJQXs77WskOzGxTm.VXMSX1T9G7Ja_ZXX9aouSIWBKsfUSGYOxFjP2tynaoF -1-4-0 fi-3.6 9.0-0 1410.1 22-8-4 2917.5 36-8.0 1-4.0 fi-3-6 2-8-10 5-10-2 7-10-3 6-11-1 7-0-11 5x6 = 3x4 = 5x6 = 3x6 = scale: a/16-=1' 3.4 II ' 3x6 = 3x6 = 4x6 = 3x4 = 46 = 3x4 = 6x8 = N2 1&1-8 27-0.0 I 3E8.0 9-0-0 94.9 a-in-9 V8n Plate Offsets (X,Y)- f4:0-3-0 0-2-01 f8:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(ILL) 0.32 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Ven(GT) -0.47 9-10 >935 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 HOrz(CT) 0.13 9 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 1881b 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 Harz 2=343(LC 12) Max Uplift 9=-861(LC 9). 2=-860(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 2-3= 2528/1734, 3-4=-2328/1632, 4-5=-2065/1518, 5-6=-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=-3B5/810, 7-9=-1982/1419 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midst 7-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsh h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpf=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 9-0-0, Extedor(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 ponding. 4) This truss has been designed for a 10.0 psi bottom chard live load rlonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 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 joint(s) except (jt=lb) 9=861, 2=860. 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. Joaquin VaIozPE No,43102 WTek USA, hie, FL Cod 6634 6904 Paris EW Eivd, Tampa FL 74810 caw, August 15,2019 � WARNING -VedlyEe9gnpadedetem add READ NOTES ON MMANDNCLUDED MREKREFERANCEPAGEMX7473mw 11193140ISBEFORE USE Design valid for use only with MOekb connectors. IItls design Is based only upon parameters shown and Is for an individual building component, not FIR a trim system. Before use. the building designer must verly me appllcabllly of design parameters and properly Incorporate the 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 ��®K' a always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallon storage, delivery, erection and bracing of trusses and truss system& seeANSly1P11 CuatMMyy Criteria. 05349 and SCSI Building Component Safety Information vocable from Tarss Preto Institute, 218 N. Street 6904 Parke East Bind. Tampa. FL Lee Suite 312, Alexandria, VA 22314. 33610 Job Trues Truss Type Dty Ply LOT 22/61/11 INDIAN RIVER E • ' T77877326 2046337 A16 Half Hip Girder 1 1 Job Reference (optional) otamers rusraource Lriam Illy. IL), ream sdry, rL-"=f, e.Z4a s aa114 zu l e ml l eK mausmes, inc. I nu Aug l a l J:4o:l o Lul a rage Scale = 1:66.5 5x6 � 4x6 = Still = 7x10 = 5x12 = 2x4 II 5xe = 6.00 F12 3 21 22 4 23 24 5 25 26 6 27 2B 29 730 31 328 33 34 8 -- 35 36 37 16 36 -- 39 14 - — 41 42 -- 43 44 45 " 46 47 1.5xB STP= 46 602 MT20HS= 2x4 II 5xe = 2x4 II 5x12 = 3.12 MT20HS II Sxa = 4.6 = 6x12 MT20HS= 3-nj 7-0-0p 12-0-8 1611n.1'J-4 21, n.19 10.0 2&8-12 31-7-8 36-8-0 R.n.d R.-1p G-n.R 11d.L1n.1� d.f n.19 Ln.fl Plate Offsets(X,Y)-- I2:0-1-10,Edgel,f3:0-3-4,0-2-121 f6:0-5-0,0-5-01 fll:0-3-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.69 13-15 >632 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.7713-15 >573 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(CT) 0.16 10 n/a ma BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2491b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP N0.2 *Except* TOP CHORD 1-3: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 5-17,5-13,7-13,7-11,9-11: 2x4 SP No.1 REACTIONS. (Ilasize) 10=2920/0-4-0,2=2760/0-8-0 Max Hom 2=276(LC 25) Max Uplift 10=-1853(LC 5), 2=-1847(LC 8) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5639/3631,3-4=-4897/3283,4-5=-7095/4569,5-6=-7688/4822,6-7=-7688/4822, 7-8=-3756/2359,8-9=-3756/2359,9-10=-2796/1870 BOT CHORD 2-18=-3326/4980, 17-18=-456917095, 15-17=-5073/8001, 13-15=-5073/8001, 12-13= 3950/6323,11-12=-3950/6323 WEBS 3-18=-1135/2050,4-18=-2717/1542,4-17=-198/857,5-17=-1128/637,5-15=0/414, 5-13=-381/304, 6-13=-517/583, 7-13=-1061/1660, 7-12=0/405, 7-11=-3123/1971, 8-11=-572I702, 9-11=2836/4521 Structural wood sheathing directly applied or 2-3-9 oc pudins, except end verticals. Rigid ceiling directly applied or 4-5-3 oc bracing. 1 Row at midpt 4-18, 7-11, 9-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.OpsY h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exit C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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 He uplift at joint(s) except (t=lb) 10=1853,2=1847. • 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated foretells) 161 lb down and 215 Ito up at 7-0-0. 180 Ib down and 209 lb up at 9-0-12, 1651b down and 209 Ib up at 11-0-12, 161 He down and 209 Ib up at 13-0-12, 161 Ib down and 209 It, up at 15-0-12, 161 lb down and 209 Ib up at 17-0-12, 161 lb down and 209 Ib up at 19-0-12, 161 Ib down and 209 It, up at 21-0-12, 161 Ito down and 209 lb up at 23-0-12, 1801b down and 209 It, up at 25-0-12, 180 It, down and 209 lb up at 27-0-12, 180 Ito down and 209 Ito up at 29-0-12, 180 lb down and 209 Ib up at 31-0-12, and 180 Ib down and 209 Ib up at 33-0-12, and 180 Ib down and 209 lb up at 35-0-12 on top chord, and 330 Ile down and 312 Ile up at 7-0-0, 82 Ib down at 9-0-12, 82 Ile down at 11-0-12, 82 Ad down at 13-0-12, 82 It, down at 15-0-12. 821le down at 17-0-12, 82 Ib down at 19-0-12, 82 He down at 21-0-12, 82 It, down at 23-0-12, 82 Ib down at 25-0-12, 621b down at 27-0-12, 82 Ib down at 29-0-12, 82 lb down at 31-0-12, and 82 He down at 33-0-12, and 821b down at 35-0-12 on bottom chord. The design/selection of such connection device(s) is the COMIJGC%t%ItW& others Joaquin Yslsx PE No,881F2 MITak USA, Irm FL Can OU 6904Parke East Blvd. Tampa FL33610 Dafr. August15,2019 WARNING- Velllydesignpa7ametemand READ NOTES ON THISM19 INCLUDED MREKRUF ANCEPAGEMIF74T3 rev. 100liallSBEFOREUSE Design valid for use only with MBekg connectors. Mir design Is based only upon parameters shown, and Is for on Individual building component. nt 0 truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the oveorall building design, Bracing Indicated a to prevent bucpJing of individual truss web and/or chord members only. Additional temporary and permanent bracing ®k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage. delivery, erection and bracing of Muses and truss systems seeANSVWII Qua �s. CrIi DS549 and SCSI Sluicing Component 6904 Perko East Blvd. Safety Womlatbalvaloble from Truss Rate ImHtute. 218 N. Lee Street Suite 312, Alexantltlo. VA 22314. Tampa, FL 33810 Jab Truss Truss Type Oty, Ply LOT 22/6118 INDIAN RIVER ' L T77877326 2046337 A16 Half Hip Girder 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 15 13:48:16 2019 Page 2 ID:GZkZSXBELDNJdjXs77WskOzGXTm-SwUCyjVPocZlDshwH7gMXAbOafTNwOyjPZCW7XynaoD NOTES- 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3— 54,3-9= 54,2-10= 20 Concentrated Loads (Ib) Vert: 3=-115(F) 18=-330(F) 5=-115(F) 15=-61(F)21— 115(F)22=-115(F)23=-115(F) 24=-115(F)25= 115(F)26— 115(F) 27=-115(F) 29_ 115(F)30=-115(F) 31=-115(F) 32=-115(F) 33=-115(F) 34=-115(F) 35=-61(F) 36=-61 (F) 37=-61(F) 38=-61(F)39=-61(F)40=E1(F)41=-61(F) 42=-61(F) 43=-61(F) 44=-61(F) 45=-61(F) 46=-61(F)47=-61(F) AWARNING-Vedrydedgnperametemand READNO1ES ON TNISANDINCLUDWD KREFERANCEPAGEM6747Smv. 10213=YSBEFORE USE. Deggn valid for use only with MBeklisconnectors. This design Is hosed only upon parameters shown and is for an individual building component, not a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for slabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of Tresses and truss systems, seeANSUTPi1 Qua Criteria. DSB49 and IICSI Saldhp Component Safely informalkina from Truss 6904 Parke East Blvd. Tampa, FL 33610 choble Plate Institute, 218 N. Lee Street Suite 312. Alexondtla. VA 22314. Job Truss Truss Type Ory Ply LOT 22/61/81NDIAN RIVERE ` T17877327 2046337 B01 Hip Girder 1 1 Job Reference (optional) ounuers rinmOcurce trram wy, ry, rant any, rL - JJabI, 524u s Jul 14 2e19 Mi I ex Industries, Inc. I nu Aug 15 13:48:18 2019 Page 1 Sx6 i 4x6 = 5x8 = a now qI1 0 Scale = 1:65.9 804 MT20HS = 6x8 = US C la 34 35 t r 36 16 37 10 38 39 40 14 41 42 14 43 12 44 11 1.5x8 STP = 4x6 6x12 MT20HS = 5x8 2.4 11 4x6 1.5xB STP = Sxe = 46 = 2.4 11 6x12 MT20HS = 5.8 = 3-9-4 7-0.0 11-84 16-2-12 20-9.4 25.3-12 30.0-0 3&2-12 37-0-0 a_a-, �s-a Plate Offsets (X,YI-- [2:0-1-10,Edge1 [3:0-3-8.0-0-0][6:0-7-0 0-4-81 [8:0-3-8 0-3-01 I9:0-1-10 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.79 14-15 >565 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.85 14-15 >521 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor NO WB 0.83 HaR(GT) 0.19 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 234 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except- 3-6,6-8: 2x6 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=286610-8-0, 9=2909/0-8-0 Max Hoe 2=148(LC 7) Max Uplift 2=-1959(LC 8), 9_ 2019(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-14 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. WEBS 1 Row at midpt 4-18, 7-11 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown: TOP CHORD 2-3=-5874/3881, 3-4=-5102/3501, 4-5=-7334/4878, 5-6=-8422/5565, 6-7=-8422/5565, 7-8=-5185/3618, e-9=-596514010 BOT CHORD 2-18=-3273/5189, 17-18=-460317334, 15-17=.5301/8442, 14-15=-5301/8442, 13-14=-469617407, 11-13=-4696f7407, 9-11=-3389/5271 WEBS 4-18=-2818/1689,4-17=-362/1034,5-17=-1406/872,5-15=0/411, 6-14=-519/581, 7-14=-741/1282,7-13=0/356, 7-11= 2798/1659,3-18=-1266/2174, 8-11=-1235/2153 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=25f ; 8=45ft; L=24n; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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-" tall by 2-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 2=1959, 9=2019. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 215 Ib up at 7-M. 180 Ito down and 209 Ib up at 9-0-12, 165 lb down and 209 lb up at 11-0-12, 161 lb down and 209 lb up at 13-0-12, 161 Ib down and 209 Ito up at 15-0-12, 161 lb down and 209 Ib up at 17-0-12, 161 Ib down and 209 Ib up at 1"-0, 161 Ito down and 209 lb up at 19-11-4. 161 lb down and 209 Ib up at 21-11-4, 161 Ib down and 209 lb up at 23-11-4. 165 lb down and 209 lb up at 25-11-4, and 180 lb down and 209 lb up at 27-11-4, and 231 Ib down and 419 lb up at 30-0-0 on top chord, and 330 Ib down and 312 Ib up at 7-M, 82 Ib down at 9-0-12, 82 Ito down at 11-0-12, 82 lb down at 13-0-12, 82 Ile down at 15-0-12, 82 Ib down at 17.0-12, 82 lb down at 18-6-0, 82 Ito down at 19-11-4, 82 Ib down at 21-114, 82 lb down at 23-11-4, 82 It, down at 25-11-4, and 82 Ib down at 27-11-4, and 3301b down and 312 lb up at 29-114 on bottom chord. The desigrdselection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 116DMIid1 IEftEEil8ndard Joaquin Velez PE No,081A2 lilli USA, Inc, FL CM 6634 8904Park# East Blvd. Tampa FLS3810 Darr. Auaust15.2019 WARNING- Vedry design pammerem and NERD NOTES OM M S AND wCLUDEU MDEK REPENANCE PAGE MIP74M rev. 104AY2015 BEF0RE USE Design valid for use only WIM Mnei(D connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, n0t a hum system. Before use, the bulltling designer must verify the applicability of tlesign 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 ®k' 0 always required for stabllity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication. storage, delivery, erection and bracing of husses and hum systems seeANSVh'II Cun Cmrrdo, DSB49 and BCSI BuSdbD Component 69N Parka East Bill Sobly Infomnalbmv ,noble ham Tr us Rate Insfil 218 N. Lee Steel Suite 312. Alexondrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type pry Ply LOT 22/61/B INDIAN RIVERE ' T17877327 2046337 BollHip Girder 1 1 Job Reference (optional) Builders nrsraaurcn (rii s.ny, ry, Mara uiry, FL - JDBUf, 6.240 S Jul 14 2019 MI TeK InamInes, Inc. Thu Aug 15 13:48:18 2019 Page 2 ID:GZkZSXBELDNJdjXs77WskOzGxTm-OJbyMPWfKEpOTAgIOOtgcbgnXT7KO510sthdBOynaoB LOAD CASE(S) Standard 1) Dead+ Root 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 (lb) Vert: 3=-115(B) 8=-184(B) 18=-330(B) 1 1=-330(B) 23=-1 15(B) 24=-115(B)25=-115(B)26=-115(B) 27=-115(B) 28= 115(B)29=-115(B) 30=-115(B) 31= 115(B) 32=-1 15(B) 33=-1 15(B) 34=-61(B) 35=-61(8)36=-61(B)37=-61(B)38=-61(B)39=-61(B)40= 61(B)41=-61(B) 42=-61(B) 43=-61(B) 44=-61(B) AWARNING- Vedry design parametersand READNOTES ON MIS AND INCLUDEDMD KREFERANCE PAGE M/F74TJrev. 1W0.3Vt?915BEF0RE USE. Design valid for use only with MTek() connectors. This design is based only upon parameters shown. and Is for an Individual building component not a truss system. Before use, Me building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing Is always required for stability antl to prevent collapse with possible personal Inury and properly damage, For general guidance regarding the fabrication, storage, deiNery, erection and bracing of husses and hum systems, seeANSVIPII Qua �py CrBnlo, DSB-89 and SCSI BUSdlng Component Sohly Informatbnovotoble from Truss Plate Institute. 218 N. We Shoot Suite 312, Alexandria, VA 22314. ■■■ WOW MII 69M Parke East BNd. Tampa. R 33610 Job Truss Truss Type f Oty Ply LOT 22/61/8 INDIAN RIVER ' T77877328 2046337 602 Hip Truss 1 1 Job Reference (optional) ou,i�eien,ow�ui o tr,a...-1y, ry, r.... I. y, o.zvu s am weal"ranexmousmes, ina. In. rug io w:aoaa eula rages ID:GZkZSXBELDNJdjXs77WskOzGxTm-sV9LaIX15Xxt4KPVy8O39oD1 ztMu7Xb95XRAksynaoA --43.5 2--1135 I 7--&0-50 35 3 �11-4-0 67-3-5-466.4I 5x6 = 3z4 = 5.6 = 5x6 = 6.00 12 4 24 25 5 6 26 27 7 2x4 O 3 23 1.Sz8 STP = 22 m 2 b1 15 14 13 12 11 3x6 = 3x8 = 4x6 = 3.4 = 4x6 = 3x6 = Scale = 1:65.9 2x4 8 28 1.5x85TP= d 29 `r 9 m 10 18 3x6 = I 9.0.0 18&0 28-0-0 37.0-0 Plate Offsets (X Y)-- [4:0-3-0 0-2-01 16:0-3-0,0-3-01 [7:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) 0.34 13 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.4711-13 >944 180 BCLL 0.0 Rep Stress ]nor YES WB 0.85 Hom(CT) 0.14 9 Was n/a BCD[- 10.0 Corte FBC2017/TPI2014 Matrix -AS Weight: 1801b FT=20% LUMBER - TOP CHORD 2x4 Sic No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1441/0.8-0, 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. BOT CHORD Rigid ceiling directly applied. FORCES. (Ib) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-2565/1810, 3-4=-2366/1709, 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vull60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25f; B=45ft; L=24ft; eave=5ft; Cat. II; Fxp 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 9-0-0, Extedor(2) 9-0-0 to 13-2-15, Interior(l) 13-2-15 to 28-0-0, Exterior(2) 28-0-0 to 32-2-15, Intedor(1) 32-2-15 to 38-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 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 1001b uplift at joint(s) except (jt=1b) 2=885, 9=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. Joaquin Y919zFE 1/103182 6Wfck USA, fnc, FL C9r f *U 6934 Pane East Bald. Tampa FL 71610 Qafe: August 15,2019 N WARNING- Verily Eeslgnpammetem antl READNOIES ON 7NLSAND INCLUDED MmEKgEFERANCEPAGEMI474M mv. 14Ta2015BEFOREUSE Design valid for use only with Mi connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a fnfss system. Before use. Me building designer must verify Me applicability of design parameters and property Incorporate this design into the overall awn bulldingdeslgn. Bracing hdicated is to prevent buckling of lndNltlual truss web and/or chord members oNy. Addlllonal temporary and permanent brocing Mew Is always required for stability, and to prevent collapse Win possible personal Injury and property damage. For general guidance mgarding Me fabrication. storage, delivery. efection and bracing of busses and Muss systems, seeANStIrpil Duamy Criteria, DSB49 antl BCSI Butdhg Component 6904 Parke East BNd. Safety Infarmolionavollable from Truss Plate Mstitute. 218 N. Lee Sheet. Suite 31Z Alexandria, VA 22314. Tampa, R. 33610 Jab Truss Truss Type r aty Ply LOT 22/61/B INDIAN RIVERE ' T17877329 2046337 B03 Hip Truss 1 1 Job Reference o tional u u„ueio r„o,00u,wtr.u,,, vuy., V. U-IL-1y. Uv 0000,, a.zvu s a m rY LU l a ml r e6 mausrnes, mc. I nu nug l D l sVe:ZG zui a rage 5x8 = 2x4 11 5x8 = 4 25 5 26 6 27 ?I' I I 13 __ _- 11 10 3x6 = 2.4 II 3z6 3x8 = 3x4 = 2x4 II 3x6 = 3x4 = 3.6 = Scale = 1:65.9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip COL 1.25 Lumber DOL 1.25 Rep Stress If or YES Code FBC2017/TPI2014 C51. TC 0.70 BC 0.66 WB 0.62 Matrix -AS DEFL. in (lac) I/defl Ud Vert(L-) 0.28 13 >999 240 Vert(CT) -0.36 13-15 >999 180 Horz(CT) 0.12 8 n/a n/a PLATES GRIP MT20 2441190 Weight: 1931b 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=1441/0-8-0,8=1441/0-8-0 Max Harz 2=-220(LC 10) Max Uplift 2=-885(LC 12), 8=-885(LC 12) FORCES. (lb) - Max. ComplMax. Ten. - All forces 250 (Ito) or less except when shown. TOP CHORD 2-3=-2607/1772, 3-4=-2206/1609, 4-5=-2342/1785, 5-6=-2342/1785, 6.7=-2206/1609, 7-8=-2607/1772 BOT CHORD 2-16=-1413/2340, 15-16=-1413/2340, 13-15=-1076/1977, 11-13=-1102/1929, 10-11=-1439/2273,8-10=-1439/2273 WEBS 3-15=-454/413,4-15=-160/440,4-13=-390/625, 5-13=-458/517, 6-13= 390/625, 6-1 1=-160/440,7-1 1=-454/413 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=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 11-0-0, Exterior(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 26-0-0, Exterior(2) 26-0-0 to 30-2-15, Intedor(1) 30-2-15 to 38-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom 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 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= 10.0psf. 6) Bearings are assumed to be: , Joint 8 SVP 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=1b) 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 112" gypsum sheetrock be applied directly to the bottom chord. Ie Joaquin Vein PE N00192 MTek 1.19A, (no, FL Cat 6634 E904 Parko East Blvd, Tampa RL 33610 Bate: August 15,2019 WARNING - Verify design parameters and READ NOTES ON ME AND WCLUDED MITENREFERANCE PAGE MIL71M rev. 1GTa&015 BEFORE USE Design valid for use only with Mifek® connectors, Ms design Is based only upon parameters shown, and Is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary card permanent bracing ®K' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSVrP11 Quality Cmnlo, D5549 and Bil Building Component 69M Parke East Blvd. Solely IntafmatlanOvollabie from Truss Plata Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Type Oty Ply LOT 22161/8 INDIAN RIVER ET77877332046337 =B04 HIP 1 1 Job Reference (optional) Builders Firssource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 Inc. Thu Aug 1513:48:22 2019 Page 1 Scale=1:68.4 6.00 12 5x8 = 2x4 II 4 23 5 24 5x6 = 1n 3xe 3.00 12 5.5 = 2x4 11 3x6 - i _ 6-6-0 12-fi-0 16-6-0 244.0 30-7-5 37-0.0 6-6-0 6-0-0 6.00-5-10.0 6-3-5 6d-11 Plate Offsets (X Y)-- 12:0-2-9 0-1-81 [3:0-3-0 0.3.01 14:0-4-12 0-2-41 [6:0-3-e 0-2-4]17:0-3-0 0-3-41 LOADING (psi) SPACING- 2-" CSI. DEFL in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) 0.55 13-14 >813 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 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 Matnx-AS Weight: 191 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2'ExcepC 3-4: 20 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 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at micipt 4-12 REACTIONS. (lb/size) 2=1441/0-8-0, 8=1441/0-" Max Horz 2= 256(LC 10) Mate Uplift 2= 885(LC 12), 8=-885(LC 12) FORCES. (lb) - Max. Comp./Max. 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= 1732/3240, 11-12=-1024/1869, 10-11=-1427/2292, 8-10=-1426/2296 WEBS 3-13= 627/592,4-13=-1019/1965,4-12=-943/470, 5-12=-315/340,7-10=0/266, 6-12=-573/998, 7-11=-603/504 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=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to 13-0-0, ExtenOT(2) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 24-0-0, Extermr(2) 24-0-0 to 28-2-15, Interior(1) 28-2-15 to 384-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) All beatings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Beating at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of beating 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, 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. JGaqu[n Vola IrENo.88183 MiTak USA, fn c, FL CM 6631 63&1 PAM Earl Md. Tampa FL 33610 Date: August 15,2019 WARNWG- VeNly, deargm parameters amp READ NOTES ON MIS AND wCLUDED MDEKREFERANCE PAGE M674M rev. 1GM3rs 15BEFORE USE Design valid for use only win Mmek® connectors. This design Is based any upon parameters shown and Is for an Individual building component, not a truss system. Before use, me building designer most verify the oppllcobOBy of design parameters and properly incorporate this design into the overall Biro building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ®�' a always required for stability and to prevent collapse with possible persond Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of fntsses and truss systems. seeANSVMII QualI Criteria.DSS41e and SCSI Building Component 69M Palle East Blvd. Sably Nfarmatio woiloble hom Truss Plate InOMe. 218 N. Ise Sheet, Sulfa 312. Alexondrio, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 27161/81NDIAN RIVER ' T17877331 2046337 BOB HIP 1 1 Job Reference (optional) Builders Firssource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 1513:48:23 2019 Page 1 Scale = 1:68.9 axis = 5x6 = 6.00 12 cVc - 5 24 25 6 - 3x8 i 3.00 F12 5x8 = 2x4 11 3x6 = 6-fi-0 12-6-0 15-0-0 22-0.0 24-4-0 30.7-4 6-6-0 6.0.0 2-6-0 ]-0-0 2-4-0 a.. adn� Plate Offsets (X Y)-- [2:0-2-9 0-1-81 [3:0-3-0 0-3-0] [5:0-4-0 0-2-81 [6:0-4-0 0-2-8][8:03-0 0-3-01 [12:0-5-4 0-2-12] LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Veri(LL) 0.55 14-15 >805 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Ved(CT) -0.73 14-15 >609 180 BCLL 0.0 Rep Stress Inch YES WB 0.84 Horz(CT) 0.37 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-AS Weight: 200 lb 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 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 2=1441/0-8-0, 9=1441/0-8-0 Max Horz 2=291(LC 11) Max Uplift 2=-885(LC 12), 9=-885(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-4512/2799, 34=-3873/2467, 4-5=-2647/1853, 5-6=-2366/1716, 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=-945/1831, 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.Opsf; h=25ft; B=45f; L=24ff; 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. Extedor(2) 22-0-0 to 26-2-15, Intedor(1) 26-2-15 to 384-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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.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 at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib 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. Joaquin VeloiPE NoAI82 friTak USA, Mc, FLC9R44a4 6994 Pt i East Blvd. Tampa FL 34619 Date: August 15,2019 � WARNWG-Vedtydeelgnperametersand NEAO NOTES ON TNISANOINCLUDW MfIEKNEFENANCEPAGEM474]a rev. 1&V32015HEFOHE USE ' Design valid for use only with MreM connectors. ThIs design Is based only upon parameters shown, and Is for an individual building component, not a fruss system. Before use, the building designer must verify fine applicability of design parameters and properly incorporate this design into fine overall building design. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members any. Additional temporary and permanent bracing is always required for stability and to prevent collapse with passible personal inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and fruss systems. seeANSVTPII Cua]MMyy Clitoris.OSB419 and SCSI Building Component sabtbnovollobie Y Informatfrom Truss Plate Inmate. 218 N. Lee Street. Suite 31Z Alexandra, VA 22314. MiT®K� 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply LOT 22/61/B INDIAN RIVER E r T17877332 2046337 B06 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 15 13:48:24 2019 Page 1 Scale=1:68.9 5x6 = m nnl o 5x6 = 12 11 3x8 i 3.00 12 5x8 = 2X4 II 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ved(LL) 0.56 14-15 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BG 0.80 Vert(CT) -0.74 14-15 >600 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.75 Horz(CT) 0.38 9 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 2061b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-14: 2x4 SP M 31 WEBS 1 Row at midpt 4-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/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) - Mate CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4507/2700, 3-4=-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=-1793/3455, 12-13=-798/1746, 11-12=-1327/2285,9-11=-1325/2289 WEBS 3-14=-591/486, 4-14=-979/1968, 4-13=-2117/1344, 5-13=-492/75/, 6-12=-019/430, 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: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=51t; Cat. 11; Eta 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 17-0-0, Extefior(2) 17-0-0 to 24-5-12, Interior(1) 24-5-12 to 38-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 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 100lb uplift at joint(s) except Qt=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. Joaquin VefnPE No,63182 W Tek USA, Inc, FL C9488b/ 8504 Pads Eat EWd, Tampa FL 23610 Date: August 15,2019 � WARN/NG-Vetllytleslgn paremerers and READ N07E5 ON 7N49 ANDWCLUDED MREK REFERANCE PAGE M67473 rev. 1d03Qet5BEF0RE USE Design volitl far use only wltn Mmal�t connectors. this design Is based only upon parameters shown, Ed 6 for an IntlNidu01 builtlln8 component, not a buss system, Before use, the builtling designer must veAry the applicability of design parameters gntl properly Incarparale thad. s tleslgn Into ttIe overDll bull Ing design. Brocing lndi..... B to prevent buckiing of Ind'du., truss web and/0rehord members only. Add,.nal temporary and permanent bradng Mew Is alwOysrequlr.dforetabllity gntl fo prevent collapse with postlble personal Injury gntl property damage. For general guidance regartling Ma fobrlcaflOrt storage, tle"a erection and brocing of trusses and truss systems seeANSVIPI1 peallly Cm�M, D51419 ord BCSI luldbp ComponMt SObly liburn fb.011ob,. from Truss Plot. InstBute. 218 N, WeSheet, Suite 31 P, Alexond4o, VA 22314, 6904 Parka East BNd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 22/61/8 INDIAN RIVER I T77877333 2046337 C1 JACK -OPEN 10 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 15 13:48:25 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-MWcgoc2hNhOpFtelOVTP3T9LleIX5N2TTuVxWynao4 -1-4-0 0-11-4 1-4-0 1 Nil a Scale = 1:7.6 o-n-a n-11-a Plate Offsets (X Y)-- 12:0-1-4 0-0-21 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) 1/dett Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(L-) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Hom(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Horz 2=91(LC 12) Max Uplift 3=-3(LC 1), 2=-226(LC 12), 4=-15(LC 1) Max Grant 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-114 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft;Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joints) 3, 4 except Qt=1b) 2=226. Joaquin Velez PE Afo.66162 %ffek USA,1nc, FL CM 8874 SM Parke East Blvd, Tampa FL Mill Bab: August 15,2019 ® WARNING- verify design Pammei and READ NOTES ON THIS AND /NCLVDEO MITEKREFEBANCE PAGE MUTOTJrev. idgYlgiSBEFOBE USE Design valid for use only with MBeIsfy connectors. This design Is based only upon parameters shown. and Is for an individual building component, not a muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall buldlogdeslgn. Bracing indicated 6 to prevent buckling of Individual muss web and/or chord members only. Addifional temporary and permanent bracing a always required for stability and to prevent collapse with possible personal Injury, and property da8eymyage, For general guidance regarding Me fabrication. storage. Safety lnformanunovollable frorm Truss Plate linnsfiMe. 218 N. Lee Stree suit. 312, A1exlani VA 22314�e� 05E49 and SCSI aulOhy Component Mew Tampa, FL 33610�0 Job Truss Truss Type r Cry Ply LOT 2216118 INDIAN RIVER T77877334 2046337 Clip Jack -Open fi 1 Job Reference (optional) ouuuers nrsrauwae tmmIL Illy, ry, rider Illy, rc- aoaar, e.eau s ew w m I a NII I ex maushnes, Inc. I m Hug I* m:va:eo zu ro rage 1 Scats =1:7.6 LOADING (psl SPACING- 2-0-0 CSI. DEFL. in (loc) 11detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) 0.00 5 >999 240 MT20 2441190 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 rva n/a BCDL 10.0 Code FBC2017yrP12014 Matrix -MP Weight: 5 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-3-0, 4=-15/Mechanical Max Ho¢ 2=91(LC 12) Max Uplift 3=-6(LC 9), 2=-246(LC 12), 4=-21(LC 17) Max Grav 3=17(LC 12), 2=158(LC 1).4=37(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 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=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone; porch left exposed;C4: for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP Ni crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 3, 4 except Qt=lb) 2=246. Joaquin Vsiu lrE No.00162 Waif 11.19A, Inc, FL CM $634 6M Parks East Blvd, Tampa FL 32010 Data: August 15,2019 AWARNING -Veritydes/gnPammetersandREAD NOTESONTNASAND INCLUDED ArriREFERANCEPAGE M674"i lasavIDISBEFORE USE Design valid for use only with Mier connectors. This design b based only upon parameters shown, and Is for an Individual building component, not a huss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate Me design Into the overoll building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for slablllN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa erlCatlon storage, delivery, erection and bracing of trusses and truss systems, seeANstiI QuipyCelli DSB49 and BCSI Building Component Sably Indomrolbmvarable from Truss Rare Institute. 218 N. Lee Street. Suite 312. Maxio. on VA 223IA. nil WOW 69" Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type Cry Ply LOT 22161/8 INDIAN RIVER ' T17877335 2046337 C3 JACK -OPEN 10 1 Job Reference (optional) Builders FiraSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 15 13:48:26 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-9r4_28chShptOPSrs60ixHOJ4hz1 GvcBi7d2Tyynao3 16 Scale = 1:12.7 Plate Offsets(XY)— 12:0-4-40-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Ved(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/TP12014 Matdx-MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (I olsize) 3=60/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Hom 2=152(LC 12) Max Uplift 3=-62(LC 12), 2=-183(LC 12) Max Grav 3=65(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; Irl B=45ft; L=24ft; eave=4ft; 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 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 rlonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (1t=lb) 2=183. Joaquin Velez PE No,6313Y Ml USA, Ina FL Cod 6834 8904 Pavlof East Blvd, Tampa FL 31616 Date: August 15,2019 WARNING -V nfydeslenparametersand REA0N0TES ON TNISAND INCLUDED MnEKREFERANCEPAGEJU&7=.. lMA311015SEFORE USE Design valid for use only with Mirek® connectors. this design 6 based only upon pammeters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must will the applicability of design parameters and properly Incorporate this design into the overall buiidingdedrin. Brocing lntlicoted is to prevent buckling of individual Muss web and/or chord members only. Additional temporary antl permanembmcing Is always required for stability and to prevent callapse with rs possible peonal injury property propedamage. For general guidance regarding the fabrication, storage, delloery, erection and bracing of busses and truss systems seivai tP11 Qua[math, 115e29 and SCSI Building Component Safety Infommtbnovoiloble from Truss Rate Institute. 218 N. We Street, Suite 312, Alexor lo. VA 22314. a 69M Pare East Blv& Tampa. FL 33610 Job Truss Truss Type Cry Ply LOT 22/61/8 INDIAN RIVER ' T17877336 2046337 C3P Jack -Open 6 1 Job Reference (optional) nuiiaers rlrstcource trial's ury, rL), ran t.Dy, rL- JJbbr, a.z4V S Jun4 LUIV Ml l ex mGusmes, ntc. nu Hug lb lJ:4n:[r Luiv rage T Scale = 1:12.7 2-11-4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ved(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 VerI(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017ITP12014 Matdx-MP Weight: 12lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-3-0, 4=30IMechanical Max Hom 2=152(LC 12) Max Uplift 3=-73(LC 12), 2=-245(LC 12), 4=-45(LC 9) Max Grav 3=60(LC 1), 2=195(LC 1), 4=49(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exierior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-10-8 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 lost bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to tress connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except 011=11b) 2=245. Joaquin Vela PE No,88182 Mil USA, hie, FL Can 8836 ON Parke East Si Tampa PL 91818 Date; August 15,2019 ® WARNING- Vetlrytles(gnparametersand READNOTES ON TNISAND NCLUDED MREKREFERANCEPAGEM10-74Pa ree 16140120159EFORE USE Design valid for use onlywith Wads connectors. nhis design Is based only upon parameters shown. and Is for an Individual building component, not 0 MuSo system. Before use, the building designer must verify the applicabiltyofdeslgn parameters and properly incorporate this design Into the overall building design, Bracing Indicate! b to prevent buckling of individual lass web and/or chord members only. Additional temporary and permonent bracing Is always required for stability and to prevent collapse with possible personal injury antl property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of fosses and foss systems, seeANSVWII Cualfly CRAW, DSB49 and BCSI Building Component Safety lnfonnalbnovolloble from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexantlria. VA 22314. rr�� MII'Ak 6904 Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type Ply LOT 2216118 INDIAN RIVER ET77877337 2046337 C5 Jack -Open =10 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 3x4 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 15 13:48:28 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-5ECkTgexzl4bgibD X2AOh5bbVaVko6U9R69Yrynaot Scale = 1:17.6 Plate Offsets (X Y)-- [2:0-1-4 0-0-21 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.48 Vert(L-) 0.06 4-7 >992 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Ven(CT) -0.06 4-7 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 HOR(CT) -0.00 3 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 18111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (Ithsize) 3=114/Mechanical, 2=262/0-8-0, 4=57/fvlechanical Max Horz 2=214(LC 12) Max Uplift 3=-128(LC 12), 2=-196(LC 12) Max Grav 3=122(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. 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; B=45ft; L=24tt; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0. Interiar(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 nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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 100lb uplift at joint(s) except 01=11g) 3=128, 2=196. 7) 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. Joaquin Win PE 110,63132 WiTak USA, hie, FL CS46824 69M Pf Fast BpFd,Tampa FL72g10 Dew, August 15,2019 ® WARNING-Vedrydealgn parameters and READ NOTES ON THISAND INCLUDED MR£KREF£RANCEPAGEM➢-74YJmv. IG=s015BEFORE USE Design valid for use only with Mfak® connectors. This design is based only upon parameters shown. and is for an individual building component not a muss system, Before use. the building designer must verify the appllcoblllty of design parameters and property Incorporate this design Into the overall building tleslgn. Bracmg Indicated is to prevent buckling of lndNlducl muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collome with possible personal Injury and property damage. For general guldance regarding the fabrication. storage, delivery, erection and bracing of trusses and huss systems. seeANSUIPII Quarrmyy Criteria. DSB49 and SCSI Building Component Safety InformotlarWoilable from Truss Plate Institute, 218 N. Lee Sheet, SuBe 312, Alexandria. VA 22314. six" Welk' 69N Parke East Bind. Tampa, FL 33610 Jab Truss Truss Type Oty Ply LOT 22/61/8 INDIAN RIVER E ' T1787733B 2046337 CSP Jack -Open 6 1 Job Reference (optional) builders FlrstbourCa (Flare Glty, FL), Plant lily, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 15 13:48:28 2019 Page 1 ID:GZkZSXBELDNJdiXs77WskOzGxTm.5ECkTgexzl4bgibD](2AOh5YzVXpko6U9R69Yrynaol Scale=1:17.6 Plate Offsets (X,Y)— 12:0-0-00-0-41 LOADING (pat) SPACING- 2-0-0 CSL DEFL. in floc) Well Ud PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TO 0.65 Vert(LL) 0.14 4-7 >431 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.12 4-7 >490 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-AS Weight: 18lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ito/size) 3=114/Mechanical, 2=26210-3-0, 4=57/Mechanical Max Horz 2=214(LC 12) Max Uplift 3=-145(LC 12), 2= 300(LC 12), 4=-81(LC 12) Max Grav 3=114(LC 1), 2=262(LC 1), 4=86(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. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; B=45f ; L=24f; eave=6f; 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 4-10-8 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 pat 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) Dealings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 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 joini(s) 4 except (it=lb) 3=145,2=300. 7) 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. Joaquin Viva PE No.63162 L9T4k USA, Inc. FL Can 6634 114MIl rW Earl 810. Tampa FL 33616 Bat.: August 15,2019 WARNING-VeIWd slgnPerametersaad READ NOTES ON TWSANOINCLUDED MBEKREPERANCEPA0EM1F74Tara1 111,10.34o1SBEFOREUSE Design valid for use only with Mrelell, connectors, This design Is based only upon parameters shown, and is for an Individual building component, not a hues system. Before use, the building designer must verify the oppllcobility of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing B 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 huss systems, seeANSVrpll QUoTIMyCriteM. DSM9 and SCSI Bu9dhsg Component Sahp Nformatbrsavoiloble from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexondrlo. VA 22314. �/ IY/�0�• 6904 Pade East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 22/61/81NDIAN RIVERE ' T17877339 2046337 D01 Hip Truss 1 1 Job Reference o banal builders First30urce (Fleet Gny, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. 15 13:48:29 2019 Pagel a 5.6 i IN 19 8xl4 MT20HS = 4x6 = 3.9 = 4z6 = 3x4 = 4z6 = 3-2-12 ]-0.0 13-0-0 16-9-4 20-0-0 3-2.12 3-9-4 B-0-0 3-&4 3-2-12 Scale=1:36.9 Plate Offsets (X Y)-- f4:0-3-0 0-2-71 15:0-10-8 0-1-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.21 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.23 9-17 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Hom(CT) 0.09 7 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-MSH Weight: 98 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1551/0-8-0,7=1551/0-8-0 Max Hom 2=-149(LC 6) Max Uplift 2=-1301(LC 8), 7= 1301(LC 8) Max Gran, 2=2052(LC 13), 7=2052(LC 14) BRACING - TOP CHORD Sliuctuml wood sheathing directly applied or2-8-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-3895/2481,3-4=-3736/2435,4-5=-3350/2249,5.6=-3734/2434,6-7=-3896/2481 BOT CHORD 2-11=-2060/3565, 9-11=-1967/3351, 7-9= 2060/3454 WEBS 4-11=0/444,5-9=0/444 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=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1301, 7=1301. 8) Girder carries hip end with 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 771 lb down and 597lb.up at 13-0-0, and 771 lb down and 597 lb up at 7-0-0 on top chord. The design/selection of such connection devices) 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 (6). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-4=-54, 4-5=-112(F=-58), 5-5=-54, 12-15=-42(F=-22) Concentrated Loads (lb) Vert: 4=-347(F) 5=-347(F) WARNING. Vemy dealgn parameters and HEAD NOTES ON TN/S AND NCLUDED MREK REFERANCE PA GE MIFT4]a rev. 1 NAY20IS BEFORE USE. sign valid for use only with MflekV connectors. lhis design Is based only upon parameters shown, and Is for on Individual building component, not runs system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me over, iiding design. Bracing indicated late prevent buckling of Intlividual trussweb and/or chord members only. Additional temporary and permonen' always required for stability and to prevent collapse with possible persona Injury and property damage. For general guidance regarding the Acation, storage, delivery, erection and bracing of trusses and cuss systems seeANSUIPl1 Quality CRMdo, DSB49 and BCSI Building Camponr n l.ty Informatbnavoilable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. J03491H Velez PE 1110,631112 Milk USA, file, FL Con66M 09Parka East Slvd.Tall" FLX610 Dew, August 15,2019 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type r , pty Ply LOT 22/61/8 INDIAN VER E RI T17877340 2046337 D02 Hip Truss 1 1 Job Reference (optional) Builders FirsiSource (Plant City, FL), Plant City, FL- 33557, 8.240 s Jul 142019 MiTek Industries, Inc. Thu Aug 15 13:48:30 2019 Page 1 Scale=1:37.1 46 = 4x6 = 3x6 = 3x4 = rxo — 3.4 = 3x6 = 9.0-0 2-0-0 9-0-0 LOADING fast) SPACING- 2-0-0 CSI. DEFL, in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.14 9-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.2811-14 >844 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Hon(CT) 0.03 7 rda n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 951b 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=812/0-8-0, 7=812/0-8-0 Max Horz 2-184(LC 10) Max Uplift 2=-531(LC 12), 7=-531(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1271/960, 3-4=-980/727, 4-5=-827/719, 5-6=-980/727, 6-7=-1271/960 BOT CHORD 2-11=-722/1123, 9-11=-351/827, 7-9=-748/1122 WEBS 3-11=-381/441, 4-11=-110/285, 5-9=-110/285, 6-9=-382/441 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=45h; L=24ft; eave=4ft; 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-e-0 to 9-0-0, Extedor(2) 9-0-0 to 15-2-15, Interior(1) 15-2-15 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 set bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=531, 7=531. 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. Jaaquln Velez PE N08102 MiTek USA, fee. FL Cen 0004 0494 Parke East SIvd. Tampa FL 3M 0 Oats: August 15,2019 ® WARNING -Verity d wIgn paremetersand READ NOTES ON THIS AND INCLUDED MREKBEF£RANCEPAGEMIF7473 rev. ILLrpY1015BEFONE USE Design volld for use only with MRe& connectors. This design 6 based only upon parameters shown. and is for an hdividuol building component not a Huss System. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building deslgn. siccing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ��®k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery. erection and bracing of tiusses and truss systems seaANSVTFIT Cua]Mryyy CIBnh.OSB4e antl SCSI Buedhp Component Safety InformallmnvaJable from Truss Plate Institute, 218 69N Parke East Blvd. Tampa, FL 33610 N. Lee Street. Suite 312, Alexandra. VA 22314. Job Truss Truss Type r Oty Ply LOT 22/61/8 INDIAN RIVER r T77877341 2046337 D03 COMMON 2 1 l Job Reference(optionalli Builders FirstSource (Plant City, FQ, Plant City, FL- 33557, 8.240 s Jul 142019 MiTek Industries, Inc. Thu Aug 15 13:48:312019 Page 1 21 Scale=1:36.5 46 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = Im 0 Plate Offsets (X,Y)— 12:0-1-4,0-0-21 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 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 BCLL 0.0 ' Rep Stress [nor YES WB 0.24 Hom(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 95111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ih/size) 2=923/0-8-0, 6=923/0-8-0 Max Horz 2=202(LC 11) Max Uplift 2=-593(LC 12), 6=-593(LC 12) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) 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-lD=-317/568,3-10=-306/369 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124ni TCDL=4.2pst BCDL=6.Opsh h=25h; B=45ft; L=24ft; eave=4ft; Cat. II; Exp 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 10-0-0, Extedor(2) 10-0-0 to 13-0-0, Inledor(1) 13-0-0 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=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. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-4=-54, 4-7=-54, 10-11=-20, 8-10=50, 8-14=-20 Joaquin Velez PE NGOV12 68rek USA, o e, FL CM AB3f 8904 Parke East Shid. Tampa FL23810 Die August 15,2019 A WARNING- Vedlydeslgnparsmetemand READ NOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGEm674n rev. 1,14012915BEFORE USE Design volld for use only with M6ekO connectors. This design Is based only upon parameters shown. and Is for an hilly duol building component, not a huss system. Before use, the building designer must verity the applicability, of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated is to prevent buckling of lndMdual trussweb and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible person? injury and property damage. For general guidonceregording the fabricotlon, storage, deWery, erection and bracing of trusses and huss systems seeAN501P11 Quality Criteria, OSS419 and BCSI Balding Component 69" Parke East Blvd. Sabty Inlalmalbrrno0oblehem Truss Flote Initltute. 218 N. We Sheet. SuBe 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Oty Ply LOT 22/61/8 INDIAN RIVER � r T77877342 2046337 D05 �TrussType Common 4 1 Job Reference (optional_ Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 1513:48:32 2019 Page 1 ID:GZkZSXBELDNJdjXs77W skOzGxTm-_7RFIBhR1Xal8Kv7DM76BXGH16q7gZc4424Mgcynanz -1.4-0 5-8-1 10-0-2 14-15 -320-G-0 h4-0 5-8.1 a3.15 4.3.15 5-8-1 a Seale = 1:35.9 46 = 3x6 = 5xB = 3x6 = 10-0-0 20-0.0 10.0-0 I 10.0.0 �o Plate Offsets (X,Y)-- 12:0-2-12,0-1-81. 16:0-6-0,0-0-21. f7:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Ven(LL) -0.16 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Veri -0.34 7-10 >713 160 BCLL 0.0 ' Rep Stress Incr YES WE 0.22 Horz(CT) 0.03 6 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 88 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=738/0-8-0, 2=814/0-8-0 Max Harz 2=199(LC 11) Max Uplift 6=-412(LC 12), 2=-535(LC 12) FORCES. gla) - Max. Comp./Max. Ten. -All forces 250 gla) or less except when shaven. TOP CHORD 2-3=-1216/839, 3-4=-934/649, 4-5=-934/677, 5-6=-1223/867 BOT CHORD 2-7=-651/1061, 6-7=-650/1070 WEBS 4-7_ 320/589, 5-7= 377/409, 3-7=-367/399 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. 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=45ft; L=24ft; eave=6ft; 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, Extedor(2) 10-0-0 to 13-0-0, Interior(1) 13-M to 20-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at loint(s) except at=lb) 6=412,2=535. 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. Joaquin Velez PE//103162 MiTek USA, fne, FL DM 88:/ 6373 Perko East Blvd, Tampa FL $2610 Date: August15,2019 A WARNING-Vedtytlesrgnparamermse dflEADNOTE5 ON 7NISANDWCLUDEDMREKRUF ANCEPAGEMX74TJrev. 1d1a2015BEFOBE USE Design valid for use onlywith MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a trusr, system. Before use. the building designer must verily me applicability of design parameters cod property Incorporate finis design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for Mal and to prevent collapse with possible personal Injury and property damage. For general guidance regartling the fabrication, storage, delNery, erection and bracing of trusses and hue systems seeANSVTPlt Qua' CRMdo, D3549 and SCSI building Component Saby b/emrafbrpvalable from Truss Plate Insill 218 N. Lee street. Suite 312 Alexondrlo, VA 22314. Mew 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type LOT 22/61/B INDIAN RIVERET17877343 ` 2046337 E7 JACK -OPEN TRUSS 7327 1 Job Reference (optional) Builders RrslSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MTek Industries, Inc. Thu Aug 15 13:48:33 2019 Page 1 ID:GZkZSXBELDNJOIXs77WskpzGxTm-SB?dWXi4od=TUBm4eLjloLgW DIP3LDJigwC2ynany 7-0-0 scale=1:22.6 Plate Offsets (X,Y)-- 12:0-2-10,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ven(LL) 0.18 4-7 >459 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Ven(CT) -0.20 4-7 >413 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Maldx-AS Weight: 241b 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. REACTIONS. (lb/size) 3=169/Mechanical, 2=336/0-8-0, 4=et/Mechanical Max Ho¢ 2=278(LC 12) Max Uplift 3=-193(LC 12), 2=-217(LC 12) Max Gras, 3=181(LC 17), 2=336(LC 1), 4=122(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; SCDL=6.0psf; h=25ft; B=45ff; L=24ft; eave=4ff; Cat. II; Ex , C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 3=193, 2=217. 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. JoagolnVelez lag 111 08182 W ilik USA, Ire, FL Cert 6634 SM Parke East Blvd. Tamps FL $3810 Oats: August 15,2019 AWARNWG- Vvhydes11npardme1oh,.d READN07ES ON THZMDWCLUDEDMn KREFERANCEPAGEM&747amv. 10=015BEFORE USE PAW Design valid for use only with MireWconnectoa. This design Is based only upon parameters shown, and Is for on Individual butding component, not a truss system, Before use, the building designer must verity the appllcablllh 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 MWfek' Is always leaded for stability and to prevent Collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of husses and truss systems, seeANSVIPII Cuail"Myy Cmeao, DSB49 and SCSI Building Component Safety mfomnationavailable from 6904 Parke East BNtl. Tampa, FL 33610 Truss Plate Insfinde, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Job Truss Truss Type , 1 ply Ply�Job 4 1 T77877344 �INDP'ANnaRj)WERE 2046337 E7P JACK -OPEN TRUSS 4 Builders FirstSoume (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 Mi rek Industries, Inc. Thu Aug 15 13:48:33 2019 Page 1 ID:Bmo80Y4kHbUgaVseggBNcuzGcXk-SB?dWXi4odumTUBm4eLjloLc W DnP3LDJigwC2ynany -7-4.0 4-4-10 7-0-0 7-'a 4.4-10 2-7-6 Scale = 1:22.6 Plate Offsets (X Y)-- r2:0.9-0 0-1-51 LOADING (psf) SPACING- 2-0-0 CsL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ven(LL) 0.19 4-6 >441 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.16 4-6 >510 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=146/Mechanical, 2=336/0-3-8, 4=104/Mechanical Max Harz 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 (Ib) 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=4ft; 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 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 fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 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. Joaquin Vela PE 11103192 111111fak USA, Inc, FL Cod 8iM GM Parke East Blvd, Tampa FL 3381E Daze: August 15,2019 A WARNING-Ve"iydealgnpam,muer..rid AD NOTES ON MIS AND INCLUDWMITEKREFENANCEPAGEMIP7473ree 10NM015SEFORE USE Design valld for use only with M7ek® connectors. This design u based only upon parameters shown. and Is for an Individual building component. not a buss system. Before use. the building designer must verify Me applicability of design parameters and popery incorporate this design Into Me overall 12 building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only, Additional temporary and permanent bracing M eK Is always required for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regarding Me fabrication, storage, del ,ery, erection and bracing of trusses and truss system% seeAN6r/iPiI QualSy Cdledv, DSO-09 and SCSI Building Component 69m4 Padre East Blvd. Solery Ir110Ima1bn.Noiloble from Truss Plate Institute, 218 N. We Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 7 Job Truss Truss Type , 1 Cry Ply LOT 22/61/81NDIAN RIVER a T17877345 2046337 HfiP DIAGONAL HIP GIRDER 1 1 Job Reference (optional) launders hmgbource (F Iant Lily, YL). Fiant fnty, FL- 33567, 8.240 s Jul 14 2019 MiTek Industnes, Inc. Thu Aug 15 13:48:34 2019 Page 1 Scale a 1:20.5 4-9-8 4-2-0 LOADING (psf) SPACING- 2-M C51. DEFL in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Ved(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 391b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=184/Mechanical, 2=35810-3-0. 5=296/Mnlranical Max Hom 2=284(LC 8) Max Uplift 4=-223(LC 8), 2=-446(LC 8), 5=-297(LC 8) Max Gray 4=218(LC 13), 2=358(LC 1), 5=296(LC 1) FORCES. (Ib) - Max Comp./Max Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 2-3=-594/459 BOT CHORD 2-7=-638/547,.6-7=-638/547 WEBS 3-6=-603f703 NOTES- 1) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opst h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except jI=1b) 4=223, 2=446, 5=297. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-54 Trapezoidal Loads (plQ Vert: 2=0(F=27, B=27)-to-4=-121(F=-33, B=-33), 8=0(F=10, B=10)-to-5= 45(F— 12, B=-12) Joaquin Valaa PE 1/402163 MiTak USA, Inc. FL Carl 6634 6904 Pads East Blvd, Tampa FL 22810 Data: August 15,2019 WARNING- yk,11 slgp parsmetersaad BEAU NOTES ON TN/SANOWCLUOEOM/TEKREFEBANCE PAGE M&74M rev. 1693,2015BEFOFEUSE Dedgn valid for use only with IvI lc® connectors. This design Is based only upon parameters shown, and Is for an Individual burring component, not a truss system. Before use, the building designer must verity the oppllcablliry of design parameters and properly Incorporate this design Into the overall bulldingoedgn Brocing Indicated is to prevent buckling of individual hose web and/or chord members only. Additional temporary and permanent bracing Mew Is always required for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the fobricallon, storage, delivery, erection and trading of trusses and truss systems seeANS"lt Googpl1ys. Criteria, DS549 and BCSI Building Component Safary N/armotbm,olloble from 69M Parke East Blvd. Tampa, FL 33610 Truss Rate Institute. 218 N. Lee Street. SUI9312 Alexandria. VA 2231d. Job Truss Truss Type , e , Ory Ply LOT 2216118 INDIAN RIVER T17877346 2046337 H7 DIAGONAL HIP GIRDER 5 1 Job Reference (optional) CUilaera Hrel6aurae plant Ury, FL), I'lam Uty, I-L - 33567, 8.240 s Jul 14 2019 MiTek Industnes, Inc. Thu Aug 15 13:48:35 2019 Page 1 Scale=1:22.0 4-10-0 4-11-0 0-1-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.09 6-7 >999 240 W20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Hom(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=146/Mechanical,2=402/0-11-5,6=297/Mechanical Max Ho¢ 2=278(LC 8) Max Uplift 4=-172(LC 8). 2=-465(LC 8), 6=-302(LC 4) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-684/685 BOT CHORD 2-7=-774/653, 6-7=-774/653 WEBS 3-7=-122/263, 3-6=-693/822 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45tt; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) na 3) This truss has been designed fora 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. 5) Bearings are assumed to be: Joint 2 SVP No.2 crushing capacity of 565 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (1t=lb) 4=172, 2=465, 6=302. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 37 lb down and 52lb up at 1-5-12, 37 lb down and 52 lb up at 1-5-12. 6lb down and 82 lb up at 4-3-11. 6 Ib down and 82 lb up at 4-3-11, and 451b down and 129 Ito up at 7-1-10, and 451h down and 129 lb up at 7-1-10 on tap chord, and 37 lb up at 1-5-12, 37 lb up at 1-5-12. 6Ib down and 56 Ib up at 4-0-11, 6 lb down and 561b up at 4-3-11, and 34 lb down and 60 lb up at 7-1-10, and 34 lb down and 80 lb up at 7-1-10 on bottom chord. The designtselection 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 from (F) or back (B). LOAD CASE(5) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p[Q Vert: 1-4=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 11=105(F=52, B=52) 12=-4(F=-2,B=-2) 13=-90(F=-45,8=45)14=35(F=17, B=17) 15=-12(F=-6, B= G) 16=-47(F=-24, B=-24) Joaquin Voltz PE 1108192 MITek USA, Inc. FL C06694 6904 Parkr East Blvd. Tampa FL 91810 Data: August 15,2019 AWARNING-Veritytle gnparametereendREADNOTES ONTH/SANDDICLUDEDMDEKREFERANCEPAGEM04473.170II2015BEFORE USE Design valitlforuse oNy with MRe'.® connectors. This tla' bb0 aI only upon parameters shown antl Isfor an Intlivitlual bulltling Comp on a kuss system. Before use, me bulltling tlesigner must verity the applicability of design parameters antl property Incorporate this design Into the overall bulldl gtleslgn. Bracing Indicated is toprevent buckling of lncivldu.Ih --.b andl.r chord memberaanly. Addalonol temporary and permanent brocing Wel Is always rBqul ad,., stablI Nand to prevent collapse with pcsbie Dersonal in jury antl property tlamage. For general gultlance regartling the tobrtcollon, storage, tlelNery, erecnon and brocing of trusses and truss systems, seeAN56It Cupply Cra.ro DS049 and aC41 Bua 'a Gmponml 6904 Parke East Blvd. Smrrty Inletmv8orsavoilobie from Truss Mote Yn1".. 218 N. Lee Street 3uke 312 AlexonWo. VA 22314. Tampa, FL 33610 Job Truss Truss Type t 1 Qty Ply LOT 2216118 INDIAN RIVER E < y T17877347 2046337 1-17P Diagonal Hip Girder 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 1513:48:36 2019 Page 1 Scale =1:22.2 1; . 3x4 = 5-2-5 9.10-13 5-2-5 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LQ 0.05 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC a50 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(CT) 0.01 5 n/a r/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 43 lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=598/0-4-15, 5=398/Mechanical Max Harz 2=278(LC 8) Max Uplift 4=130(LC 8), 2=-414(LC 8), 5=-192(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-939/373 BOT CHORD 2-7— 506/861, 6-7=-506/861 WEBS 3-7=-3/318,3-6=-935/549 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 4=130, 2=414, 5=192. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51b down and 3lb up at 1-4-11, and 56 It, down and 32 Ito up at 4-2-10, and 100 lb down and 56 Ile up at 7-0-9 on top chord, and 14 lb down and 8lb up at 14-11. and 44 lb down and 25 to up at 4-2-10, and 74 lb down and 42 Ito up at 7-0-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11= 5(F) 12— 56(F) 13=-100(F) 14=-14(F) 15=44(F) 16=-74(F) Joaquin Vi rW PE ND,89192 61tfokU9A, lno. FL Ct1R8891 09 Fark/ EW 81v9, Tampa FL J M9 Datr, August 15,2019 ®WARNING-Vanlyde 9riparamets..rtdREADNOTES ONTN/SAND/NCLUDMUffEKNEFERANCEPAGEM674)Jrev.faNYL015BEFORE USE. Design valid for use only with Ivi connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulldingdestgn. Bracing Indicated is to prevent buckling of Individual hrWi eb and/or chord members only. Additional temporary and permonentbrocing Is always tegWed 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 masses and truss systems, seeANSUIPtt Quality Cmnm, Dili and SCSI Building Component SaM1p Inlortnalbtxrvailable ham Truss Plate In5liNte. 218 N. tee Street, Suite 312, Alexontlrlo, VA 22314. I1al y� Itl111®k 69M Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type ,L 1 k City Ply LOT 22/61/8 INDIAN RIVER T77877348 2046337 L05 Hip Truss 1 1 Job Reference (optional) Builders Firssource (Plant City, FL), Plant City, FL- 33567, 8.240 a Jul 142019 MiTek Industries, Inc. Thu Aug 15 13:4B:37 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-KzFBMNas3CJF5ny?viHubz237VRLpopEKo7Lpynanu -1-4-0 4-6-9 9.0-0 11-0-0 15-5-7 20-0.0 21-4-0 1-4-0 T6-9 45-] 2-0-0 4-5-] Scale=1:37.1 46 = 46 = Ig 4x6 = 3x4 = 4x6 = 3x4 = Oxfi = 9.0-0 2-60 9-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(L-) 0.47 9-17 >510 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.39 9-17 >615 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) -0.04 7 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 951b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=81210-4-0, 7=812104-0 Max Horz 2=-184(LC 10) Max Uplift 2— 960(LC 12). 7=-960(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1271/2380, 3-4=-981/2009, 4-5=-828/1869, 5-6=-981/2009, 6-7=-1271/2380 BOT CHORD 2-11=-2056/1121, 9-11=-1501/828, 7-9=-2082/1121 WEBS 3-11=,358/665, 4-11=-717/285, 5-9=-717/285, 6-9=-358/665 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24fl; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interfor(1) 1-8-0 to 9-0-0, Exterior(2) 9-0-0 to 15-2-15, Interior(1) 15-2-15 to 21-4-0 zone; porch left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) 2=960, 7=960. 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. Joaquin Velea PE Na.08182 MiTek USA, Inc, n Con 6634 0431 Parke East Blvd, Tampa FL JU10 Date: August 15,2019 N WARNING- VeNty ae9Sn Para mefersand READNOTESON MN ANDSCLUDEDMI KREFERANCEPAGEMIP74"... lG DISBEFOREUSE RAW Design valid for use only with M7ekO connectors. This design Is based only upon parameters shown. and Is for an individual building component. not 0 Muss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing always required for stability and to prevent collopse with possible personal injury and property damage. For general guidance regarding the fabrlcaMorl storage. tlalNery. erection and bracing of trusses and truss systems weAftligr II CualIryTy CrlNda. DS549 antl SCSI Bell Component Sably Nlonnalbmvoilobiefrem Truss Rate Institute, 218 N. Lee 3hee1.3uRe 312. AJexontlria VA 22314. Mew 69N Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type L,rA R Oty Ply LOT 22/61/11 INDIAN RIVER T77877349 2046337 L06 Hip Truss 1 1 Jab Reference (optional) nunders Firstsource (ream ury, FL{, riam City, FL- 33baf, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Aug 15 13:48:38 2019 Page 1 1, 4.6 = 18 Sx8 = 34 = 4xe = 3x4 = 3z6 = 3x6 = 32 713.0.0 16.9-4 20.0-02 4 I 6-0-0 ri scale=1:36.9 ]g Plate Offsets (X,Y)— 12:0-0-0 0-0-21 14:0-3-e 0-2-01 f5:0-5-8 0-2-41 f7:0-0-0 0-0-21 LOADING (psf) SPACING- 2-" CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.99 Vert(LL) 0.37 9-11 >650 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) 0.29 9-11 >834 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.30 Horz(CT) -0.10 7 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 98lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 4-5:2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1551/0-4-0,7=1566/0-4-0 Max Harz 2=-149(LC 23) Max Uplift 2= 1626(LC 8), 7=-1642(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2929/2910, 3-4=-2764/2792, 4-5=-2483/2591, 5-6=-2796/2826, 6-7=-2961/2945 BOT CHORD 2-11=-2472/2580, 9-11=-2340/2510, 7-9=-2503/2610 WEBS 3-11=-279/373,4-11=-688/784, 5-9=-669/775, 6-9=-281/373 Structural wood sheathing directly applied. Rigid ceiling directly applied or 3-4-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25tt; B=45tt; L=24h; eave=4f : Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonco rcurrent with any other live loads. 5) • This truss has been designed fora live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=1626,7=1642. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 209lb up at 7-0-0, 152 lb down and 203 Ib up at 9-0-12, and 152 lb down and 203 lb up at 10-11-4, and 202 lb down and 371 lb up at 13-M on top chord, and 453lb down and 283 lb up at 7-0-0, 99 lb down and 123 lb up at 9-0-12, and 99 lb down and 1231b up at 10-114, and 453 lb down and 283lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 14=-54, 4-5=-54, 5-8=-54, 12-15=-20 Concentrated Loads (lb) Vert: 4=-92(B) 5=-142(B) 11=453(B) 9=-453(B) 18=-92(B) 19=-92(B) 20=-84(B) 21=-84(B) Jeaqufn Velez PE No,66102 K&Toff USA, Me, FL C046634 NU Farke East Blvd, Tampa FL 12610 Dare; August 15,2019 AWARNING- Ve617deSS9n Panmeferaand NERD NOTES ON TNISAND INCLUDED Mr Tie REPERANCEPAGEMIP74M rev. 10,032a1SBEPORE USE *� Design valid for use only with MRek® connectors. this design Is based only upon parameters shovel and Is for an Indbkluot butting component, not a truss system. Before use, the butding designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of lndlvkluol muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Nlury and property damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing of anuses and muss systems. seeANSVrPII OuoOy CdMrlo, DS549 and BC81 Building Component 6904 Palle East BNd. Solely Inlotmalbrmatcble from Truss Plate Institute. 218 N. tee street. S.R. 312. Alezondda. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 37rc 4 Center plate on joint unless x y offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. W/1 Or For 4 x 2 orientation, locate plates 0-1ria from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots, Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or `ly/// 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. Mln size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown in sixteenths scale) IIII (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 NUMBERS/LETTERS. PRODUCT CODE APPROVALS. ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/rP1 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved Mfrek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. dlagonal 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/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated 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 requlre lateral bracing at 10 ff. spacing, or less, if no ceiling Is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criferla.