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mil• h• �- . 3 PANNE® BY R FCET\1F) St Lucie County MiTek RE: 75033 JULA: ' MiTek USA, Inc. RICCIO 6904 Parke East Blvd. ST. Lucie County, Permitting Tampa, FL 33610-4115 Site Information: Project Customer: GROUP ONE CONSTRUCTION Project Name: 75033 Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY' State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 i Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 170 mph, Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7 Roof Load: 45.0 psf Floor Load: N/A psf This package includes 54 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, l hereby certify that I am the Truss Design Engineer -and this index sheet conforms to 61Gil 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date , No. Seal# Truss Name Date 1 T13800202 a 4/18/18 - 26 T13800227 gi 4/18/18 2 T13800203 al 4/18/18 127 T13800228 gra 4/18/18 3 T13800204 a2 4/18/18 28 T13800229 grb 4/18/18 4 T13800205 a3 4/18/18 129 T13800230 grc 4/18/18 5 T13800206 a4 4/18/18 - 30 131 T13800231 grd 4/18/18 6 T13800207 a5 4/18/18 T13800232 grg 4/18/18 7 T13800208 a6 4/18/18 32 T13800233 9,rj 4/18/18 8 T13800209 a7 4/18/18 33 T13800234 li 4/18/18 9 T13800210 a8 4/18/18 34 T13800235 I1 a 4/18/18 10 T13800211 a9 4/18/18 1 35 T13800236 13 4/18/18 11 T13800212 a10 4/18/18 36 T13800237 Pa 4/18/18 12 T13800213 ata 4/18/18 37 T13800238 13b 4/18/18 13 T13800214 b 4/18/18 38 T13800239 13c 4/18/18 14 T19800215 b1 4/18/18 39 T13800240 15 4/18/18 15 T13800216 b2 4/18/18 40 T13800241 15b 4/18/18 16 T13800217 b3 4/18/18 41 T13800242 15c 4/18/18 17 T13800218 b4 4/18/18 42• T13800243 17 4/18/18 18 T13800219 b5 4/18/18 43 T13800244 17c 4/18/18 19 T13800220 b6 4/18/18 44 T13800245 ja 4/18/18 20 T13800221 b7 4/18/18 45 T13800246 1b 4/18/18 21 T13800222 c 4/18/18 46 T13800247 kj3 4/18/18 22 T13800223 c1 4/18/18 47 T13800248 k17 4/18/18 23 T13800224 c2 4/18/18 48 T13800249 kl7c 4/18/18 24 T13800225 c3 4/18/18 49 T13800250 kja 4/18/18 25 T13800226 g 4/18/18 50 T13800251 mv2 4/18/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification * t 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 f shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek 'customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or 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. Joa, �llu n � �,Y;t►i �xO QUIN• yF��,��, . j�C EN SF 68182 ;cam STATE OF •:4� Cis.<ORIOP'����`` NAV- '111Itllllll� 6904 Velez P No.68182 SA, Inc. k Cert 6634. `rke EastIBlvd. Tampa Ft.33610 , April 8,2018 1 of 2 c 11 Y RE: 75033 - RICCIO Site Information: Project Customer: GROUP ONE CONSTRUCTION Project Name: 75033 Lot/Block: Subdivision: Address: UNKNOWN City, County: ST LUCIE COUNTY State: FL No. Seal# Truss Name Date 51 T13800252 mv4 4/18/18, 52 T13800253 mv6 4/18/16 53 T13800254 mv8 4/18/18 54 T13800255 mv10 4/18/18 2of2 Job I russ Truss Type 1 ty Ply i T13800202 75033 A ROOF SPECIAL 1 �RICCIO 1 Job Reference (optional) chambers iruss, Inc., FOR Nrero8, FL, UhIAH-6 au s dan o zu) o mn ex muusures. inu. vv eu rui to VH: oo ev io Page I • v 0 4-1-14 4-6-2 3.50 12 A.A 17-6-0 i 20-2-8 ! i 24-0-a 6.6.0 2-6-8 3-9-8 I 5x12 = 3x5 = 3x4 II 4 28 29 5 i6 Scale = 1:80.0 5x12 = 5x12 = 3x5 = 3x6 = 3x4 11 4x5 = 7 8 an ai 9 in A9 11 as 12 23 22 21 20 19 18 17 16 15 14 13 4x5 = 46 = 3x5 = 3x6 = 6x10 = 3x5 = 3x6 = 3x5 = 6x8 = 3x4 I I 3x5 = 3x4 II 40-6-6 i 2-0-02y1r0 11-0-0 i 17.6-0 i 20-2-11 .i 24-0-0 �254.- 32-10.6 i 40.3.11 40-gr12 46-40 1 2.0-00 4 0 8-6-0 6-6-0 1-4-0 7-6-6 7-5-5 0. 1 5.9.10 0-1-10 Plate Offsets (X,Y)-- [4:0-6-0,0-1-121, [7:0-6-0,0-1-121 LOADING (psi) SPACING- 2-0-0 i CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.42. Vert(LL) -0.09 22-23 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.20 22-23 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.02 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.05 15 >999 240 Weight: 247lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-23,6-19: 2x6 SP No.2 WEBS 1 Row at midpt 9-14 REACTIONS. (lb/size) 23=823/0-8-0, 14=1328/0-5-8, 19=2006/0-3-8 Max Harz 23=171(LC 12) Max Uplift 23= 512(LC 12), 14=-985(LC 9), 19=-1044(LC 12) Max Grav 23=874(LC 21), 14=1342(LC 22), 19=2006(LC 1) • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 431/48, 2-27= 333/0, 3-27= 331/60, 3-4= 786/318, 4-28-149/320, 28-29=-149/320, 5-29-149/320, 5-6=-618/1094, 6-7=-618/1094, 8-30=-877/412, 30-31=-877/412, 9-31-877/412, 9-10=-680/402, 10-32=-680/402, 11-32=-680/402, 11-33=-680/402, 12-33= 680/402 BOT CHORD 1-23=-19/420, 22-23=-506/910, 21-22= 319/723, 20-21=-319/723, 19-20-320/174, 17-18=-71/263, 16-17=-70/271, 15-16=-70/271, 14-15=-412/877 WEBS 2-23= 250/340, 3-23=-1017/775, 3-22=-255/222, 4-22=-28/356, 4-20= 1014/543, 5-20=-212/530, 7-18=-327/684, 8-18=-800/397, 8-17=0/270, 8-15=366/692, 9-14=-1345/934, 12-14— 473/811, 5-19=-1207/734, 7-19=-1247/651, 11-14-502/445 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 46-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 512 lb uplift at joint 23, 985 lb uplift at joint 14 and 1044 lb uplift at joint 19. LOAD CASE(S) Standard Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual [wilding component not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/1p11 Qua/9yCdleda, DSO-89 and BCSI6udd/ng Component 6904 Parke East Blvd. Safety Infomlaflorlavaiiable from Truss Plate Institute, 218 N. Lee Street. Suite 312. AiexarlcJda, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 75033 At Roof Special 1 1b [CCIOT13800203 Reference (optional) cnamoers i russ, Inc., rurt rierce, rL ...... I—. i , av iv wu i cn niuwu icy , w� -11. . -I- . ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-am?5ABZn44NJSVOYLGW moHaJpik_12Hr7EBhDVzPsKi 2-4-0 7-8-3 13-0-0 16.7-10 17-6 0 20-2-8 22-0-023-4.0 29.0-4 34-8-8 40-4-12 - i 464.0 � 2-4-0 5-4-3 5.3-13 3-7-10 0-10-6 2-8-8 1-9-8 1-4-0 5-8-0 5-8-4 5-8-4 5-11-4 3.50 F12 5x6 = 3x5 = 5x12 = 3x4 II 5xB = 3x4 11 QvS — 3x6 = 3x4 11 Scale=1:80.0 45 = 3 24 23 22 21 '20 19 18 17 16 15 14 4x5 = 3x6 11 4x5 = 3x8 = 3x6 _ 4z6 = 3x5 = 3x8 = 6x8 = 3x4 11 3x4 11 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.45 Vert(LL) -0.29 15-17 >850 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.60 15-17 >403 240 BOLL 0.0 ' Rep Stresslncr YES WB 0.97 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.11 18-19 >999 240 Weight: 253lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP fv1 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-24,6-20: 2x6 SP No.2 REACTIONS. (lb/size) 24=915/0-8-0, 15=1405/0-5-8, 20=1837/0-3-8 Max Harz 24=206(LC 12) - Max Uplift 24=-560(LC 12), 15= 1005(LC 9), 20= 951(LC 12) Max Grav 24=922(LC 21), 15=1430(LC 22), 20=1837(LC 1) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-344/60, 2-3=-1186/644, 3-4=-683/338, 4-5=-595/357, 5-6= 182/373, 6-7=-182/373, 7-8— 166/359, 8-9=-981/438, 9-10— 981/438, 10-12= 579/312, 12-13=-579/312 BOT CHORD 1-24=-15/335, 22-23— 639/1088, 19-20= 373/206, 18-19=-100/285, 17-18= 108/300, 15-17=-358/666 WEBS 2-24=-812/679, 2-23=-726/1109, 3-22=-542/332, 7-19= 233/429, 8-19=-13161734, 8-18= 202/384, 8-17=-387/842, 9-17= 425/373, 10-17= 229/391, 10-15=-1120/854, 12-15=-448/401, 13-15=-382/724, 6-20=-651/431, 5-22=-291/588, 5-20— 838/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 46-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 24=560, 15=1005, 20=951. Joaquin Velez PE No.68182 MTek USA, Inc- FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANS&vf1 CaalByCt9edd, DSB-89 and BCSI Build/ng Component Tampa, FL 33610 Safety InfoimaBonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Job Truss Truss Type Qty Ply RICCIO T13800204 75033 A2 Roof Special 1 1 Job Reference (optional) Chambers I russ, Inc., hon Nlerce, t-L 0. wa ti rwdr I 1 zu i o rwi i URIruuaur.a, nw. i u. nP. i r ua.u..vo — w ray. , I D:ZAjj3g9PgmbwJN REFeTGgQzRoMs-_LgEpDbfM?muJzk7OO4TPvCpGvp4yPKl pCPLggzPsK_ 21-4-0 2d-0 8-8-4 150.0 2o-0-0 20 -8 28-0-0 34-8-0 40.4-4 46.4-0 2-4-0 6-4-4 6.3-12 5-0-0 0. -8 6-8-0 6-8-0 5-Bd 5-11-12 1-1-6 Scale=1:79.9 C& 3.50 F,2 5x12 = 5x12 = 5x8 MT18HS = 4 31 5 6 7 3x4 II 5x12 = B nn no 0 T co v 12 a I7 22 21 20 19 18 17 16 15 14 13 4x5 = 3x6 11 4x5 = 3x6 — 6x8 = 4x8 = 3x6 __ 3x5 = 3x6 11 4x8 11 3x5 = 3x4 11 21-4-0 2-402 0 a8-4 150-0 20-0-0 2 -8 28-0-0 34-S-o-ao•s-s as-a-o 2-0-0 6-4d 6.3.12 Sao 04.8 6-8-0 6a0 S10.s 59-10 Plate Offsets (X Y)-- [1:0-3-1 Edge] [4:0-6-0 0-1-12] [5:0-0-0 0-1-12] [5:0-4-0 0-2-5] [6:0-1-12 0-0-8] [9:0-6-0,0-1-12], [12:0-6-4,0-0-61, [18:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.10 16-17 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.361 Verl(CT) -0.25 16-17 >972 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.01 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.1616-17 >999 240 Weight: 242lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 2-22,10-13: 2x6 SP N0.2 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 22=760/0-8-0, 18=2124/0-3-8, 13=128610-5-8 Max Harz 22=93(LC 11) Max Uplift 22— 490(LC 12), 18=-1097(LC 12), 13— 812(LC 9) Max Grav 22=837(LC 21), 18=2124(LC 1), 13=1324(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-315/26, 2-3=-969/362, 4-5— 422/951, 5-6= 352/843, 6-7=-503/1092, 7-8= 431/265, 8-9= 431/265, 9-10=-500/249, 10-12= 835/628 BOT CHORD 1-22= 1/298, 20-21— 272/873, 17-18=-951/665, 16-17=-965/676, 14-16— 62/414, 13-14=-477/836, 12-13=-477/836 WEBS 2-22=-738/629, 2-21=-494/831, 3-20=-857/494, 4-20=-103/416, 4-18— 1121/610, 7-17=-387/296, 7-16_ 795/1496, 8-16=-568/485, 9-14=-269/370, 10-14=-693/932, 10-13= 1126/1006, 6-18=-863/507 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 46-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 22=490, 18=1097, 13=812. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the appilcabOtty of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M6Tek7 prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, weANSYMIT QuafByCriferh, DSB-89 and BCSI SuBding Component 6904 Parke East Blvd. Sofoty InfounaHonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply RICCIO T13800205 75033 A3 ROOF SPECIAL 1 1 Job Reference (optional) unamDers I rubs, Inc., r-on coerce, r-L o. IOU a Mal 1 1 GV 1 o Iv"' tl I "'Z M "1' nFl I rayc 1 I D:ZAjj3g9PgmbwJNREFeTGgQzRoMs-SXEcOZcH7Julw7JJa6biy7lx2J5W hrj R2sguLGzPsJz 19-4-0 2-4-0 9-3-0 17-0-0 B-0- 26-0-0 32-&0 40.4-12 46-4-0 24-0 6-11-0 7.9-0 -0 1-0-0 6-8-0 6-8-0 7-8-12 5-11-4 3.50 12 Sx6 = 5x6 5x12 = 3x4 II 5x12 = 4 5 6 7 on of a Scale = 1:81.3 21 20 19 1817 16 15 14 13 12 4x5 = 5x6 = 4x6 — 3x5 = 4x8 = 3x6 _ 5x10 = 3x6 11 4x8 I I 3x5 = 3x4 11 19.4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.22 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.50 15-16 >905 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.09 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.33 15-16 >999 240 Weight:251 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc puilins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-5-13 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 3-18, 8-15, 9-13 2-21,9-12: 2x6 SP No.2, 2-20: 2x4 SP M 30 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 21=1888/0-8-0, 12=2282/0-3-8 Max Horz 21=105(LC 11) Max Uplift 21� 1072(LC 12), 12=-1167(LC 12) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when -shown. TOP CHORD 1-2= 319/74, 2-3= 3709/1924, 3-4= 3197/1757, 4-5=-3004/1747, 5-6=-3124/1805, 6-7=-3178/1819, 7-8= 3178/1819, 8-9= 2247/1185, 9-11=-815/688 BOT CHORD 1-21= 75/335, 20-21=-62/401, 18-20=-1782/3504, 17-18=-147213004, 16-17=-1667/3341, 15-16= 1666/3345, 13-15=-935/2054, 12-13=-416/810, 11-12=-416/810 WEBS 2-21=-1742/1217, 2-20=-1893/3255, 3-20=-211/265, 3-18=-671/348, 4-18=-126/539, 5-17=-636/961, 6-17=-1247/701, 6-16= 336/135, 7-15_ 525/459, 8-15=-902/1366, 8-13=-612/565, 9-13=-1663/2596, 9-12=-2080/1570 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, interior(1) 3-0-0 to 46-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 21=1072,12=1167. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED WEKREFERANCE PAGE MI1-7473 rev. 10/=015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 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, seeANSYMII QualltyCdteda, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. safety fnfonnaHon3vailable from Truss Plate institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city1 Ply RICCIO T13800206 75033 A4 HIP 1 1 Job Reference (optional) cnamoers i russ, Inc., t-orr rierce, r-L O. IJV J -.1 1 1 LV IO M. I tln II IVYJtI I. —I uc -F. I 7-8-1 ' 6-6-0 ' 6-6-0 ' 5-10-13 16-2-6 3-6-13 Scale=1:79.8 3.50 12 5x12 = 3x4 II 5x12 = 4 30 5 31 326 20 19 18 17 16 15 14 13 12 4x5 = 6X8 = Sx6 WB= axe = 3x5 = 3x10 = 3x6 II 4x8 II 3x5 = 46 = Plate Offsets (X Y)-- [2:0-3-8 Edge] [3:0-4-0 0-3-4] [4:0-6-0 0-1-12] [6:0-6-0 0-1-121 [11:0-6-4 0-0-10] f 13:0-3-8,0-1-81, [19:0-3-8,0-3-0], 120:0-0-12,0-2-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.23 16-17 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.55 17-19 >876 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.35 16-17 >999 240 Weight: 247lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-12 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 2-19, 3-17 2-20,9-12: 2x6 SP No.2, 2-19,9-13: 2x4 SP M 30 OTHERS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-6-0 ,REACTIONS. (lb/size) 20=2021/0-8-0, 12=2149/0-3-8 Max Harz 20=11O(LC 11) Max Uplift 20— 1141(LC 12), 12= 1099(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 426/108, 2-3_ 4099/2465, 3-4=-3530/2251, 4-5=-3504/2334, 5-6=-3504/2334, 6-7= 3106/2003, 7-9= 2851/1717, 9-11= 412/327 BOT CHORD 1-20=-115/447, 19-20=-100/516, 17-19— 2296/3865, 16-17=-1932/3320, 15-16=-1664/2921,13-15=-1521/2679,12-13=-158/405,11-12=-1581405 WEBS 2-20= 1875/1399, 2-19= 2277/3496, 3-19= 190/281, 3-17=-621/393, 4-17= 108/456, 4-16=-202/437, 5-16=-512/451, 6-16=-529/862, 7-15= 242/426, 7-13= 651/553, 9-13=-1911/2932, 9-12=-2004/1483 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-8-0, Exterior(2) 17-8-0 to 34-10-15, Interior(1) 34-10-15 to 46-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (]t=lb) 20=1141, 12=1099. Joaquin Velez PE No.68182 MiTek USA, Inc. FL CertG634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekB connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possibte'personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSWII QualifyCrlfeda, DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Tampa, FL 33610 Safety /rtfomraBonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Job Truss Truss Type City Ply RICCIO T13800207 75033 A5 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Apr 17 09:09:07 2018 Page 1 I D:ZAjj3g9PgmbwJ NREFeTGgQzRoMs-s6wkeaeAQDGJna2uFE8Pal NTKW 5kuCUtkgNYybzPsJw 2-4.0 8-1-15 14-5-9 79-8-0 24.2-0 28-8-0 36-0-14 42-9-3 46.4.0 2-4-0 5-9-15 6-3-10 5-2-7 4-6-0 4-6-0 7.4-14 6-8-5 3-6-13 a A 6 Scale=1:79.8 3.50 F12 5x6 = 8x5 = 5x6 = 7 8 21 eu is 18 JJ 04 17 10 15 14 3x5 = 5x6 W B = 3x8 _ 3x8 _ 4x6 = 5x8 = 3x6 11 4x8 I I 4x5 = Plate Offsets (X Y)-- [2:0-7-4 0-3-0] [2:0-0-0 0-2-14] [4:0-3-0 Edge] [10:0-0-0 0-1-12] [10:0-2-4 0-3-01, [13:0-6-4,0-0-10], [15:0-3-8,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.27 17-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.60 17-18 >809 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.15 14 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix -MS Wind(LL) 0.3518-20 >999 240 Weight: 247lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-12 oc bracing. WEBS 2x4 SP No.3 *Except` WEBS 1 Row at midpt 3-21, 9-17 2-21,11-14: 2x6 SP No.2, 11-15: 2x4 SP M 30 OTHERS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-6-0 .REACTIONS. (lb/size) 21=2021/0-8-0, 14=2149/0-3-8 Max Harz 21=122(LC 11) Max Uplift 21=-1141(LC 12), 14=-1099(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 403/36, 2-3=-482/114, 3-5= 3907/2364, 5-6=-3266/2123, 6-7=-3092/2098, 7-8= 2870/1963, 8-9=-3058/1962, 9-11= 2957/1764, 11-13= 415/332 BOT CHORD 1-21— 39/410, 20-21=-2160/3673, 18-20=-2128/3594, 17-18=-1772/3101, 15-17= 1565/2780, 14-15=-154/408, 13-14=-154/408 WEBS 2-21=-431/469, 3-21=-3632/2420, 5-20— 8/290, 5-18=-678/490, 6-18=-309/600, 7-17=-522/349, 8-17=-186/480, 9-17=108/288, 9-15=-597/529, 11-15=-1951/3019, 11-14= 2000/1478 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=1sit; B=45ft; L=24f1; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) M-0 to 19-8-0, Exterior(2) 19-8-0 to 32-10-15, Interior(1) 32-10-15 to 46-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 21=1141, 14=1099. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII--7473 rev, 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUMIi Quality CINerh, DS6-89 and BCS1 Bufidlog Component 6904 Parke East Blvd, Safety intonnafionovaliabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandfla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13600208 75033 A6 Roof Special 1 1 Job Reference (optional) t;namuers truss, Inc., ron coerce, rL 4x6 2 36 C4 1 to 28 4X5 = 3x6 I i 3x5 3 2726 3x6 = 6x8 = a. I Ja S IVIdr I I eu I o NII r I CR... uu "ICJ, IIIu. Iu—pi I� V..V�.Vy <v Io d. I ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-pV1 V3GgQyrW l l uCHMfAtfASs3KgDM6QAC7sfl UzPsJu 14-3-6 266-0 29-7-8 3&46 38-7-14 I 42-8-2 42-♦�-3 2-9.8 2.2.8 3-1-8 3-0-14 5-7-6 4-0-4 0. -1 3-6-13 3.50 i2 5x6 = 3x4 11 5x12 = 37 6 3x6 3x4 I 7 8 5 4 5x12 = 9 5x6 �\ 10 =24 22 5x8 = 23 25 3x5 = 21 20 3x4 II 3x4 11 5x8 = 5z12 = 19 18 3x6 = 6x8 = Scale = 1:82.7 3x6 ZZ- 3X5 ZZZ 11 12 3x5 Z 4X5 C or 1338 14 In 15 T-To o6 a 17 16 4x5 = 3x4 II 4x8 II 42-10-13 2-0-02 8-Bd 16-8-0 24.3-8 26-6-0 28.7.8 33-0-6 38-7-14 42-9-2 42 3 46-0-0 2-0-00 6d-4 8-0-12 3.1.6 Sd-14 5.78 4-0d a1-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.13 25-26 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.34 25-26 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.05 19 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.1723-24 >999 240 Weight: 287lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORE BOT CHORD 2x4 SP M 30 `Except* BOT CHORE 5-25,8-21: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 *Except* 2-28,10-19: 2x6 SP No.2 SLIDER Right 2x6 SP No.2 2-6-0 -REACTIONS. (lb/size) 28=1361/0-8-0, 16=65/0-5-8, 19=2744/0-3-8 Max Horz 28=134(LC 11) Max Uplift 28=-800(LC 12), 16= 263(LC 9), 19=-1413(LC 12) Max Grav 28=1361(LC 1), 16=284(LC 22), 19=2744(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2331/1242, 3-5=-2035/1193, 5-6= 2022/1322, 6-7= 808/628, 7-8= 295/303, 8-9=-292/300, 9-10=-96/423, 10-12— 894/1695, 12-13=-586/850, 13-15=-468/355 BOT CHORD 26-28=-73/321, 5-24=-501/451, 23-24=-398/991, 22-23=-265/772, 19-20=-1572/1060, 17-19= 775/686, 16-17— 267/467, 15-16= 267/467 WEBS 2-28— 1230/934, 2-26= 1285/2064, 3-26=-358/344, 24-26— 1059/2039, 3-24= 365/221, 6-24=-790/1313, 6-23= 554/320, 7-23= 237/654, 7-22=-1100/597, 20-22=-507/429, 9-22=-688/1228, 9-20=-1294/733, 12-19= 893/520, 12-17=-85/355, 13-17=-631/332, 10-19= 2218/1361, 10-20— 1080/1909, 13-16— 172/267 Structural wood sheathing directly applied or 4-6-10 oc putlins. Rigid ceiling directly applied or 5-9-6 oc bracing. 1 Row at midpt 24-26 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=l70Mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 21-6-0, Exterior(2) 21-6-0 to 24-3-8, Interior(1) 29-7-8 to 46-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 28=800, 16=263, 19=1413. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 0634 6904 Parke East Blvd. Tampa FL 33810 Date: April 18,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MII-7473 rev. 10103/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addtitonat temporary and permanent bracing MOW M 1W 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, seeANSU)PII QualifyClCeda, DSB-89 and BCSI Building Compononf 6904 Parke East Blvd. Safety fnfonnabbnavaitable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800209 75033 A7 Roof Special 1 1 Job Reference (optional) l:namoerS I russ, inc., rorr rierce, rL o. to. a 1wa1 I I - I U IYII 1 - II IUUJ4 -, n w. I uc _F. I . w.w. I v a I v 1 aya , I D:ZAjj3g9PgmbwJ NREFeTGgQzRoMs-HhbtHcg2j8eue2mTwMi6BO? 1 Sk915awKQncCZwzPsJt 24-0 9.8-4 16-9-0 21.6-0 I 26-3-11 31-7-8 33-0-fj38-7-14 42-8-2 42�9-3 46.4-0 I 2-4-0 7.4-4 7-D-12 4-9-D 4-4-D •4-1 5 4-0-5 0-1-1 3-6-13 1 I Scale = 1:82.7 25 45 = 3x6 11 3.50 FIT 5x6 = 34 6 35 5x10 = 5x8 =46 L4 23 22 J° as 19 18 17 " 15 14 3x6 = 3x4 I I 3x4 11 4x10 = 3x6 = 3x5 = 3x4 11 6x8 = 3x5 11 6x8 = 42.10-13 2-0-02 0 9.8-0 16.9-0 26-6 38- -0 31-7-8 6 7-14 42-8-2 42 -3 46.4.0 2.0-DO 0 7-0-0 7.0-12 9-9-0 5-1-6 •4-14 5-7-7 4-0-5 0- 1 3-5-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LQ -0.28 20-21 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.53 - Vert(CT) -0.63 20-21 >585 240 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.05 17 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.17 20-21 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except` 5-22,7-19: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 2-25,9-17: 2x6 SP No.2 SLIDER Right 2x6 SP No.2 2-6-0 .REACTIONS. (lb/size) 25=1363/0-8-0, 14=74/0-5-8, 17=2731/0-3-8 Max Horz 25=134(LC 11) Max Uplift 25= 802(LC 12), 14=-264(LC 9), 17=-1405(LC 12) Max Gram 25=1363(LC 1), 14=281(LC 22), 17=2731(LC 1) 4x8 I I PLATES GRIP MT20 244/190 Weight: 281 lb Fr = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-4 oc bracing. WEBS 1 Row at midpt 2-23 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 340/84, 2-3� 2310/1238, 3-5= 2021/1181, 5-6=-2022/1302, 6-7=-483/419, 7-8=-394/353, 8-9=-468/1044, 9-10=-870/1666, 10-11=-576/844, 11-13=-466/353 BOT CHORD 1-25=-90/362, 23-25=-66/451, 5-21=-442/396, 20-21=-411/990, 7-20=-499/448, 17-18= 1543/1032, 15-17= 770/677, 14-15— 265/465, 13-14= 265/465 - WEBS 2-25=-1241/987, 2-23= 1179/1870, 3-23=-348/324, 21-23=-1030/2074, 3-21=-337/223, 6-21=-751/1329, 6-20=-863/519, 18-20=-1009/739, 8-20=-1013/1766, 8-18=-1472/850, 10-1 7=-866/504,10-15=-78/353, 11-15=-620/327, 11-14=-167/257, 9-17=-2188/1318, 9-18=-976/1745 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B--45ft; L=24ft eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 21-6-0, Exterior(2) 21-6-0 to 24-6-0, Interior(1) 26-6-0 to 31-7-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 25=802,14=264,17=1405. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 Q WARNING -Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII.7473 rev. 1010312015 BEFORE USE: Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not WE a buss system. Before use, The building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-89 and BCSI Bulddhv Component 6904 Parke East Blvd. Safety fnfaimationovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandrla, VA22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply 75033 A8 Roof Special 1 1b [CCIOT13800210 Reference (optional) GnamDerS I runs, Inc., ran coerce, rL Ci 46 2 36 6 1 26 4x5 = 3x6 11 LD 24 3x6 = 7x8 = 3.50 F12 Sx6 = 37 6 23 3x4 11 5-0-0 1-9-8 ' 4-8-14 04-'2 4-9-1 38 3x4 II 3x5 II 20 19 3x4 11 3x5 = 18 17 3x5 = 6x8 = 3x6 = 15 3x5 = Scale=1:82.8 4x8 I I 42-9-3 2-0-02 0 9.8-0 169-0 26-6-0 28-3-8 33-0-6 7 42-8-7 42- 2 464-0 L 2-0-00 0 7.4d 7-0.12 9-9-0 1-9-6 4-6-14 7 9-0-9 0. 1 3-6-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 16 (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.29 21-22 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.65 21-22 >563 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 0.06 18 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix -MS Wind(LL) 0.16 23-24 >999 240 Weight: 273lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc puffins. BOT CHORD 2x4 SP M 30 `Except- BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing. 5-23,7-20: 2x4 SP No.3 WEBS 1 Row at midpt 2-24, 8-18 WEBS 2x4 SP No.3 `Except' 2-26,9-18: 2x6 SP No.2 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 -REACTIONS. (lb/size) 14=-40/0-8-0, 26=1374/0-8-0, 15=161/0-5-8, 18=2674/0-3-8 Max Harz 26=134(LC 11) 1 Max Uplift 14=-110(LC 3), 26_ 805(LC 12), 15=-38(LC 9), 18=-1400(LC 12) Max Grav 26=1374(LC 1), 15=309(LC 22), 18=2674(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 343/85, 2-3=-2340/1249, 3-5= 2065/1196, 5-6=-2067/1318, 6-7=-536/431, 7-8=-453/337, 8-9=-765/1468, 9-10=-765/1468, 10-11=-839/1554, 11-12— 41/342, 12-14=-116/341 BOT CHORD 1-26= 91/365, 24-26=-67/451, 5-22— 442/396, 21-22=-425/1029, 7-21=-324/312, 17-18= 1468/1003, 15-17= 817/498, 14-15=-304/138 WEBS 2-26=-1251/990, 2-24� 1185/1896, 3-24=-356/325, 22-24= 1039/2104, 3-22=-324/219, 6-22= 751/1334, 6-21=-844/510, 19-21=-109/256, 8-21=-581/1180, 8-18= 1858/1112, 11-17= 755/589, 11-15= 467/663, 12-15=-295/279, 9-18=-759/455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 21-6-0, Exterior(2) 21-6-0 to 24-6-0, Interior(1) 28-3-8 to 33-7-8 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (it=lb) 14=110, 26=805, 18=1400. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not �' a truss system. Before use. the building designer must verify the applicability of design parameters aril 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 MiTeie° 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, seeANS&VIi Quality Cill DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IntolmafAonavailable from Truss Plate Institute. 218 N. Lee Street. Spite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800211 75033 A9 ROOF SPECIAL 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 17 09:09:14 2018 Page 1 I D:ZAjj3g9PgmbwJN REFeTGgQzRoMs-9SrO6zjZnNBK7f4E9Cm2ME9jQLXB 1 RevLPaQi hzPsJ p 2-0-0 8-1-10 14-5-6 20-10-8 2-1- 26-2-8 30-3-8 35-7-8 40-7-13 46-0-0 48.4-0 2-0-0 5.9-16 6-3-12 6-5-2 4-1-0 5-0-0 5 Scale=1:84.4 3.50 12 3x5 Sx6 = 5x6 = 6 7 THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0" OF UNIFORM LOAD AS SHOWN. 23 ZZ zr 20 19 10 17 10 15 14 13 4x5 = 4x6 = 3x5 = 3x6 = 3x5 = 4x6 = 3x5 = 3x5 = 6x8 = 4x5 = 3x5 = 3x6 = 2.4.0 48-4.0 i 2-0-0 i i 11-0-10 20-10.8 22.1 •$ 30-3-8 i 35-7-8 40-7.13 46-0-0 46r4-0 i 2-0-0 9-0-10 9-6-15 1-3-0 &2-0 5-4-0 5-0-5 5.4.3 0.4 0 3:0-0-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.22 17-19 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.52 17-19 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.11 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.33 17-19 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 2-23,11-13: 2x6 SP No.2 REACTIONS. (lb/size) 23=2175/0-8-0, 13=2175/0-8-0 Max Horz 23=-132(LC 10) Max Uplift 23= 1219(LC 12), 13=-1112(LC 12) PLATES GRIP MT20 244/190 Weight: 500 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putlins. BOT CHORD Rigid ceiling directly applied or 9-6-15 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2� 418/68, 2-3= 500/146, 3-5= 4340/2334, 5-6=-3654/2081, 6-7=-3460/2054, 7-8= 3668/2065, 8-9=-5264/2978, 9-10= 4349/2417, 10-1 1=-4209/2242,11-12=-314/121 BOT CHORD 1-23=-69/426, 22-23_ 2073/4033, 20-22=-2060/4044, 19-20— 1671/3460, 17-19� 2764/5290, 15-17=-2124/4128, 14-15= 2049/3982, 13-14= 115/323, 12-13=-115/323 WEBS 2-23=-444/464, 3-23=-3985/2417, 5-22=0/278, 5-20= 809/481, 6-20=-419/785, 7-19= 281/644, 8-19=-2023/1206, 8-17= 666/486, 9-17= 769/1400, 10-14= 444/364, 11-14=-2199/3768, 11-13=-1995/1337 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 48-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 23=1219, 13=1112. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE 111II-7473 rev, f0/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the 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 nA I MiTek" B always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erecilon and bracing of trusses and truss systems, seeANS&711 Cua/ByCi ferls, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salefy►nfaanaftbnavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria; VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800212 75033 A10 ROOF SPECIAL 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 17 09:09:02 2018 Page 1 I D:ZAjj3g9PgmbwJN REFeTGgQzRoMs-W 96rbtal bad 1 hp9xShYEtifiSVSM DOt8bYgolOzPsK? 1 2-4-0 8-1.12 14-5-8 20-4 21.9-& 24-1-11 28-2-8 32-3-8 37-7-8 41-2.3 46-0.0 i 48-4-0 , 2-4-0 5-9.12 5-10.8 1-5-8 2-4-0 4.1-0 4-1-0 5.4-0 3-6-11 4-9-13 2-4-0 Scale=1:85.9 THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0" OF UNIFORM LOAD AS SHOWN. 3.50 12 5x6 = 5x6 = 5x12 = 32 6 , - 24 23 22 21 20 19 18 1/ 16 15 4x5 = 4x6 = 3x5 = 3x6 = 5x10 = 3x5 = 3x8 =3x6 = 3x5 = 4x6 = 4x5 = 3x5 = 2-4-0 484-0 2-00 114-11 204-0 21-9-8 24-1-8 32-3-8 i 37-7-8 46-PD 46rq-0 2�0-0-0 9-0-11 8-11-5 1-5-B 2-4-0 a-2-0 54-0 8-4.8 0�1b Plate Offsets (X Y)-- [8:0-6-0 0-1-12] [11:0-6-0 0-1-12] [21:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.21 18-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.52 18-19 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.12 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.32 18-19 >999 240 Weight: 539lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 `Except* 2-24,13-15: 2x6 SP No.2 REACTIONS. (lb/size) 24=2175/0-8-0, 15=2175/0-8-0 Max Horz 24=-128(LC 10) Max Uplift 24=-1219(LC 12), 15=-1112(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-409/58, 2-3=-492/138, 3-5=-4344/2472, 5-6=-3679/2228, 6-7=-3676/2290, 7-8= 3765/2360, 8-9=-4039/2437, 9-10=-6134/3597, 10-11=-5764/3358, 11-12=-4385/2501, 12-13-4281155, 13-14=-351/48 BOT CHORD 1-24=-61/418, 23-24=-2206/4041, 21-23=-2198/4036, 20-21=-1990/3765, 19-20= 2013/3863, 18-19= 2562/4718, 16-18=-2208/4184, 15-16=-2047/3822, 14-15=-52/358 WEBS 2-24= 446/469, 3-24= 4004/2495, 5-23=0/281, 5-21= 755/480, 6-21=-944/1687, 7-21= 1045/729, 8-20=-413/92, 8-19=-538/1116, 9-19=-1268/807, 9-18=-909/1631, 10-18=-2005/1259, 11-18=-1089/1849, 12-16=-196/420, 12-15_ 3876/2491, 13-15=-423/454 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=O.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 20-4-0, Extefior(2) 20-4-0 to 21-9-8, Interior(1) 24-1-8 to 48-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE ND.68182 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Mi rek USA, Inc. FL Ced 6634 Will fit between the bottom chord and any other members. 6804 Parke East Blvd. Tampa FL 33610 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Date: 24=1219,15=1112. April 18,2018 Q WARNING- Verify desfgn parameter and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAAI5&VI1jQaalltyCdtedo, DSB•89 and BCSI BUQd/ng Component 6904 Parke East Blvd. Safety/ntonnaHonavallable from Truss Plate Institute.218 N. Lee Street, Suite 312, Alexandrla.,VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800213 75033 ATA ATTIC 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 2-4-0 5-9-1 2-4-0 3-5-1 8.13o s Mar 11 2ula MI I ex industries, Inc. I ue 1-10-7 ' 1-10-7 0-9-16 1-5-6 ' 3.8-3 3-5-1 3x6 = 09:09:15 GV 18 rage I 2-4-0 Scale=1:44.4 3x4 = 5x6 = 5x8 W B = 3x4 = 3x4 =' V110 — 5x6 = oxv = 2.0-0 2 4-0 0-5-4 11-8.12 zv-lu-u zq-4a a-z � 20-4-0 7-1-4 8-3-8 7-1-4 0-4-0 2-0-0 Plate Offsets (X Y)-- [6.0-3-0 Edge] LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.55 14-15 >488 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.83 14-15 >325 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.1715-17 >999 240 Weight: 124lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 13-16: 2x4 SP M 31 WEBS 1 Row at midpt 5-7 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 17=1305/0-8-0, 12=1305/0-8-0 Max Horz 17=-86(LC 10) Max Uplift 17= 684(LC 12), 12=-572(LC 12) Max Grav 17=1440(LC 21), 12=1440(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-459/197, 2-3= 367/189, 3-4=-2534/856, 4-5=-2355/888, 5-6=0/482, 6-7=0/482, 7-8— 2355/888, 8-9=-2534/856, 9-10=-367/189, 10-11=-459/197 BOT CHORD 1-17= 151/449, 15-17=-674/2212, 14-15= 655/2363, 12-14=-691/2212, 11-12= 151/449 WEBS 8-14=0/492, 9-14=-77/324, 4-15=01492, 3-15=-77/324, 5-7=-27551/19, 2-17=-249/318, 10-12= 249/318, 3-17=-2601/1202, 9-12=-2601/1202 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-7-0, Extefior(2) 13-7-0 to 16-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-15 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=684, 12=572. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGEMII-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not � a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/IpI1 CualByCrReniv, DSO-89 and SCSI Buirdrng Component Tampa, FL 33610 Safety fnfoanat(onavailable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. UA 22314. Job Truss Truss Type city Ply 75033 B ROOF SPECIAL 1 1b [CCIOT13800214 Reference (optional) unamoers I russ, Inc., rorr rlerce, rL 5-11-14 6-4.0 3.50 12 Sx6 = 3x4 11 32 6 5x12 = 33 5x6 = 5-4-0 6-4.8 Scale=1:86.0 24 23 22 �r °D 8D 20 ro 18 .1 16 15 14 3x4 11 4x5 = 3x6 = 4x5 = 3x8 = 3x6 4x8 = 6x8 = 4x5 = 4x5 = 6x10 = 4x6 = 2-4-0 48-4-0 i 2-M 8-0.2 14.0-0 23-9-8 26-1-B 34-3-8 39-7-8 i 46-0-0 U. 4&q•0 i 2.0-0 5-6-2 5-11-14 9-9.8 2-4-0 8-2-0 �5.4-0 0 r0 ' 0-4-0 2•0-0 Plate Offsets (X Y)-- [11.0-6-0 0-1-12] [12.0-3-8 Edge] [14:0-0-8 0-1-11 ] [15:0-3-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.18 20-22 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.46 16-18 >843 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.04 14 n/a n/a BCDL 10.0 Code FBC2017/T'P12014 Matrix -MS Wind(LL) 0.24 16-18 >999 240 Weight: 260 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-1 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 12-15 5-22: 2x6 SP No.2 2 Rows at 1/3 pts 6-22 REACTIONS. (lb/size) 24=134/0-8-0, 22=2786/0-8-0, 14=1431/0-8-0 Max Horz 24— 128(LC 10) Max Uplift 24— 421(LC 8), 22=-1738(LC 12), 14= 716(LC 12) Max Grav 24=351 (LC 21), 22=2786(LC 1), 14=1431(LC 1) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 163/1113, 3-5=-1126/1789, 5-6=-998/1780, 6-7=-1109/677, 7-8=-1268/774, 8-9= 1365/772, 9-10— 3318/1829, 10-11=-3089/1680, 11-12= 2441/1277, 12-13=-308/111 BOT CHORD 23-24= 287/204, 22-23=-1096/240, 20-22=0/328, 18-20=-278/1014, 16-18=1036/2166, 15-16=-1101/2268, 14-15= 120/327, 13-14=-120/327 WEBS 2-24--265/350, 2-23=-870/174, 3-23=-426/266, 3-22=-922/1185, 5-22=-478/434, 6-22= 2609/1604, 6-20=-824/1489, 7-20— 1137l785, 7-18=-468/734, 9-18= 11501730, 9-16=-725/1365, 10-16=-1203/751, 11-16=-475/917, 12-15= 1248/2044, 12-14= 1303/1004 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 20-4-0, Exterior(2) 20-4-0 to 23-4-0, Interior(1) 23-9-8 to 48-4-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 24=421, 22=1738, 14=716. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert6634 8904 Parke East Blvd. Tampa FL 3361D Date: April 18,2018 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE ' Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing McTeW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUM111AuafflyCrfteda, DSB-89 and BCSI Bumdtrrp Component 6904 Parke East Blvd. Safety lnfotmoBon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO ' T13800215 75033 B1 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Industries, Inc. I ue Apr 11 u9:u9:1 y 2uld rage T ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-W QeHAhnhbvncDQyCyIMD3HsXGMEaifJeVhHBNuzPsJk 2-4-0 8-0-2 14.0-0 20-4-0 25-9-8 28-1-B 32-2-8 36-3-8 41-7•B 46-0-0 48-4-0 2-4.0 5-6-2 5-11-14 6-4.0 V. 2-4-D 4- 5-4-0 8 3.50 12 Sx6 = 5x6 % 33 34 5x12 = sra = Scale Scale=1:86.0 25 24 23 zz 21 zu 19 18 I 16 15 14 4x5 = 3x4 11 4x5 = 6x8 = 3x6 5x10 = 3x4 11 3x8 = 4x6 = 4x8 = 6x8 = 4x5 = 3x6 = N r; a 13 IC6 6 2-4-0 48-4-0 2-" i 8-0.2 14.0-0 20.4-0 2S91 28-1-8 36-3-8 i 41.7-8 46.0-0 4&4.0 2-0-0 5-8-2 5-11-14 6-4-0 5-5-8 2d-0 8-2-0 14.0 4-4-e 040 0-4-0 2-D-0 Plate Offsets (X Y)-- [11:0-6-0 0-1-12] [12:0-3-8 Edge] [14:0-0-8 0-1-11] [15:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.19 16-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.49 16-18 >789 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.03 14 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.28 16-18 >999 240 Weight: 269 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-3 cc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-1-14 cc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 5-21, 7-21 5-23: 2x6 SP No.2 REACTIONS. (lb/size) 25=27/0-8-0, 23=2931/0-8-0, 14=1392/0-8-0 Max Horz 25=128(LC 11) Max Uplift 25= 395(LC 8), 23=-1803(LC 12), 14=-698(LC 12) Max Grav 25=293(LC 21), 23=2931(LC 1), 14=1392(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-203/272, 2-3= 284/1302, 3-5=-1261/2123, 7-8=-1506/889, 8-9— 1606/893, 9-10=-3806/2073, 10-11= 3522/1891, 11-12=-2242/1167, 12-13= 309/31 BOT CHORD 24-25— 310/210, 23-24= 1277/355, 21-23= 1978/1424, 19-21= 484/1224, 18-19=-484/1225, 16-1 8=-1 170/2368, 15-16=-101112086, 14-15=0/305, 13-14=0/305 WEBS 2-25=-219/321, 2-24=-1080/253, 3-24=-428/326, 3-23=-1008/1196, 5-23=-2426/1534, 5-21= 1440/2483, 6-21= 335/299, 7-21= 14421897, 7-18=-305/629, 8-18= i t 1/269, 9-18=-1089/696, 9-16=-824/1567, 10-16=-1359/837, 11-16=-819/1538, 11-15=-265/244, 12-15— 1306/2121, 12-14=-1257/924 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 20-4-0, Exterior(2) 20-4-0 to 23-4-0, Interior(1) 25-9-8 to 48-4-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 25=395, 23=1803, 14=698. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a Truss system. Before use, the building designer must verify the appllcabfllty of deslgn parametersand 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 MiTeW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSW11 QualifyCdlerfo, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Brfomraltonavailabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply RICCIO T13800216 75033 B2 ROOF SPECIAL 1 1 Job Reference (optional) unamDerS I russ, Inc., rorr coerce, t-L C.13U s rviar 1 1 zul o ivu i eK inciustues, urc. rue iipr i f va:vazu zu i o raye i I D:ZAjj3g9PgmbwJ N REFeTGgQzRoMs-_ccfN 1 oJM DvTraXOW TtSbVPjUmZmR61okL1 kvLzPsJj 2-4-0 8-0-2 14-0-0 19-3-0 0-4- 24-0-14 28-8-0 31-0-0 32-7-0 36-7-12 41-0.0 2-4-0 5-8-2 5-11-14 5-3-0 -1- 3-6.13 4.7-2 2-0-0 i-7-0 4-D-12 4-0-0 Scale =1:73.4 3.50 F12 Sx6 = 3x4 11 6 7 353x6 3x6 4x6 34 8 5x12 = 5x6 = 4 5 9 4x5 3x4 11 3x4 3 1 12 4x4 3x4 % 37 13 7 2 33 T m 1 0 14 17 T I jaio o hm — 10x10 = 19 18 d 25 24 23 22 21 4x4 = 3x8 = 16 15 3x5 = 3x4 11 4x4 = 3x6 = 6xio = 3x4 11 3x4 11 4x4 = 3x10 II 5x8 = i 2-0-02�4 0 8-0-2 i 14-0-0 19-30 28-8-0 31-0-0 32-7.0 36-7-12 41-0-0 2-0-00-4-0 5-8-2 5-11-14 5-3-0 9.5-0 2-0-0 1-7-0 4-0.12 4-0-4 Plate Offsets (X Y)-- [14:0-7-4 Edge] [17:0-6-4 0-2-12] [20:0-4-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES - GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.21 19-20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.48 19-20 >678 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) 0.05 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.17 18 >999 240 Weight: 240lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc puriins. BOT CHORD 2x4 SP M 30 -Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-21,11-16: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 5-22: 2x6 SP No.2 SLIDER Right 2x6 SP No.2 2-6-0 .REACTIONS. (lb/size) 14=953/Mechanical, 25=102/0-8-0, 22=2636/0-8-0 Max Harz 25=126(LC 11) Max Uplift 14=-473(LC 12), 25=-405(LC 8), 22= 1642(LC 12) Max Gray 14=953(LC 1), 25=321(LC 21), 22=2636(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 197/264, 2-3=-186/1108, 3-5= 1128/1893, 8-9= 2163/1207, 9-10= 1979/1149, 10-11=-2060/1175, 11-12= 2537/1394, 12-14=-1805/1051 BOT CHORD 24-25=-299/169, 22-24=-1089/225, 6-20=-249/268, 19-20= 294/841, 18-19= 879/2005, 17-18— 1203/2433, 11-17= 169/392, 14-15= 920/1681 WEBS 2-25=-241/326, 2-24=-887/185, 3-24=-406/304, 3-22=-975/1173, 5-22=-1842/1153, 20-22— 1576/1152, 5-20=-1009/1821, 8-20— 11661779, 8-19=-823/1560, 9-19= 789/6011 10-1 8=-243/467,11-18= 706/403, 15-17=-860/1553, 12-17=-327/751, 12-15=-431/296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 204-0, Exterior(2) 20-4-0 to 23-4-0, Interior(1) 28-8-0 to 31-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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) 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 Qt=lb) 14=473,25=405,22=1642. Joaquin Velez PE No.68182 MTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE Afit--7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITeW connectors. this design is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeAAf8&Wf1 CualSyCi feffa, DS8-89 and SCSI Sugdng Component 6904 Parke East Blvd. Safety thformatlorrovailable from Truss Plate Institute. 218 N. lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply RICCIO T13800217 75033 B3 ROOF SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I ek Industries, Inca t ue Apr 17 ua:ua:zl tut 8 rage i ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-SpmlaNpy7X1 KTk6a3AOheiyuD9wBAadxy?mHSnzPsJi 33-0-0 2-4-0 aaz 14-a0 te-3-0 2a4-q 2S7.12 3a8-0 , 32-7.0 36-to-4 , 41�ao 2-0.0 5-6-2 5.11-14 5-3-0 1-1-0 5-3-11 5-0-4 1-11-0 3-10-0 4-1-12 Scale=1:73.1 0 3.50 12 5x6 = 6 7 37 25 24 `. 22 21 SX1L = 16 15 4x4 = 3x6 = 6x10 = 4x8 11 3x5 _ 3x5 = Plate Offsets (X Y)-- [10.0-1-11 0-0-8] [11:0-3-0 0-0-15] 114.0-6-4 0-0-4j 120:0-4-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.12 18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.28 18-19 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.06 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.18 18 >999 240 Weight: 239 lb FT = 20% LUMBER= BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins. BOT CHORD 2x4 SP M 30 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-21,10-16: 2x4 SP No.3 WEBS 1 Row at midpt 8-20 WEBS 2x4 SP No.3'Except' 5-22: 2x6 SP No.2 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 .REACTIONS. (lb/size) 14=963/0-8-0, 25=99/0-8-0, 22=2628/0-8-0 Max Horz 25=126(LC 11) Max Uplift 14= 478(LC 12), 25=-407(LC 8), 22= 1640(LC 12) Max Grav 14=963(LC 1), 25=321(LC 21), 22=2628(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 1-2= 1971264, 2-3= 19311114, 3-5= 113711901, 8-9=-1288/688, 9-10=-2309/1307, 10-11= 2248/1279, 11-12= 2361 /1296, 12-14= 1640/952 BOT CHORD 24-25=-299/169, 22-24=-1095/232, 19-20=-470/1208, 18-19=-1209/2483, 17-18— 1207/2489, 10-17= 183/412, 14-15= 818/1508 WEBS 2-25=-241/323, 2-24=-893/190, 3-24=-407/304, 3-22=-977/1175, 5-22=-1826/1150, 20-22=-1619/1146, 5-20= 100311800, 7-20� 307/251, 8-20=-1453/875, 8-19=-255/648, 9-19= 1367/817, 15-17=-749/1351, 12-15=-355/255, 12-17= 333f754 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 20-4-0, Exterior(2) 20-4-0 to 23-4-0, Interior(1) 30-8-0 to 33-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=478, 25=407, 22=1640. Joaquin Velez PE No.68182 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MIF7473 rev. f0/0312015 BEFORE USE Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chordlmembers only. Additional temporary and permanent bracing nA T IYl01eW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 Gua/HyCrHeda, DSB•69 and SCSI SuOdhV Component 6904 Parke East Blvd.fabrication, Safety fifformaHonovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply RICCIO T13800218 75033 B4 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Apr 17 09:09:23 2018 Page 1 ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-PBun?2gCf8H2i2GzBbQ9D71 DgzbOeUTEQJFOWgzPSJg 2-4-0 8-0-2 14-0-0 19-3-0 0.4- 26-6-7 32-8-0 35-0-0 41-0-0 2-4-0 5-8-2 5-11-14 5-3-0 -1- 6-2-7 6-1-8 2-4-0 6-0-D Scale=1:73.1 3.50 12 5x6 = 3x4 11 6 7 34 a 12 roiolN a 1 22 21 4u 19 16 4x4 = 14 13 3x5 = 3x4 11 4x4 = 3x6 = 6x10 = 3x4 11 3x4 11 3x5 = 4x8 11 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017[TP12014 CSI. TC 0.53 BC 0.57 WB 0.81 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.18 15-16 >999 360 -0.42 15-16 >769 240 0.08 12 n/a n/a 0.2615-16 >999 240 PLATES GRIP MT20 244/190 Weight: 230lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 5-8-10 oc bracing. 6-18,9-14: 2x4 SP No.3 WEBS 1 Row at midpt 17-19, 8-17, 9-16 WEBS 2x4 SP No.3 *Except* 5-19: 2x6 SP No.2 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 -REACTIONS. (lb/size) 12=901/0-8-0, 22=-47/0-8-0,19=2835/0-8-0 Max Harz 22=126(LC 11) Max Uplift 12=-451(LC 12), 22= 375(LC 8), 19= 1730(LC 12) Max Grav 12=901(LC 1), 22=237(LC 21), 19=2835(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 211/291, 2-3= 348/1448, 3-5= 1330/2329, 5-6=-213/487, 6-7= 177/496, 7-8=-137/401, 8-9— 1265/680, 9-10= 3059/1708, 10-12= 15511904 BOTCHORD 21-22=-319/183, 19-21 =-1 4141380, 16-17=-481/1180, 15-16=-1656/3194, 12-13= 761/1431 WEBS 2-22=-162/379, 2-21=-1208/308, 3-21= 426/339, 3-19— 1049/1207, 5-19= 1933/1195, 17-19=-2007/1334, 5-17=-1062/1939, 7-17=-504/370, 8-17= 1630/974, 8-16— 196/625, 9-16= 2062/1218, 13-15=-702/1349, 10-15=-964/1913, 10-13=-646/378 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 20-4-0, Exterior(2) 20-4-0 to 23-4-0, Interior(1) 32-8-12 to 35-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=451, 22=375, 19=1730. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. this design is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verify the applicatAlty of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord! members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSWIT QualityCdtenh, DSB49 and BCSI Bugd/ng Component 6904 Parke East Blvd. Safety lnformationavollable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply 75033 B5 ROOF SPECIAL 1 1b [GCIOT13800219 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 5-8-2 5-3-0 ' 1-1-0 3.50 12 5x6 = 6 7 36 8.I30 S Mar 1120Io IVII I V& IINUJaICJ, 410. I uo nPT 2-4-0 ' 4-0-0 Scale=1:73.1 24 23 " 21 20 4x4 = 16 15 14 3x5 = 4x4 = 3x6 = 6x10 = 4x10 = 4x8 I LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/-FP12014 CSI. TC 0.53 BC 0.74 WB 0.82 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.19 17-18 >999 360 -0.43 17-18 >763 240 0.07 13 n/a n/a 0.27 17-18 >999 240 PLATES GRIP MT20 244/190 Weight: 234 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc puffins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 5-8-3 oc bracing. 6-20,9-16: 2x4 SP No.3 WEBS 1 Row at midpt 19-21, 8-19, 9-18 WEBS 2x4 SP No.3 *Except* 5-21: 2x6 SP No.2 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 .REACTIONS. (lb/size) 13=901/0-8-0, 24=-46/0-8-0, 21=2834/0-8-0 Max Horz 24=126(LC 11) Max Uplift 13=-447(LC 12), 24= 366(LC 8), 21=-1742(LC 12) Max Grav 13=901(LC 1), 24=240(LC 21), 21=2834(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 212/291, 2-3=-370/1446, 3-5=-1363/2327, 5-6= 232/486, 6-7= 193/496, 7-8= 150/400, 8-9_ 1281/653, 9-10=-3274/1767, 10-11 =-1 977/1133, 11 -1 3=-1 496/883 BOT CHORD 23-24=-319/184, 21-23=-1412/401, 18-19=-462/1181, 17-18=-1676/3283, 9-17=-359r762, 14-15= 747/1370, 13-14=-752/1374 WEBS 2-24=-164/379, 2-23=-1207/321, 3-23=-429/337, 3-21-104811213, 5-21 =-1 932/1203, 19-21=-2006/1353, 5-19= 1073/1939, 7-19=-507/382, 8-1 9=-1 628/966, 8-18=-202/629, 9-18=-2150/1268, 15-17=-1109/2140, 10-17=-524/1100,10-15=-1453/777, 11-15=-395/782 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 20-4-0, Exterior(2) 20-4-0 to 23-4-0, Interior(1) 34-8-0 to 37-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 6t=1b) Joaquin Velez 62 13=447, 24=366, 21=1742. MiTek USA, Inc. FLIL Cert Cetf 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE R' Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WeW 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, seeANSVIPI► CuaBlyCdtenly, DSB.89 and SCSI BWldtag Component 6904 Parke East Blvd. Safety lntonnaBomvailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800220 75033 B6 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Apr 17 09:09:26 2018 Page 1 I D:ZAjj3g9PgmbwJ NREFeTGgQzRoMs-pmZwe4t4y3fdZV?Ysj_srmfkBAXdroDg6HU27?zPsJd 2-4-0 8-0-2 14-0-0 19-3.0 0-4- 26-6-8 32-7-0 36-8-0 39-0-0 41-0-0 2-4-6 5-8-2 5.11-14 5-3-0 -1- 6-2-8 6-0-8 4-1-0 2-4-0 2.0-0 ] C4 6 3.50 F12 5x6 = 6 7 36 24 23 " 21 20 4x4 = 16 15 14 3x5 = 4x4 = 3x6 = 6x10 = Scale=1:73.1 4x10 = Special 4x8 I I 13 To Too IN o l "Special" indicates special hanger(s) or other connection device(s) required at location(s) shown. The design/selection of such special connection device(s) is the responsibility of others. This applies to all applicable truss designs in this job. 2-0-02y1 14-0.0 19-3-0 26-6-8 32-7-0 36.8.0 39-0-0 41-0-0 2-0-00-0-0 5.8-2 5-11-14 5-3-0 7-3.8 6.0-8 4-1-0 2-4-0 2.0-0 Plate Offsets (X Y)-- [12:0-4-0 0-2-5] [1 3:0-2-8 0-8-8] [15:0-3-8 0-2-0] [17:0-6-0 0-3-4] [19:0-4-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.18 17-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.41 17-18 >791 240 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 HOrz(CT) 0.06 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.26 17-18 >999 240 Weight: 236lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc puffins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 5-10-0 oc bracing. 6-20,10-16: 2x4 SP No.3 WEBS 1 Row at midpt 8-19, 10-18 WEBS 2x4 SP No.3 *Except* 5-21: 2x6 SP No.2 SLIDER Right 2x8 SP 240OF 2.0E 2-2-1 REACTIONS. (lb/size) 13=918/0-8-0, 24=-25/0-8-0, 21=2805/0-8-0 Max Horz 24=126(LC 11) Max Uplift 13=-477(LC 12), 24=-383(LC 29), 21=-1737(LC 12) Max Grav 13=91B(LC 1), 24=242(LC 21), 21=2805(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 211/287, 2-3= 357/1399, 3-5=-1339/2266, 5-6= 215/443, 6-7— 176/453, 7-8= 134/362, 8-10— 1323/671, 10-11=-3132/1658, 11-12— 12221750 BOT CHORD 23-24=-315/183, 21-23=-1368/389, 18-19=-479/1219, 17-18=-1590/3141, 10-17=-249/585, 15-16=-156/290, 14-15=-1242/2314, 13-14= 656/1141 WEBS 2-24=-166/359, 2-23=-1162/309, 3-23= 427/332, 3-21= 103811209, 5-21 =-1 918/1197, 19-21= 1950/1332, 5-19=-1064/1920, 7-19=-488/375, 8-19=-1630/968, 8-18=-204/636, 10-18=-1966/1161, 11-15=-506/340, 11-14=-1246/664, 12-14=-350/672, 15-17=-1160/2146, 11-17=-322/656 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 20-4-0, Exterior(2) 20-4-0 to 23-4-0, Interior(1) 36-8-0 to 39-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 13=477, 24=383, 21=1737. Joaquin Velez PE No.68182 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 lb down and 208 lb up at MtTek USA, Inc. FL Cart 6634 39-0-0 on top chord, and 34 lb down and 29 Ib up at 38-11-4 on bottom chord. The design/selection of such connection device(s) is 6904 Parke East Blvd. Tampa FL 33610 the responsibility of others. Date: 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). April 18,2018 LOAD CASES Standard ® WARNING - Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII AualByCritedd, DSB-89 and SCSI BuOd/ng Component 6904 Parke East Blvd. Safety Informallorlavallable from Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply RICCIO 1 T13800220 75033 B6 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL ts.i;tu s mar i i zu1 a Nu i ek Inausuies, inc. r ue Apr i r ua:va:zo zu i o rdye c I D:ZAjj3g9PgmbwJ N REFeTGgQzRoMs-pmZwe4t4y3fdZV?Ysj_srmfkBAXdroDg6HU27?zPsJd LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-70, 7-11=-70, 11-12— 70, 12-13= 70, 20-31=-20, 17-19= 20, 16-25=-20 Concentrated Loads (lb) Vert: 14=-8(F Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MI1-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems. seeANS&VII CualHyCrifeda, DSB-89 and BCSI BuUding Component 6904 Parke East Blvd. Sotetyin/olmotlonavallable from Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply RICCIO T13800221 75033 B7 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 17 09:09:27 2018 Page 1 I D:ZAjj3g9PgmbwJ N REFeTGgQzRoMs-Hy71 rQtij NnUBfakQRV5OzCxEazsaGygLxDcfRzPsJc 2-4-0 8-0-2 14-0-0 19-0-0 21-86- 27-1-14 32-7-0 34-8-13 38-8-0 2.4-0 5-8-2 5-11-14 5-0-0 2-8-0 5-5-14 5-5-2 2-1-13 3-11-3 6 3.50 F12 Sx6 = Sx12 = Scale=1:67.6 3x5 = 4x4 = 3x6 = 6x10 = 3x5 = 4x8 11 19-3-0. . 21-8-0 -13 ' 3-11-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.11 16-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.26 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.06 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 16-17 >999 240 Weight: 228 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc putlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-20: 2x6 SP No.2, 10-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 5-21: 2x6 SP No.2 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 .REACTIONS. (lb/size) 13=876/0-8-0, 24=193/0-8-0, 21=2411/0-8-0 Max Harz 24=118(LC 11) Max Uplift 13=-430(LC 12), 24=-428(LC 8), 21=-1536(LC 12) Max Grav 13=879(LC 22), 24=365(LC 21), 21=2411(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 84/912, 3-5=-1035/1624, 7-8= 440/284, 8-1 O= 1507/857, 10-11=-2720/1489, 11-13= 1413/824 BOT CHORD 23-24=-2821171, 21-23=-895/128, 6-19= 240/260, 18-19=0/396, 17-18=-664/1401, 16-17=-1406/2719, 10-16— 151/360, 13-14= 695/1291 WEBS 2-24=-283/353, 2-23=-709/102, 3-23=-396/283, 3-21=-929/1143, 5-21=-167911159, 19-21=-1329/999, 5-19=-968/1594, 7-19= 904/634, 7-18— 310/613, 8-1 8=-1 174/767, 8-17= 139/466, 10-17=-1355/814, 11-14=-691/399, 14-16=-686/1297, 11-16=-704/1394 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 19-0-0, Extedor(2) 19-0-0 to 21-8-0, Interior(1) 25-10-15 to 38-8-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=430, 24=428, 21=1536. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE 10I1-7473 rev. 10M2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based ody upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSM11 AuafByCdleda, DS949 and BCSI Building Component 6904 Parke East Blvd. Safety lnformaRonuvailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 75033 IC IHip Ply T1380OP92 A a ors Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 17 09:09:28 201 I D:ZAjj3g9PgmbwJ NREFeTGgQzRoMs-19hg2muLUgvLop9x_8OKwBk10_HOJmPzZbzl 2-4.0 9-8-4 17-0-0 23-8-0 30.2-9 33-9-7 38-8-0 2-4-0 7-4-4 7-3-12 6-8-0 6-6-9 3-6-14 4-10-9 3.50 rl2 5x12 = 5x6 = 5 29 30 6 Scale=1:66.3 5x6 = 4x6 = 3x4 = 3x8 = 4x6 = 3x4 = 5x10 11 3x5 = 2-0-0 7-4-4 T d, 10 I6 0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.75 BC 0.58 WB 0.76 Matrix -MS DEFL. in (loc) Udefl Ud Vert(LL) -0.21 11-13 >999 360 Verl(CT) -0.48 14-16 >900 240 Horz(CT) 0.12 10 n/a n/a Wind(LL) 0.31 11-13 >999 240 PLATES GRIP MT20 244/190 Weight:1991b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood Sheathing directly applied or 2-6-5 oc purfins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-1-3 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at micipt 2-16 2-17: 2x6 SP No.2, 2-16: 2x4 SP M 30 SLIDER Right 2x8 SP 240OF 2.0E 3-0-0 REACTIONS. (lb/size) 10=1643/0-8-0, 17=183710-8-0 Max Harz 17=105(LC 11) Max Uplift 10— 839(LC 12), 17= 1046(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-366/91, 2-4=-3589/2198, 4-5= 3030/1992, 5-6=-2847/1985, 6-7=-3024/1992, 7-8= 3516/2234, 8-10— 3196/2023 BOT CHORD 1-17— 96/385, 16-17=-83/448, 14-16=-2040/3376, 13-14= 1694/2845, 11-13=-2055/3381, 10-11= 1788/2938 WEBS 2-17=-1698/1300, 2-16=-2060/3077, 4-16=-167/264, 4-14=-628/373, 5-14=-98/441, 6-13= 153/459, 7-13=-638/418, 8-11= 301/501 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=1.2psf; BCDL=3.Opsf; h=1511; 8=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-0-0, Exterior(2) 17-0-0 to 27-10-15, Interior(1) 27-10-15 to 38-8-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 6t=1b) 10=839, 17=1046. Joaquin Velez PE No.68182 Mi fek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. �' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSW11 GualByCrCedd, DSB-89 and BCSI Bul/ding Component 6904 Parke East Blvd. Safety lnfolmaRonavaitable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply RICCIO T13800223 75033 C1 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 17 09:09:30 2018 Page 1 I D:ZAh3g9PgmbwJNREFeTGgQzRoMs-hXpRTSwb?192271J5Z3o?cgQmot UniAG1vSGGmzPSJZ 2-4-0 4-6-0 10-0-11 15-0-0 16-7-0 18.5-6 , 21-1-8 , 25-8-0 31-3-1 33-8-3 , 38-8-0 22 4-0 2-2-0 5 6-11 4-11-5 1-7-0 1-10-6 2-8-2 2-5-3 ' 4-11-13 Scale=1:66.5 5x12 = 4x6 = Sx8 = 3.50 FIT 5 6 7 33 34 8 3x5 II 6x10 = 1a 3x5 = 3x6 = 4x8 I I 18-5-6 , 21-1-8 25-8-0 2-2.0 ' 5-6-11 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/-FP12014 CSI. TC 0.55 BC 0.29 WB 0.62 Matrix -MS DEFL. in Vert(LL) -0.11 Vert(CT) -0.24 Horz(CT) 0.12 Wind(LL) 0.11 (loc) I/dell Ud 3-20 >999 360 3-20 >819 240 16 n/a n/a 3-20 >999 240 PLATES GRIP MT20 244/190- Weight: 208 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 6-17: 2x4 SP No,3 9-2-8 oc bracing: 13-14 WEBS 2x4 SP No.3 *Except* 9-2-13 oc bracing: 12-13. 7-16: 2x6 SP No.2 WEBS 1 Row at midpt 8-16 SLIDER Right 2x8 SP 2400F 2.0E 3-0-0 .REACTIONS. (lb/size) 12=581/0-8-0, 22=556/0-8-0, 16=235410-3-8 Max Horz 22=108(LC 11) Max Uplift 12=-324(LC 12), 22=-417(LC 12), 16=-1142(LC 12) Max Grav 12=696(LC 22), 22=577(LC 21), 16=2354(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5= 328/1113, 5-6=-536/1468, 6-7= 542/1473, 7-8=-555/1509, 8-9=-375/372, 9-10=-994/758, 10-12=-1062/750 BOT CHORD 18-19=-971/510, 14-16=-271/321, 13-14=-639/954, 12-13=-637/983 WEBS 4-20=0/290, 4-19= 10637721, 5-19=-199/392, 5-18— 992/648, 16-18=-1528/866, 8-16=-1665/973, 8-14=-201/511, 9-14= 763/554, 9-13=-55/268, 7-16=-628/546, 2-22=-473/416 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=42psf; BCDL=3.Opsf; h=151t; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-9-13, Interior(1) 3-9-13 to 15-0-0, Exterior(2) 15-0-0 to 31-3-1, Interior(1) 31-3-1 to 38-8-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=324, 22=417, 16=1142. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI67473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 WeW 8 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII Qua/ByCdoda, DS"9 and SCSI Bugdlrtg Component 6904 Parke East Blvd. Safety ►nformallonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply 75033 C2 Hip 1 1b [CCIOT13800224 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I ek industries, Inc. I ue Apr 17 09:09:3l 2018 rage 1 ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-AkNphoxDmbHvgGtVfHa1 YpMejBMBW 3jPFZBpoczPsJY 13-0-0 16-7-0 !%& 22-1-8 3-0- 27-8-0 33-6-3 38-4-0 40-8-0 3-11-15 3-7-0 1-10-6 3.8-2 0-10- 3 4-7-11 5-t0-3 4-9-13 2-4-0 Scale=1:69.5 3.50 F12 5x12 = 4x6 = 5x6 = 5 31 6 732 33 8 34 9 23 22 18 17 15 14 13 3x5 = 3x5 11 6x10 = 16 3x8 = 4x4 — 5x10 3x6 = 3x5 = 40-8.0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.34 BC 0.32 WB 0.98 Matrix -MS DEFL. in (loc) I/dell Ud Vert(LL) -0.10 15-17 >999 360 Vert(CT) -0.20 15-17 >999 240 Horz(CT) 0.12 17 n/a n/a Wind(LL) -0.10 22 >999 240 PLATES GRIP MT20 . 244/190 Weight: 206 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 6-18: 2x4 SP No.3 10-0-0 oc bracing: 3-21,20-21 WEBS 2x4 SP No.3 *Except* 8-9-15 oc bracing: 14-15. 11-13,7-17: 2x6 SP No.2 REACTIONS. (lb/size) 13=810/0-8-0, 23=597/0-8-0, 17=2263/0-3-8 a Max Horz 23=101(LC 11) Max Uplift 13=450(LC 12), 23= 449(LC 12), 17=-1076(LC 12) Max Grav 13=897(LC 22), 23=615(LC 21), 17=2263(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. STOP CHORD 3-4=-457/447, 4-5— 86/616, 5-6=-585/1514, 6-7=-591/1519, 7-8=-669/1582, 8-9— 550/578, 9-10=-641/544, 10-11=-1132/808, 11-12=-343/123 BOT CHORD 3-21=-322/413, 20-21=-322/413, 19-20= 498/257, 15-17=545/219, 14-15=-691/1045, 13-14=-83/337, 12-13=-83/337 WEBS 5-20=-198/382, 5-19= 12151748, 17-19= 1620/1024, 8-17= 1445/946, 9-15_ 250/212, 10-15=-569/410, 4-20=-911/634, 11-13=-774/683, 11-14=-977/1124, 7-17= 368/356, 8- 1 5=-463/929, 2-23= 521/441 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-9-13, Interior(1) 3-9-13 to 13-0-0, Exterior(2) 13-0-0 to 33-6-3, Interior(1) 33-6-3 to 40-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=450,23=449,17=1076. Joaquin Velez PE No.68182 Mi rek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. la=2015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y T ItlIQ lei" Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSLMIJ QualifyCdfedo, DSBA9 and BCS1 BuOd/ng Component 6904 Parke East Blvd. Safety/nformaHonavatlable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA22314. Tampa, FL 33610 , Job Truss Truss Type City Ply RICCIO T13800225 75033 C3 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 17 09:09:32 2018 Page 1 ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-ewwBu7xrXvPmHQSiD_5G51 vnDbhfFYdZUDxNLezPsJX 2-4-0 4-6-0 11-0-0 16.7-0 18-5-6 23-1-e 4-0- 29-B-0 34-2.2 38-4-0 40-6-0 2-4-0 2-2-0 6-6-0 5-7-0 1-10-6 4.8-2 0.10- 3 5-7-11 4.6-2 4-1-14 2-4-0 C6 Scale=1:69.5 5x12 MT18HS = 3.50 F12 4x12 = 3x6 = 5x12 = v 30 a o 7 0 81 a 3x5 II 6x8 = 10 4x6 = 3x5 = 3x6 = 3x5 = 4x10 = 40-8.0 Plate Offsets (X,Y)-- [3:0-4-0,0-1-121, [4:0-6-0,0-1-121, [9:0-6-0,0-1-121, [15:0-2-11,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.19 3-20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.44 3-20 >443 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.18 17 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.22 3-20 >885 240 Weight: 196 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 5-7-9 oc bracing. 5-18: 2x4 SP No.3 WEBS 1 Row at midpt 4-19 WEBS 2x4 SP No.3 *Except* 11-13,6-17: 2x6 SP No.2 REACTIONS. (lb/size) 13=834/0-8-0, 22=610/0-8-0, 17=2227/0-3-8 Max Harz 22=85(LC 11) Max Uplift 13=-454(LC 12), 22= 446(LC 12), 17= 1074(LC 12) Max Grav 13=907(LC 22), 22=621(LC 21), 17=2227(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. STOP CHORD 4-5— 893/1770, 5-6=-909/1786, 6-8=-232/340, 8-9— 232/340, 9-10— 871/660, 10-11=-306/59, 11-12=414/46 BOT CHORD 5-19=-276/282, 16-17=-1694/1114, 14-16=-443/802, 13-14=-699/985, 12-13=-18/401 WEBS 4-20=-12/336, 4-19=-1880/1187, 17-19=-1871/1261, 9-14=-52/338, 10-14=-263/279, 11-13= 247/374110-13= 1093/1128, 6-17-1 146/808, 8-16= 433/415, 9-16= 804/405, 6-16=-1158/1821, 2-22=-528/446 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B-15ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-9-13, Interior(1) 3-9-13 to 11-0-0, Exterior(2) 11-0-0 to 35-5-0, Interior(1) 35-5-0 to 40-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13-454, 22=446, 17=1074. co CO aI9 o 0 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6984 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10JO312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based oNy upon parameters shown, and is for an Individual building component not �� a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAlIISWPII CuaBlyCdleft DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sciblylntomtatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800226 75033 G Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL vt Z a 2-4-0 7-1-13 asn174-0- 8.130 s Mar 112018 MiTek Industries, Inc. Tue I D:ZAjj3g9PgmbwJNREFeTGgQzRoMs-66UZ6TyTIDXdva1 umi 4x5 = 4x5 = 17 09:09:33 2018 Page 1 Scale=1:45.2 3x4 — 3x6 11 5x6 = 3x6 = 3x4 = 3x4 = Sx6 = 5x12 // 3x4 = ' 2-0-0 0-4'0 4-9-13 0-6-3 5-4-0 1-2-0 ' 5-4-0 0-6-3 4-9-13 OWD 2-0-0 Plate Offsets (X,Y)-- [9:0-0-8,0-1-111 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.07 10-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.17 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 10-11 >999 240 Weight:131 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural woad sheathing directly applied or 5-2-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 15=1223/0-8-0, 9=1222/0-8-0 Max Harz 15--82(LC 11) Max Uplift 15=-627(LC 12), 9=-627(LC 12) +FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1898/1221, 3-4=-157911061, 4-5= 1464/1067, 5-6=-1579/1061, 6-7=-189811221 BOT CHORD 12-14=-1095/1778, 11-12=-806/1464, 10-11=-1086/1778 WEBS 3-12=-427/307, 6-11=-427/307, 2-15=-1086/765, 2-14=-1126/1808, 7-9— 10861766, 7-10_ 1125/1808 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to 14-2-0, Interior(1) 18-4-15 to 27-2-0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 15=627.9=627. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cori 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING- Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOTek7 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery- erection and bracing of trusses and truss systems, seeANSMII QuaiRyCrNeda, DSB-89 and BCSI Buildfng Component 6904 Parke East Blvd. Safety InfounaBonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800227 75033 G1 HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Apr 17 09:09:34 2018 Page 1 ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-aJ2yJpz53WgUXkc4KP7kAS_9_PMkjW wsyW QTPXZPsJV 2-4-0 6-0-12 11-0-0 16-2-0 21-1-4 24-10-0 27-2-0 2-4-0 3-8-12 4-11-4 5-2-0 4-11-4 3-8-12 2-40 v1 6 Scale=1:45.2 4x12 = 4x5 = 3.50 12 4 22 23 5 13 14 w 9 3x4 = 6x8 = 3x4 = 3x6 = 3x8 = 6x8 = 3x4 = 11-0-0 2-0-0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fFP12014 CSI. TC 0.27 BC 0.46 WB 0.63 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl Ud -0.12 12-13 >999 360 -0.26 12-13 >999 240 0.05 9 n/a n/a 0.1010-12 >999 240 PLATES GRIP MT20 244/190 Weight: 128lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-3-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 13=1223/0-8-0, 9=1223/0-8-0 Max Horz 13=-70(LC 10) Max Uplift 13=-734(LC 12), 9=-621(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-473/26, 2-3=-376/35, 3-4=-1754/1152, 4-5=-164211161, 5-6=-1754/1151, 6-7=-375/35, 7-8_ 473/26 BOT CHORD 1-13=0/459, 12-13=-1011/1622, 10-12= 939/1642, 9-10=-1001/1622, 8-9=0/458 WEBS 2-13= 228/337, 3-13=-1793/1539, 7-9= 229/336, 6-9=-1793/1539 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to 20-4-15, Interior(1) 204-15 to 27-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=734, 9=621. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. 10103,2015 BEFORE USE Design valid for use only with MiTek® connectors. this design Is based only upon parameters shown, and is for an individual building component not a 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 MiTeW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII Quality Ctlledo, DSB449 and SCSI Bulld/ng Component 6904 Parke East BNd. Safety lnfatlnallonavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply RICCIO T13800228 75033 GRA ROOF SPECIAL GIRDER 1 1 Job Reference (optional) cnamoers Truss, inc., r-on coerce, rL 0. 1ov b Mar 1 r eu 10 rvll1tlK HIuubtlwtl , I lu. rUC MPI 1 r ua.Va.01 —1O raye 1 ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-_uk4xr?_M R230BLf?XhRn4cW IcOlvotleUe80szPsJS 43-2-10 2-4-0 5-8-0 9.0.0 13-3-14 17-6-0 20-2-8 21-8-2� 26-0-0 27-4-q 31-8-4 360-8 40-3-10 40-4-12 46-4-0 2d-0 3d-0 3-4-0 4-3-14 4-2.2 2-B-6 t-5-10 4-3-14 1d-0 4dd 4-4-0 4-3.2 0. -2 2.9-14 3-1-6 NAILED NAILED NAILED Special Special NAILED NAILED NAILED 5x12 = 3.50 F12 Sx12 = 5x8 = NAILED 3x6 = 4x6 = 3x4 I NAILED 3x5 4 33 5 34 35 36 6 7 37 38 8 q Scale=1:80.0 NAILED NAILED NAILED NAILED NAILED NAILED NAILED 3x4 11 3x10 = 3x6 = 3x4 11 3x5 = 4x5 = .,., 10 40 .. — 11 .,o — _ 13 _ 45 14 15 29 28 27 48 26 49 25 50 51 24 52 53 23 22 21 20 54 55 19 56 57 is58 17 59 16 4x5 = 3x6 11 5x6 = 3x5 = 3x5 = 6x10 = 3x5 = M = 3x5 = 3x4 11 4x6 = NAILED 3x4 II WO = Special NAILED NAILED NAILED Special 3X4 11 3x6 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 43-2-10 40.6-6 2-0.02i4A 5-&0 9-0.0 13.3-14 i 17-60 i 20.2.8 i21-&2 26-0-0 27d-q 31-&4 36.0.8 40-3.70 40.11r72 i 46-4-0 2 60 3-4-0 3-4-0 4-3-14 4-2-2 2-8-6 1-5-10 4-3-14 1-4-0 4 4 4 4-414-3-2 0- 2 2-B-0 3.7-6 0-1-10 Plate Offsets (X,Y)-- [4:0-6-0,0-1-12], [6:0-3-0,Edge], [8:0-5-4,0-2-8] LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.08 24-26 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.18 24-26 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(CT) 0.05 18 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.12 19-20 >999 240 Weight: 246lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP iv130 TOP CHORD BOT CHORD 2x4 SP M 30 *Except' 21-25: 2x4 SP M 31 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 2-29,13-18,7-24: 2x6 SP No.2 REACTIONS. (lb/size) 29=1094/0-8-0, 18=2058/0-5-8, 24=3646/0-3-8 Max Horz 29=136(LC 8) Max Uplift 29= 781(LC 8), 18= 1495(LC 5), 24= 2177(LC 8) Max Grav 29=1120(LC 17), 18=2063(LC 18), 24=3646(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. STOP CHORD 1-2=-299/172, 2-3= 1605/899, 3-4= 1801/1067, 4-5= 1481/827, 5-7= 1024/1665, 7-8=-1024/1665, 8-9=-897/545, 9-10=-170511044, 10-11 =-I 705/1044, 11-13=-858/897, 13-14=-858/897 BOT CHORD 1-29=-148/301, 27-28=-921/1521, 26-27=-1031/1720, 24-26=-811/1481, 23-24=-547/920, 22-23= 772/1231, 20-22=-772/1234, 19-20= 605/999, 18-19= 605/999 WEBS 2-29=-994/704, 2-28_ 995/1596, 3-28=-307/263, 3-27= 349/398, 4-27— 105/381, 4-26=-451/295, 5-26— 57/572, 5-24=-3254/1959, 8-24=-2786/1754, 8-23=-468/986, 9-23=-721 /459, 9-20=-307/556, 10-20=-368/321, 11-20=-539/796, 11-19=0/312, 11-18— 2148/1298, 14-18=-867/838, 14-17=-264/305, 15-17=-288/263, 13-18-386/329, 7-24=-969n94 Structural wood sheathing directly applied or 5-4-12 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 8-24 2 Rows at 1/3 pts 5-24 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.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) 29=781,18=1495,24=2177. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 293 lb down and 329 lb up at Joaquin Velez PE No.68182 9-0-0, and 293 lb down and 329 lb up at 26-0-0 on top chord, and 407 lb down and 187 lb up at 9-0-0, and 407 lb down and 187 lb l iTek USA Inc. FL Cent 6634 up at 25-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASE(S) Standard April 18,2018 ® WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE R Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component• not q` 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 MiTeW Is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1Plr Buai9yCrledd, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely lntonnaHonavallabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA!22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800228 75033 GRA ROOF SPECIAL GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Industries, Inc. I ue Apr 11 u9:ua:31 2u18 rage 2 ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-_uk4xr?_MR230BLf?XhRn4cW IcOlvotleUe80szPsJS LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-8=-54, 8-9= 54, 9-15=-54, 16-30=-20 Concentrated Loads (lb) Vert: 4=-246(B) 6=-142(B) 8=-246(B) 27=-183(B) 26=-44(B) 5=-142(B) 23=-183(B) 14=-94(B) 17=-23(B) 7=-142(B) 24=-44(B) 33_ 142(B) 34=-142(B) 36=-142(B) 37= 142(B) 38= 142(B) 41=-136(B) 42=-94(B) 43= 94(B)45=-94(B)46=-94(B)47=-94(B) 48=-44(B) 49=-44(B)50=-44(B) 51=-44(B) 52=-44(B) 53=-44(B) 54=-196(B) 55=-23(B)56=-23(B)57— 23(B) 58=-23(B) 59= 23(B) ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. Design valid for use only With MlTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Hs design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Addifional temporary and permanent bracing MiTek7 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, seeANSWII QualityCrReda, DSO-89 and SCSI SuHd61g Component 6904 Parke East Blvd. Safety InfonnaHonovaliable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA'22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800229 75033 GRB ROOF SPECIAL GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 2-4-0 ' 5-7-6 6-0-11 6.4.0 5x6 3.50 FIT 5x6 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 17 09:09:38 2018 Page 1 5-4-0 3-0-0 23 22 21 Zu 19 18 1710 15 " 14 4x5 = 4x4 = 7x8 = 4x6 = 6x10 = 3x4 11 4x8 = 5x6 = Scale=1:82.2 6x8 = HUS26 3x4 11 6x8 11 Special Plate Offsets (X Y)-- [4:0-3-0 Edge] f l l:0-5-12 0-2-8] [13:0-6-4 0-0-5], [15:0-2-8,0-2-4], [21:0-4-0,0-4-121, [23:0-0-8,0-1-11 ] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.28 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.63 15-17 >613 240 BCLL 0.0 * Rep Stress Incr NO WB 0.99 Horz(CT) -0.01 21 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.42 15-17 >924 240 Weight: 285 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or, 2-2-10 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 4-2-5 oc bracing. 16-20: 2x6 SP No.2 WEBS 1 Row at midpt 7-19 WEBS 2x4 SP No.3 *Except* 5-21: 2x6 SP No.2, 5-19,9-15: 2x4 SP M 30 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 13=1721/0-8-0, 23=-332/0-8-0, 21=3539/0-8-0 Max Horz 23=126(LC 7) Max Uplift 13= 924(LC 8), 23= 612(LC 18), 21=-2144(LC 8) Max Grav 13=1721(LC 1), 23=21(LC 5), 21=3539(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 281/643, 2-3= 796/2204, 3-5=-1702/3223, 5-6= 176/400, 6-7— 193/437, 7-8= 1840/985, 8-9=-1952/990, 9-10=-5855/3046, 10-11= 5617/2902, 11-13=-3531/1925 BOT CHORD 1-23=-558/262, 22-23= 645/224, 21-22= 2088/811, 19-21=-3035/1783, 18-19=-599/1466, 17-18— 597/1467, 15-17= 1644/3277, 14-15=-176213305, 13-14=-1736/3248 WEBS 2-23= 80/464, 2-22=-1573/590, 3-22=-320/394, 3-21=-1191/1038, 5-21=-2968/1655, 5-19=-163613208, 6-19=-651/422, 7-19= 2033/1134, 7-17=-381/749, 8-17=-161/373, 9-17=-1657/984, 10-15= 190511063, 11-15=-1123/2391, 11-14=-260/554, 9-15= 1437/2794 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.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 Qt=lb) 13=924, 23=612, 21=2144. 7) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 41-0-12 from the left end to connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. Joaquin Velez PE No.68182 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)148 lb down and 216 lb up at MiTek USA, Inc. FL Cert6634 43-4-0 on top chord, and 59 lb down and 35 lb up at 43-3-4 on bottom chord. The design/selection of such connection device(s) is 6864 Parke East Blvd. Tampa FL 33611 the responsibility of others. Date: 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). April 18,2018 CRntinued on page 2 ®! WARNING - Ven1y design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 101=016 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a fruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 Qualify Ci feda, DSB-89 and BCSI Building Component Safety fnfonnahbnavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800229 75033 GRB ROOF SPECIAL GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL o. rav s rvlcl I I GV I0 IYII 1 -I IVu-`-, 11- 1 uc np , , w.v�. , y� I D:ZAjj3g9PgmbwJ N REFeTGgQzRoMs-S41S9BOc71Aw? LvsZFCgK19iGOfUeEJRsBOhYlzPsJR LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-70, 6-7=-70, 7-8= 70, 6-10= 70, 10-11=-70, 11-13= 70, 1-24=-20 Concentrated Loads (lb) Vert: 11=-52(F) 14=-36(F) 33=670(F) A WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE Design valid for use only with MITeM connectors. This design Is based only upon parameters shown, and is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VI1 QualityCdfeda, DS6-89 and BCS1 Building Component 6904 Parke East Blvd. Safety lntomrationavallable from Truss Plate Institute. 218 N. Lee Street. State 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply RICCIO T13800230 75033 GRC HIP GIRDER 1 1 Job Reference (optional) .. i T.... A... 17 An•nn•An nn10 Dona 1 Chambers Truss, inc., Fort Fierce, FL o. 130 s -ai I 1 cv i u m1 , an �i iuus es, gym. , ue F I D:ZAjj3g9PgmbwJNREFeTGgQzRoMs-PTPDas2sfMCieFf3EhgE8PjE4ugJw69OkKStodBzPsJP 1 22 4-6-9-0-06_6 2-9-8 1670 -5-6 2317.14 3B0 -0 .887 --74-0 40-0--006 5 3/ 29 8 30 -4-0 ' Scale=1:69.5 6 NAILED NAILED NAILED Special NAILED 3x4 = NAILED NAILED NAILED NAILED Special 3.50 FIT Sx6 = NAILED 3x8 = NAILED 3x4 11 4x6 = 4x8 = 3x4 II NAILED 5x12 = 4 29 30 5 31 632 7 338 34 35 9 36 37 10 38 39 40 11 22 21 4x4 = NAILED 5x12 = 18 17 16 15 14 3x10 I 44 45 46 47 48 49 50 51 6x12 // 3x5 = 3x4 II Special NAILED NAILED 3x4 II 6x8 = NAILED NAILED 6x8 = NAILED 5x6 = 3x5 = NAILED NAILED NAILED NAILED Special NAILED 4"-0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017ITP12014 CSI. TC 0.76 BC 0.86 WB 0.89 Matrix -MS DEFL. in Vert(LL) -0.18 Vert(CT) -0.37 Horz(CT) 0.21 Wind(LL) 0.24 (loc) Udefl Ud 3-20 >999 360 3-20 >529 240 14 n/a n/a 3-20 >807 240 PLATES GRIP MT20 244/190 Weight:191 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-13 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-18: 2x4 SP No.3, 16-18: 2x4 SP M 31 WEBS 1 Row at midpt 5-19, 9-17 WEBS 2x4 SP No.3 *Except* 12-14: 2x6 SP No.2 REACTIONS. (lb/size) 14=1284/0-8-0, 17=4185/0-3-8, 22=858/0-8-0 Max Horz 22=70(LC 7) Max Uplift 14=-725(LC 8), 17=-2388(LC 8), 22=-632(LC 8) Max Grav 14=1311(LC 18), 17=4185(LC 1), 22=861(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 3-4= 1538/1053, 4-5=-1445/1051, 5-6— 1608/3035, 6-7=-1630/3065, 7-9— 1643/2929, 9-10=-1600/875, 10-11= 1602/876, 11-12=-2177/1234, 12-13— 333/130 BOT CHORD 3-20=-919/1452, 19-20=-317/59, 18-19=-262/11, 6-19— 304/228, 17-18=-325/96, 16-17=-414/211, 15-16=-1072/2033, 14-15=-143/356, 13-14=-143/356 WEBS 5-20=-962/1877, 5-19— 3016/1934, 10-16= 661/505, 11-16= 604/400, 11-15_ 2.1/360, 12-14= 11931798, 7-17=-493/428, 17-19=-3059/1973, 9-16=-1100/2125, 9-17=-3146/1907, 2-22— 832/557, 12-15= 1021/1737 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.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 Qt=lb) 14=725, 17=2388, 22=632. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 174 lb down and 258 lb up at 9-0-0, and 254 lb down and 360 lb up at 31-8-0 on top chord, and 365 lb down and 301 lb up at 9-0-0, and 407 Ib down and 187 lb up at 31-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/IPII GUaltlyCdfef/a, DS8.69 and BCSI BuYaling Component 6904 Parke East Blvd. Tampa, FL 33610 Safety lnfonnallonovalloble from Truss Plate Institute. 218 N. Lee Street. State 312, Alexandria, VA22314. Job Truss Truss Type Qty Ply RICCIO T13800230 75033 GRC HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13o s mar 11 2ulu MI I eK industries, Inc. I ue Apr l i u`J:0e:40 20io rage 2 I D:ZAjj3g9PgmbwJN R EFeTGgQzRoMs-PTPDas2sfMQeFf3Ehg E8Pj E4ugJw69OkKStod BzPsJ P LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-70, 4-11=-70, 11-13= 70, 21-23=-20, 3-19=-20, 18-26=-20 Concentrated Loads (lb) Vert: 4= 99(F) 11=-207(F) 20=-295(F) 5=-96(F) 15=-183(F) 30=-96(F) 31=-96(F) 32=-126(F) 33— 126(F) 34=-126(F) 35= 126(F) 36=-126(F) 37=-126(F) 38= 126(F) 39= 126(F) 41=-74(F) 42=-74(F) 43=-74(F) 44= 44(F) 45=-44(F) 46=-44(F) 47=-44(F) 48=-44(F) 49=-44(F) 50=-44(F) 51=-44(F) WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MlIckE) connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iliiOW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeAAkVMII QualityCrCeIW, DSBd9 and SCSI SuUding Component 6904 Parke East Blvd.fabrication, Safety lnformation3vallable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800231 75033 GRD JACK -CLOSED GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Plate Offsets 8.130 s Mar 112018 MiTek Industries, Inc. Tue Apr 17 09:09:41 2018 Page 1 I D:ZAjj3g9PgmbwJN REFeTGgQzRoMs-ttzbnC2UQgYVspeQENINywnPADi3rpBuZ6cL9dzPsJO 3-0-0 3-0-0 2 3.50 F,2 2x3 II 4 4x4 = 3 6x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.02 34 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.03 3-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=489/0-8-0, 3=690/Mechanical Max Horz 4=48(LC 8) Max Uplift 4= 235(LC 8), 3= 368(LC 8) •FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:11.8 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% Structural wood sheathing directly applied or 3-0-0 oc puilins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- .1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=235, 3=368. 7) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 1-10-12 from the left end to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 3-4=-20 Concentrated Loads (lb) Vert: 5=-933(B) Joaquin Velez PE No.69132 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI)EK REFERANCE PAGEM11-7473 rev, 10/03/2015 BEFORE USE Design valid for use only with MIek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing {VBiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSM11 GuaIHyCllfeda DSB-89 and BCS1 Building Component Tama, FL 33610 Safety lnformoBon3vailable from Truss Plate institute. 218 N. Lee Slreet. Suite 312. Wexandda, VA22314. Job Truss Truss Type Qty Ply RICCIO T13800232 75033 GRG HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Apr 17 09:09:43 2018 Page 1 ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-pl5LCu4lyHoC66opMonr1 LsfJ1 OCJZcA0Q5SDVzPsJM 2-4.0 4-11-9 6-2-8 9-0-0 13-7-0 18-2-0 , 20.11-8 22-2-7 , 24-10-0 27-2-0 2-4-0 2-7-9 1-2.15 2.9.8 4-7-0 4-7-0 2-9-8 1-2-15 2-7-9 2-40 NAILED Special NAILED Special 5x12 = 2x3 11 3.50 12 NAILED NAILED 5x12 = 4 22 23 24 5 25 26 27 6 SYa 3x4 = 6x8 = 3x4 = 5x6 WB= 3x8 = NAILED 3x4 = Special NAILED NAILED Special NAILED Scale=1:45.2 N a Ire 0 6x8 = 3x4 = 2-0-0 2r4]0 6-2-8 9.0-0 13-7-0 18-2-0 20-11-8 24-10-0 2b-2r0 27-2-0 1-4-0 3-10-8 2-9-8 4-7-0 + 4-7-0 2-9-8 3-10-8 Nt 0 Plate Offsets (X Y)-- [4:0-6-0 0-1-12] [6:0-6-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.16 12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.34 12 >784 240 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix -MS Wind(LL) 0.25 12 >999 240 Weight: 132 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing. WEBS 2x4 SP No.3 `Except" WEBS 1 Row at midpt 3-15, 7-10 2-15,8-10: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 15=1953/0-8-0, 10=1954/0-8-0 Max Harz 15=57(LC 7) Max Uplift 15= 1239(LC 8), 10= 1138(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-356/137, 2-3=-312/154, 3-4= 3806/2259, 4-5= 4397/2665, 5-6=-4397/2665, 6-7=-3807/2278, 7-8=-316/154, 8-9=-345/137 BOT CHORD 1-15=-129/356, 14-15= 1785/3185, 12-14=-2035/3666, 11-12=-2053/3652, 10-11= 1828/3162, 9-1 0=-1 29/344 WEBS 4-14=-32/262, 4-12=-545/985, 5-12=-737/582, 6-12=-523/984, 6-11=-31/263, 2-15= 374/320, 3-15= 3321/2098, 3-14= 439/661, 8-10=-374/295, 7-1 O 3322/1999, 7-11=-439/661 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.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 Qt=lb) 15=1239, 10=1138. 7) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 254 lb down and 353 lb up at 9-0-0, and 254 lb down and 353 lb up at 18-2-0 on top chord, and 407 lb down and 187 lb up at 9-0-0, and 407 lb down and 187 lb up at 18-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Joaquin Velez PE No.66182 LOAD CASE(S) Standard MiTek USA, Inc. FL Ced 6634 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6604 Parke East Blvd. Tampa FL 33610 Uniform Loads (plf) Date: Vert: 1-4=-70, 4-6=-70, 6-9= 70, 16-19= 20 April 18,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMI( REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properiy incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal tnjuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss 11 -d reoANS&VI1 QualifyCrllerld, OSB-89 and SCSI Building Componenf 6904 Parke East Blvd. Safety Infolmationovallable from Truss Plate Institute. 218 N. Lee Siree1 . o If 17. Aexandda, VA 22314. Tampa, FL 33610 Job Truss Tn::,;, Fkr`.T_ Qty Ply RICCIO T13800232 75033 GRG HiO GIRDER 1 1 Job Reference (optional) Cnambers I russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 17 09:09:43 2018 Page 2 ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-pl5LCu4lyHoC66opMonr1 LstJ1 OCJZcAOQ5SDVzPsJM LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-207(B) 6=-207(B) 13=-44(8) 14=-183(B) 11=-183(B) 22=-126(B) 24=-126(B) 25=-126(B) 27=-126(8) 28=-44(B) 29=-44(B) 30=44(B) Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MIT5KREFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANS14PII CUaOlyCifleda, DSO-89 and SCSI BmTding Component Safety lntomlaBonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800233 75033 GRJ Jack -Open Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Apr 17 09:09:43 2018 Page 1 I D:ZAjj3g9PgmbwJNREFeTGgQzRoMs-pl5LCu4lyHoC66opMonrl Lsh21 PQJjbA005SDVzPsJM 2-10-0 5-8-0 3x4 11 2-10-0 2-10-0 2 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.08 3-4 >770 360 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Verl(CT) -0.21 3-4 >304 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.10 3-4 >624 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=383/0-8-0, 2=190/Mechanical, 3=216/Mechanical Max Horz 4=97(LC 8) Max Uplift 4= 166(LC 8), 2= 143(LC 8), 3=-91(LC 8) ,FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:22.1 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% Structural wood sheathing directly applied or 5-8-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL--1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 4=166, 2=143. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2— 70, 3-4=-20 Concentrated Loads (lb) Vert: 6� 106(F) 7= 196(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6604 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 Q WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 101=015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component no, � a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. cleilvery, erection and bracing of trusses and truss systems, seeANSWI1 AualllyClHedd, DSO-89 and SCSI Bu0dbg Component 6904 Parke East Blvd. Safely itualmaffanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800234 75033 J1 JACK -OPEN 12 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. 1 ue Apr 17 09:09:44 2018 rage 1 I D:ZAjj3g9PgmbwJNR EFeTGgQzRoMs-HEfjPE5Nibw3jGN?wVJ4aZPn6Rh427?KF4r?myzPsJL 2-4-0 3-0-0 2.4-0 0-8-0 Scale = 1:8.8 0 6 Plate Offsets (X Y)-- [2.0-0-8 0-1-121 [5:0-0-4 2-1-01 [5:0-0-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 4-5 >999 240 Weight: 10lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=-176/Mechanical, 4=-202/Mechanical, 5=643/0-8-0 Max Harz 5=52(LC 12) Max Uplift 3� 176(LC 1), 4=-202(LC 1), 5=-588(LC 12) Max Grav 3=159(LC 12), 4=192(LC 12), 5=643(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-334/706 BRACING - TOP CHORD Structural wood Sheathing directly applied or 3-0-0 oc putiins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=176, 4=202, 5=588. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 Q WARNING - Verily design paremeters end READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MI7ek8 connectors. This design is based only upon parameters shown, and is for an individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual trussweb and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&WI1 AualByCd1s11a, DSO-89 and SCSI SuOding Component 6904 Parke East Blvd. SatetyfntotlnaKonovaitabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T13800235 75033 J 1 A JACK -OPEN 4 1 �RICCIO Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 0. 3x4 11 1-0-0 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 17 09:09:44 2018 Page 1 I D:ZAjj3g9PgmbwJN REFeTGgQzRoMs-H EfjPE5Nibw3jGN?wVJ4aZPx5Rtk2AH KF4r?myzPsJ L Scale = 1:8.9 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.00 4 >999 240 Weight: 4lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=38/0-8-0, 2=28/Mechanical, 3=10/Mechanical Max Harz 4=15(LC 12) Max Uplift 4=-6(LC 12), 2— 28(LC 12), 3=-5(LC 12) Max Grav 4=38(LC 1), 2=28(LC 1), 3=17(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ,1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 3. Joaquin Velez PE No.68182 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII CuaW Critedd, DS049 and SCSI Safidtrrg Component 6904 Parke East Blvd. Safety frikarratfonavaliable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RI CIO T13800236 75033 J3 JACK -OPEN 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 2-4-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 TCDL 15.0 Lumber DOL 1.25 BC 0.70 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=39/Mechanical, 4=-16/Mechanical, 5=421/0-8-0 Max Harz 5=87(LC 12) Max Uplift 3=-34(LC 9), 4=-16(LC 1), 5=-338(LC 12) Max Grav 3=51(LC 17), 4=39(LC 12), 5=421(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-276/503 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 17 09:09:45 2018 Page 1 I D:ZAjj3g9PgmbwJN REFeTGgQzRoMs-IQD6da5?Tv2wLQyCTDgJ6mxwHg3anbBTUkaZIOzPsJ K Scale=1:11.6 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.02 4-5 >999 240 MT20 244/190 Vert(CT) 0.01 4-5 >999 240 Horz(CT) 0.04 3 n/a rda Weight: 16 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=338. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is lased only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into The overall building design. Bracing Indicated Into prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {ViiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMII CuaNyCftlefla, DS"9 and BCSI Building Component 6904 Parke East Blvd. Safety ratonnafianavdlabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800237 75033 J3A Jack -Open 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Apr 17 09:09:45 2018 Page 1 ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-IOD6da5?Tv2wLQyCTDgJ6mx1 RgAlndWTUkaZIOzPsJK 3-0-0 3.0-0 3-0-0 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.00 3-4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MR Wind(LL) 0.01 3-4 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=126/0-8-0, 2=91/Mechanical, 3=35/Mechanical Max Horz 4=49(LC 12) Max Uplift 4=-46(LC 12), 2=-77(LC 12), 3=-6(LC 12) Max Grav 4=126(LC 1), 2=91(LC 1), 3=55(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:11.8 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% Structural wood sheathing directly applied or 3-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; 1--24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING- Verity design parameter. and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mil-7473 rev. fa/a=015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component- not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery- erection and bracing of trusses and truss systems, seeANSWil GuaMy CrBelb DS8.89 and BCSI BuAd/ng Component 6904 Parke East Blvd. Safety informationavvalloble from Truss Plate Institute- 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800238 75033 J3B JACK -OPEN 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mi I eK industries, Inc. I ue Apr 17 09:0J:46 2u1 a rage 1 ID:ZAjj3g9PgmbwJNREFeTGgOzRoMs-DcnUgw6dECAnzaXOl wLYf_UCBEW_W 4mdiOK6ggzPSJJ 3-0-0 3-0-0 3x4 11 4 3-0-0 I0 Scale = 1:11.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MR Wind(LL) 0.01 34 >999 240 Weight: 10lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=126/Mechanical, 2=91/Mechanical, 3=35/Mechanical Max Harz 4=49(LC 12) Max Uplift 4=-46(LC 12), 2= 77(LC 12), 3= 6(LC 12) Max Grav 4=126(LC 1), 2=91(LC 1), 3=55(LC 3) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 3. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEirREFERANCE PAGE Mll-7473 rev. IWOZ2015 BEFORE USE Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSUrPII QualifyCiffeda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IniannaHorravailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800239 75033 J3C JACK -OPEN 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4-6.0 3x8 II 8.130 s Mar 112018 MiTek Industries, Inc. Tue Apr 17 09:09:47 2018 Page 1 ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-ipKs2G7F?W Ieak5abesnBB1 MoeoiFXOmx23fMHZPSJI 5.0-0 Scale=1:11.6 2-0-0 0-4-0 2-2-0 0-6-0 Plate Offsets (X,Y)-- [1:0-3-9,0-0-21, [1:0-0-12,1-10-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.02 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.05 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MR Wind(LL) 0.04 6 >999 240 Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc putlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 3=18/Mechanical, 4=6/Mechanical, 1=422/0-8-0 Max Harz 1=87(LC 12) Max Uplift 3=-26(LC 12), 4= 1 O(LC 12), 1= 191(LC 12) Max Grav 3=18(LC 1), 4=11(LC 3), 1-422(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave-oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 1=191. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MMEKREFERANCE PAGE Mll-7473 rev. 10MY2015 BEFORE USE Design valid for use oNy with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web aril/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII OaaltlyCdteda, DS"P and SCSI BUQdIng Component 6904 Parke East Blvd. Safety lnfomraBonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply RICCIO T13800240 75033 J5 JACK -OPEN 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 17 09:09:47 2018 Page 1 I D:ZAj)3g9PgmbwJ NREFeTGgQzRoMs-ipKs2G7F? W I eak5abesnBB 1 Geeo1 FVGmx23fMHzPsJI 2-4.0 7-0-0 2-4-0 4-8-0 3x6 11 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.04 4-5 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=123/Mechanical, 4=31/Mechanical, 5=470/0-8-0 Max Horz 5=122(LC 12) Max Uplift 3=-99(LC 12), 5= 341(LC 12) Max Grav 3=123(LC 1), 4=69(LC 3), 5=470(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5_ 372/593 Scale=1:18.8 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ` 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-11-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except 6t=lb) 5=341. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6834 6904 Parise East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING - Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with MiTek® connectors. fits design Is based oNy 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 property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GuaNtyCdledd, DS&89 and BCSI Bulldlag Component 6904 Parke East Blvd. Sofetylntoanallonavatlabte from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800241 75033 J5B Jack -Open 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 17 09:09:48 2018 Page 1 I D:ZAjj3g9PgmbwJN REFeTGgQzRoMs-A?uE Fc8tmgQVCugn9LNOkPZOV25e_GwAipDvjzPsJ H 5.0-0 5-0-0 4 4x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vclefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.03 3-4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.06 3-4 >892 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.05 3-4 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=216/Mechanical, 2=155/Mechanical, 3=61/Mechanical Max Horz 4=85(LC 12) Max Uplift 4=-87(LC 12), 2— 127(LC 12), 3=-B(LC 12) Max Grav 4=216(LC 1), 2=155(LC 1), 3=94(LC 3) 'FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-181/252 Scale =1:18.9 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-11-4 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except (jt=lb) 2=127. Joaquin Velez PE No.68182 MiTek USA, Inc- FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, lawR015 BEFORE USE, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Racing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW ' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII GualHyCrffetla, DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Safety /nformationavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply RICCIO T13800242 75033 J5C JACK -OPEN 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s mar 11 2g16 MI i etc industries, inc. t ue Apr 1 / ua:ua:46 2W8 rage i I D:ZAjj3g9PgmbwJN REFeTGgOzRoMs-A?uEFc8tmgOVCugn9LNOkPZT127N_GwAipDvjzPsJH 4-6-0 7-0.0 4-6-0 2-6-0 3x8 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.02 5 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.04 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) -0.10 6 >827 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 3=102/Mechanical, 4=53/Mechanical, 1-171/0-8-0 Max Horz 1=122(LC 12) Max Uplift 3= 84(LC 12), 4=-22(LC 12), 1=-213(LC 12) Max Grav 3=102(LC 1), 4=66(LC 3), 1=471(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:18.8 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 7-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B-15ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-11-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 1=213. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6804 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MO-7473 rev, 1010MO15 BEFORE USE Design valid for use only with MIT08 connectors. This design is based only upon parameters shown, and Is for an individual building component not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTev 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, seeANSW11 Gua/HyClBeft DSO-49 and SCSI BuIld/ng Component 6904 Parke East Blvd. Safely /nfoonationavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply RICCIO T13800243 75033 J7 JACK -OPEN 25 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Apr 17 09:09:49 2018 Page 1 ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-eBScTx9WX7YMg1 Fz13uFHc6h7SRQjOI30MYmRgzPsJG 2-4-0 4-9-13 9-0-0 22 4-0 2-5-13 4-2-3 3x6 11 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.07 4-5 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.16 4-5 >492 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(CT) 0.05 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.05 4-5 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=196/Mechanical, 4=64/Mechanical, 5=544/0-8-0 Max Horz 5=158(LC 12) Max Uplift 3=-157(LC 12), 5= 367(LC 12) Max Grav 3=196(LC 1), 4=113(LC 3), 5=544(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 291/130 WEBS 2-5=-487/693 Scale =1:22.5 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft; eave=4fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-11-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=157, 5=367. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �� a 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 truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 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, seeANSMPIi QualifyCtBedo, DSB.69 and SCSI Building Component 6904 Parke East Blvd. safety/ntannallonovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply RICCIO T13800244 75033 J7C JACK -OPEN 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 17 09:09:50 2018 Page 1 I D:ZAjj3g9PgmbwJNREFeTGgQzRoMs-600?gH981RhDRBg9GmPUpgfkOrqLSumCd01 KzbzPsJF 4-6-0 9-0-0 4-6-0 4-6-0 3.4 li) 3x8 11 Io Scale=1:22.5 2-0-0 -4- 2-2-0 4-6-0 Plate Offsets (X,Y)-- [1:0-0-12,1-10-31, [1:0-3-9,0-0-21, [2:0-5-12,0-2-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.08 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.19 2-4 >560 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.14 4 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix -MR Wind(LL) -0.24 6 >446 240 Weight: 33lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP M 30 -Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-5: 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 3=166/Mechanical, 4=94/Mechanical, 1=545/0-8-0 Max Horz 1=158(LC 12) Max Uplift 3=-132(LC 12), 4=-33(LC 12), 1= 247(LC 12) Max Grav 3=166(LC 1), 4=116(LC 3), 1=545(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-11-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=132, 1=247. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. laV12015 BEFORE USE. Design valid for use only with MIek0 connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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, seeANS&7pil QualityCr8e1M, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Saloty Iblonnaflbnavaiiable from Truss Plate Institute. 218 rl. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T1380D245 75033 JA Jack -Open 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 3x, 3x4 II 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 17 09:09:50 2018 Page 1 I D:ZAjj3g9PgmbwJNREFeTGgQzRoMs-600?gH981 RhDRBg9GmPUpgfw?rvwSumCdOl KzbzPsJ F 2-0-0 Scale=1:10.3 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.00 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.00 3-4 >999 240 Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=83/0-8-0, 2=61/Mechanical, 3=22/Mechanical Max Horz 4=33(LC 12) Max Uplift 4= 26(LC 12), 2=-54(LC 12), 3= 5(LC 12) Max Grav 4=83(LC 1), 2=61(LC 1), 3=36(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ceri6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing k' MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS///P11 QualHyCrIterra, DSB-89 and BCSI BuBding Compononf 6904 Parke East Blvd. Safety BlfonnaHonavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tanga, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800246 75033 JB JACK -OPEN 6 1 Job Reference o .11 n.ci nn4c o�,.e � Chambers Truss, Inc., Fort Pierce, FL a., as s IvIdl 1 1 LV I o 11 R I — 11 Iuu'u ICJ, u ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-aaaNtdAm3lp43LPLgTxjM1 BwvFAYBJ5Msg1 tW2zPsJE 2.4-0 7.8-0 2.4-0 5-4-0 Scale=1:19.8 3x6 11 2-0-0 5-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.03 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.05 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) -0.04 4-5 >999 240 Weight: 24lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=148/Mechanical, 4=43/Mechanical, 5=494/0-8-0 Max Harz 5=134(LC 12) Max Uplift 3=-118(LC 12), 5= 348(LC 12) Max Grav 3=148(LC 1), 4=85(LC 3), 5=494(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-256/112 WEBS 2-5=-413/626 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B-45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-7-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=118, 5=348. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEM11-7473 rev. 10103/2015 BEFORE USE. �� Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addlilonal temporary and permanent bracing MiTeW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and truss systems, seeANSVIPII Qualify Cdfeda, DSB-89 and BCSI Sulld(ng Component e East Blvd. 6904 Parke East Softlylntolmaflonavaltable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Ta mpa Job Truss Truss Type Qty Ply RICCIO T13600247 75033 KJ3 Diagonal Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, I-L a. 1 ou b IvId1 1 1 4v I o Ivll 1 CIS 11 luuou wo, w. 1 Uo nN, , , y� ID:ZAjj3ggPgmbwJNREFeTGgQzRoMs-aaaNtdAm3lp43LPLgTxjM1 B4nFFDBL?MsgltW2zPsJE Scale=1:11.6 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. bEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 34 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.02 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MR Wind(LL) 0.01 3-4 >999 240 Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=180/0-10-15, 2=130/Mechanical, 3=50/Mechanical Max Horz 4=51(LC 4) Max Uplift 4=-91(LC 4), 2= 105(LC 4), 3_ 8(LC 4) Max Grav 4=180(LC 1), 2=130(LC 1), 3=78(LC 3) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except (it=lb) 2=105. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert: 1-2— 70, 3-4= 20 Concentrated Loads (lb) Vert: 6= 2(1` 1, B= 1) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSWIi QualityCrflerfo, DSB-89 and BCSI BuRdUtq Component 6904 Parke East Blvd. Safely larormaflonovailabte from Truss Plate Institute, 218 N. Lee Street. Suite 312, Mexandda, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800248 75033 KJ7 DIAGONAL HIP GIRDER 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Apr 17 09:09:52 2018 Page 1 ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-2m815zBOg2xxhV YOBSyuFk7KfSMwkkV5KnQ2UzPsJD 3-3-4 8-6-7 12.8-0 3.3-4 5-3-3 4-1-9 2x3 II NAILED NAILED 110-1111101 Scale=1:24.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.12 6-7 >962 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.16 6-7 >690 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(CT) -0.09 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 47 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=176/Mechanical, 5=168/Mechanical, 8=283/0-11-5 Max Horz 8=161(LC 4) Max Uplift 4=-119(LC 4), 5=-155(LC 5), 8— 827(LC 4) Max Grav 4=180(LC 17), 5=351(LC 22), 8=1067(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 840/320, 2-3=-874/354 BOT CHORD 1-8=-302/846, 7-8=-374/722, 6-7— 374/722 WEBS 2-8=-581/421, 3-7=-166/305, 3-6=-797/413 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 5-6. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=119, 5=155, 8=827. "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 5-9=-20 Concentrated Loads (lb) Vert: 12=283(F=141, B=141) 14_ 48(F=-24, B=-24) 15=279(F=139, B=139) 17=-7(F=-3, B=-3) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 A WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1-7473 rev. 1010312016 BEFORE USE DeslgA valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall buiiding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPIT Quality World, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety InformoBonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800249 75033 KJ7C DIAGONAL HIP GIRDER 1 1 Job Reference o tional Chambers I russ, Inc., tort merge, t-L 0.11Su 5 Mar 11 eu 10 Ivu I er, I1 127il lea, nic. r ue r�pr r r ue:vu.ao cu i o raye i ID:ZAjj3g9PgmbwJN REFeTGgQzRoMs-W zi71JCObM3olfZkxuzBRSGJn3uef B2fJ_W _awzPsJC 3-3-4 3-9-2 6.2-14 9-3-12 12-8-0 3-3-4 5-1 2.5 -12 3-0-14 3-4-4 Scale=1:24.6 NAILED 5 NAILED 2.48 12 NAILED 3x4 � iv to 15 4 NAILED q NAILED 5x8 14 NAILED 13 2 N 3 1 17 8 18 7 0 Ll NAILED 3x4 11 4x4 = NAILED NAILED 4x5 = 16 9 NAILED 3x4 = i0 NAILED 46 11 3xB II NAILED 3-3-4 6-2-14 9-3-12 12.8-0 5-1 2-11-10 3-0O 14 3-4-4 Plate Offsets (X Y)-- [1:0-5-1 0-0-1] [2:0-0-6 0-1-12] [3:0-2-8 0-2-4] [9:Edge 0-3-8] [10:0-1-3 3-1-0] [10:0-0-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.33 9 >338 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.36 9 >308 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(CT) 0.18 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 56 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puilins. BOT CHORD 2x6 SP 240OF 2.0E `Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-9: 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=99/Mechanical, 6=249/Mechanical, 10=285/0-11-5 Max Horz 10=163(LC 4) Max Uplift 5=-78(LC 4), 6= 219(LC 5), 10=-852(LC 4) Max Grav 5=101(LC 17), 6=350(LC 28), 10=1019(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-377/240, 3-4= 1212f788 BOT CHORD 1-10— 142/306, 3-9=-381/408, 3-8= 813/1176, 7-8=-821/1186 WEBS 4-8— 161/300, 4-7= 1233/853, 2-10= 10181709 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever 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 100 lb uplift at joint(s) 5 except (jt=lb) 6=219, 10=852. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 3-5= 70, 1-9=-20, 3-6=-20 Concentrated Loads (lb) Vert: 13=283(F=141, B=141) 15=-11(F=-5, B=-5) 16=279(F=139, B=139) 17=-O(F=-O, B=-0) 18=-49(F=-25, B= 25) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 Q WARNING - Verily design parameter; and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeM connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability, of design parameters and properly Incorporate this design Into the overall Wilding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII OualltyCreerla, DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Safety 1ntonna8onavallabie from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply RICCIO T13800250 75033 KJA Diagonal Hip Girder 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fue Apr 17 09:09:54 2MIJ F'age 1 I D:ZAjj3g9PgmbwJN REFeTGgQzRoMs-_9GV W fCeMgBewp8wVcUQ_gpdmTlxOiloYeGX6NzPsJ B 2-9-3 -- 2-9-3 NAZI Fn 3x4 11 Scale=1:10.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 3-4 >999 240 BCLL 0.0 ' Rep Stress incr NO WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.00 3-4 >999 240 Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=116/0-10-15, 2=84/Mechanical, 3=32/Mechanical Max Horz 4=33(LC 4) Max Uplift 4=-56(LC 4), 2= 70(LC 4), 3= 10(LC 4) Max Grav 4=116(LC 1), 2=84(LC 1), 3=50(LC 3) ^FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-9-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 3. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 34= 20 Concentrated Loads (lb) Vert: 6= 2(F=-1, B=-1) Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 101012015 BEFORE USE Design valld for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �� a inks system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing py MiTel• is always required for stability and to prevent collapse with possibie personal Injury and property damage. For general guidance regarding the fabrication. storage. dellvery, erection and bracing of trusses and truss systems, weANS&VII Cual9yCiffadd, DSB-89 and SCSI BUQding Component 6904 Parke East Blvd. Safety lntannatlonovallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss I russ I ype Qty Ply T13600251 75033 MV2 VALLEY 2 �RICCIO 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL, DETAILS a.�su s uan o zu ro mn en uruusr ros, a r�o ID:ZAjj3g9PgmbwJNREFeTGgQzRoMs-ICsdIYP7CSgk7c5liOAic, p7C?czmzEpiab3CmGYvkVzPpByT Scale = 1:5.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 1 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.00 Vert(CT) -0.00 1-2 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix-P Wind(LL) 0.00 1-2 >999 240 Weight: 5lb FT=20% LUMBER - TOP CHORD 2x6 SP No.2 REACTIONS. (lb/size) 2=89/2-0-0, 1=89/0-3-8 Max Uplift 2=-73(LC 8), 1=-73(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins, except end verticals. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 2 and 73 lb uplift at joint 1. 5) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 (pit) Vert: 1-2=-90(F= 20) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 10103,2015 BEFORE USE, Design valid for use only with MiTek® connectors. this design is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate INS design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing lVliTeW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPII Quality Cdted a, DSO-49 and BCS1 Buitding Component Tampa, FL 33610 Safety lnfomrat/onovallabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply RICCIO T13800252 75033 MV4 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.i30 s Mar 71 20i8 MI I ek inuusu leb, Inc. I ue Apr I r utl.V.y.:J:J cv I- ray- I I D:ZAjj3g9PgmbwJ NREFeTGgQzRoMs-TLpuj? DG7zJVYyj73J?f W tMkRscP79?xnl?5fpzPsJA 2 Scale =1:8.5 3x4 % 3x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=128/4-0-0, 3=128/4-0-0 Max Harz 1=50(LC 12) Max Uplift 1=-5B(LC 12), 3=-73(LC 12) .FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev, IOW3(2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not But a frusystem. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall ss building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricaffon. storage. delivery. erection and bracing of trusses and truss systems, seeANSViPII GuaMy Cider( DSO-89 and SCSI BuIrding Component 6904 Parke East Blvd. Safety IntonnaRonovailabte from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 75033 MV6 Valley 1 1b [CCIOT13800253 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2ul8 MI I ek Industries, Inc. I ue Hpr T7 09:09:56 2018 rage I I D:ZAjj3g9PgmbwJNREFeTGgQzRoMs-xYNGxLEvuHRM961Jdl W u35uvKGsOscF5?xleBFzPsJ9 6-0-0 6-0-0 3x4 2 3x4 11 3x4 11 Scale-1:15.7 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=218/6-0-0, 3=218/6-0-0 Max Horz 1=85(LC 12) Max Uplift 1=-99(LC 12), 3=-124(LC 12) • FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 184/287 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 5-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 3=124. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cett6634 6804 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE ' Design valid for use only with MlieW connectors. This design Is based ody upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify The applicabUity 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 Mew 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, seeANBUiPl1 CualBy Cdf ild DSB-09 and Wjf BriUd/rig Component 6904 Parke East Blvd. Safety trdoimoBonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 6 1 l Job Truss Truss Type Qty Ply [CCIOT13800254 75033 MV8 Valley 1 1b Reference (optional) A Ghambers I russ, Inc., tort Nierce, rL 0 3x4 4 5 0.131J 5IVlar I I ZU rB IVI I I erc I r rUUba d eb, I[ ru. Iutl MIDI If w.v�.01-10 rays I D:ZAjj3g9PgmbwJN REFeTGgQzRoMs-Pkxe8g FXfbZDnGsVAk27bl ROzg E8b3V EEbUBjizPsJ8 8.0-0 8-0-0 3.50 F12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.61 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P 2 3x4 II Scale = 1:19.4 3 3x4 11 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=30818-0-0, 3=308/8-0-0 Max Harz 1=121(LC 12) Max Uplift 1=-140(LC 12), 3=-175(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-248/356 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 7-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=140,3=175. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 18,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrfEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek@) connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUMI1 QualityCdleda, DSB.E9 and BCSI Building Component 6904 Parke East Blvd. Safety lnfonnatlionovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14- 314 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. *Plate location details available in MiTek20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. 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 1dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 Of O U o_ O F- JOINTS ARE GENERALLYNUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BYEND JOINT NUMBERS/LETTERS PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.