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HomeMy WebLinkAboutTRUSSMiTek' i Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. !junoc morn lc ,a3NNd0S RE: J36845 - J36845 Harry Blue Walker Site Information: Customer Info: Harry Blue Builders Project N Lot/Block: Subi Address: 3705 Tanager Place City: Port St. Lucie Stab Name Address and License # of Structural E Name: Address: City: General Truss Engineering Criteria & Desig Loading Conditions): Design Code: FBC2017/TP12014 MiTek USA, Inc. 6904 Parke East Blvd. me: Walker Residence Model: Tampa, FL 33610-4115 ivision: 3705 Tanager Place FL ineer of Record, If there is one, for the building. License #: State: Loads (Individual Truss Design Drawings Show Special Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 170 mph Roof Load: 57.0 psf Floor Load: N/A psf This package includes 61 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name:Date No. Seal# Truss Name Date 1 T15446404 1 AO 10/30/18 18 T115446421 I Alb 10/30/18 12 I T15446405 I A02 110/30/18 119 I T15446422 I Al 9 110/30/18 13 I T15446406 I A03 110/30/18 I20 I T15446423 I A20 110/30/18 14 I T15446407 I A04 110/30/18 I21 I T16446424 I A21 110/30/18 I 15 I T15446408 I A05 110/30/18 I22 I T16446425 I A22 110/30/18 16 I T15446409 I A06 1 10/30/18 I23 I T15446426 I A23 110/30/18 I 17 I T15446410 I A07 1 10/30/18 I24 I T15446427 I A24 110/30/18 18 1 T15446411 I A08 1 10/30/18 125 I T15446428 I A25G 110/30/18 19 I T15446412 I A09 110/30/18 I26 I T15446429 I A26G 110/30/18 110 I T15446413 I Al 110/30/18 I27 I T1 5446430 1 BO1 110/30/18 11 I T15446414 I Al 1 110/30/18 I28 I T15446431 I B02 110/30/18 112 I T15446415 I Al2 110/30/18 I29 I T15446432 1 B03GE 1 10/30/18 I 113 I T15446416 I Al 3 110/30/18 130 I T1 5446433 1 B04 110/30/18 114 I T15446417 I Al 4 110/30/18 131 I T1 8446434 1 B05 110/30/18 115 I T15446418 I A15 110/30/18 I32 I T15446435 1 B06G 110/30/18 I 116 I T15446419 I Al 6 110/30/18 I33 I T15446436 I B07 110/30/18 I 117 I T15446420 I Al 110/30/18 I34 I T1 5446437 I B08GE 110/30/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's 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. FILE .%` pP . •N 8182 :cc= .00. STATE OF - ZU % A = o O R 10 P N,,:' do quin elez PE No.68182 M ek A, Inc. Fl- Gert 6634 69 4 P rke East Blvd. Tampa FL 33610 e: October 30,2018 Velez, Joaquin 1 of 2 T RE: J36845 - J36845 Harry Blue Walker Site Information: Customer Info: Harry Blue Builders Lot/Block: Address: 3705 Tanager Place City: Port St. Lucie ProjectName: Walker Residence Model: Subdivision: 3705 Tanager Place State: FL No. I Seal# I Truss Name Date 35 1 T15446438 1 C01 10/30/18 � 136 1 T15446439 1 CO2 1 10/30/18 1 137 1 T15446440 1 CO3 1 10/30/18 1 138 1 T15446441 1 DO G 1 10/30/18 1 139 1 T15446442 1 D02G 1 10/30/18 1 140 1 T15446443 1 D03G 1 10/30/18 1 141 T15446444 1 D04G 1 10/30/18 1 142 T15446445 1 MV2 1 10/30/18 1 143 T15446446 1 MV4 1 10/30/18 1 144 1 T15446447 1 MV6 1 10/30/18 1 145 1 T15446448 1 MV8 1 10/30/18 1 146 1 T15446449 1 MV8A 1 10/30/18 1 147 1 T15446450 1 PB1 1 10/30/18 1 148 � T15446451 1 PB2 1 10/30/18 1 149 1 T1 5446452 1 ZCJ1 1 10/30/18 150 1 T15446453 1 ZCJ3 1 10/30/18 1 151 1 T15446454 1 ZCJ3B 1 10/30/18 152 1 T15446455 1 ZCJ5 1 10/30/18 153 1 T15446456 1 ZCJ5A 1 10/30/18 1 154 1 T15446457 1 ZEJ1 1 10/30/18 155 I T15446458 1 ZEJ4 1 10/30/18 1 156 1 T15446459 1 ZEJ5 1 10/30/18 1 157 1 T15446460 1 ZEJ6 1 10/30/18 1 158 1 T1 5446461 1 ZEJ6A 1 10/30/18 1 159 1 T15446462 1 ZEJ7 1 10/30/18 1 160 1 T15446463 1 ZHJ5 1 10/30/18 1 161 1 T15446464 1 ZHJ7 1 10/30/18 1 2 of 2 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446404 J36845 A01 ROOF SPECIAL 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2-M 4-4-0 1.4-12' 2-7-4 ' 2-7-1 5-2-4 5x8 M18SHS = 6.00 12 tl.ZZU 5 VCI O LV-10 IVII eK InQU5a1e5, InG. UC Vl.I ou uo:Ltl: rL Gu ro raiju r ID:aMxcOy5XTquL3fl7dtbD5yUmbs-fT_aZ7dG4MpCYpzBep4DQ1 LgIKOokph3dOJ4Z5yOJ7r 5-1-11 5-1-11 45-15 2x4 I I 5x8 = 6-7.6 'l-8-0 Scale = 1:7^s:g LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017rrP12014 CSI. i TC 0.7p BC 0.47 WB 0.80 Matrix-ASi DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud -0.09 19-20 >999 240 -0.18 19-20 >999 180 0.03 12 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 278 lb FT = O% LUMBER- BRACING- ' TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 10-14: 2x4 SP No.3 WEBS 1 Row at midpt 4-19, 8-17, 9-13 WEBS 2x4 SP No.3 *Except* 11-12+20: 2x6 SP No.2 REACTIONS. (lb/size) 12=1684/0-8-0, 2=471/0-8-0, 20=2478/0-8-0 Max Horz 2=481(LC 8) Max Uplift 12=722(LC 8), 2=378(LC 8), 20=1381(LC 8) Max Grav 12=1684(LC 1), 2=503(LC 17), 20=2478(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when llshown. TOP CHORD 2-3=154/269, 3-4=393/481, 4-6=-1441/567, 6-7=-1501/767, 7,8=1501/767, 8-9=1793/798, 9-10=-717/321, 10-11=-680/300, 11-12=1544/675 BOT CHORD 2-21=282/63, 20-21=-282/63, 19-20=-315/142, 17-19=-459/1155, 16-17=632/1521, 15-16=738/1720,10-13=-526/327 WEBS 4-19=687/1640, 6-19=631/371, 6-17=304/800, 7-17=522/283, 8-16=-1101397, 9-16=-346/174, 9-15=409/268, 13-15=756/1724, 9-13=1157/477, 11-13=-767/1725, 4-20=2161/1136, 3-20=360/412 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL=10.Opsf: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 722 lb uplift at joint 12, 378 lb uplift at joint 2 and 1381 lb uplift at joint 20. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with Mrrek® 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 M iTek' 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 oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria,IV%22314. Tampa, FL 36610 Job Truss Truss Type Qry Ply J36845 Harry Blue Walker T15446405 J36845 A02 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 6.zzu s Litt b zults Mt I eK mausmes, Inc. i ue Lia au ua:za:14 zulb rage i i 2-0-0 ' 4-0-0 ' 2-0-12 ' 1-11.4 ' 4-10-10 4-10-10 6-3-6 45-15 14-3-11 4-3-11 '1-8-0 6.00 12 5x5 = 5x8 = 7 24 8 Gr".11IF9 3x6 — 2x4 11 6x10 = 3x8 = 3x6 3x4 = 4x4 = 3x4 = Scale=1:73.8 � -0-0 8-4-0 18-15 24-0-11 28-10-10 37-6-0 139-2-0l 4-4-0 4-0-0 9-95 6 35 45-15 8 75 1 8-0 Plate Offsets (X,Y)— 17:0-2-8.0-2-41. 18:0-6-0,0-2-81, 19:0'-5-4,0-2-121, f13:0-2-0.0-3-01, 114:Edae.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.26 18-19 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.83 Vert(CT) -0.46 18-19 >794 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.04 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS. Weight: 283 lb FT = 0% 4 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 10-14: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 *Except* 11-12,4-19: 2x6 SP No.2 REACTIONS. (lb/size) 12=1681/0-8-0, 2=461/0-8-0, 19=2491/0-8-0 Max Horz 2=546(LC 8) Max Uplift 12=730(1_C 8), 2=358(LC 8), 19=1393(LC 8) Max Grav 12=1681(LC 1), 2=504(LC 17), 19=2491(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1681297, 3-4=466/517, 4-6=-300/526, 6-7=1412/641, 7-8=1189/642, 8-9=1641/756, 9-10=-618/289, 10-11=576/264, 11-12=1518/675 BOT CHORD 2-20=317/84, 19-20=-317/84, 18-19=-416/943, 16-18=591/1382, 15-16=730/1676, 10-13=786/476 WEBS 6.18=133/602, 8-18=-476/171, 8-16=-194/544, 9-16=-556/253, 13-15=-74111627, 9-13=-1214/504, 11-13=838/1810, 4-19=471/330, 3-19=433/492, 6-19=2065/981 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 7-18, 8-18, 9-16, 13-15, 9-13, 6-19 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=5.Opsfl BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. ' 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 fd between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 730 lb uplift at joint 12, 358 lb uplift at joint 2 and 1393 lb uplift at joint 19. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; October 30,2018 AwARN/NG - verity design Parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111II-7473 rev. 101021201E BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not my a truss system. Before use, the building designer must verity the applicability, of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' 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, see ANSIrrP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446406 J36845 A03 PIGGYBACK BASE 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 o.zzu s ucr o zuits mi i eK mausures, mc. i ue ua .su uo:z8:-i o zu-ra raga i ID:aKlxcOy5XTqu L3f17dtb D5yU mbs-42fj C9g8NHBnPHhmJydw2fzDkYlpxB7VJ MXk9QyOJ?r _._ 4 4-2 6-5 9 8 4 0 13 3 13 183-11 24 25 26 10-10 32-25 37 6 0 39-2 0 2-0-0 4 —00 2-1-9 1-10-7 4-11-13 4 11-13 5 10-10 28 5 5 3 11 5 3-11 1 8-0 Scale=1:73.8 6.00 12 5x5 = 5x8 = 7 9F A cc— 2x4 II 3x6 —_ 2x4 II 6x10 = 3x6 3x4 = 3x8 = 2x4 II 3x8 = 18311 242-5 , 26-10.10 , 32-25 375-0 ,39-2-0, 9-11-11 5 10-10 255 5 3-11 5-3-11 1-8-0 LOADING (psf) — _ SPACING- 2-0-0 I CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.30 19-20 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.90 Vert(CT) -0.54 19-20 >684 180 BCLL 0.0 Rep Stress lncr YES WB 0.76 Horz(CT) 0.04 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS! Weight: 296111 FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except` 11-15: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 12-13,4-20: 2x6 SP No.2 REACTIONS. (lb/size) 13=1687/0-8-0, 2=481/0.8-0, 20=2465/0-8-0 Max Horz 2=611(LC 8) Max Uplift 13=745(LC 8), 2=355(1_C 8), 20=1381(LC 8) Max Grav 13=1687(LC 1), 2=516(LC 17), 20=2465(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when ishown. TOP CHORD 2-3=191/275, 3-4=-474/473, 4-6=307/481, 6-7=1472/626, 74=1259/628, 8-9=1619/733, 9-10=-1165/513, 10-11=443/200, 11-12= 428/192, 12-13=-1556/698 BOT CHORD 2-21=-324/104, 20-21=324/104, 19-20=472/997, 17-19=617/1438, 16-17=699/1559, 11-14=311/192 WEBS 6-19=1281577, 8-19=-476/143, 8-17=-202/672, 9-17=488/252,19-16=703/333, 10-16=34/401, 14-16=532/1218, 10-14=1112/474, 12-14=698/1553, 4-20=-475/334, 6-20=-2039/970,3-20=-427/492 Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-0-12 max.): 7-8, 9-12. Rigid ceiling directly applied. 1 Row at midpt 7-19, 8-19, 9-17, 9-16, 10-14, 6-20 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=5.Opsf;,BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 fall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 745 lb uplift at joint 13, 355 lb uplift at joint 2 and 1381 lb uplift at joint 20. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be' applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. .. a. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert6634 6904 Padre East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,111-7473 rev. 10103/2015 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 r building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek' 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, see ANSIIrPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446407 J36845 A04 PIGGYBACK BASE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 -2-M 4-4-0 , 6-5-9 , 8-4-0 22-0-0 4-0-0 2-1-9 10-7 311 4-11-13 6.00 12 U.ZZV S UCI 6 ZU1t5 MI I etc Inoustrles, Inc. I ue uLt JU uo:Zyao Zults rage I ID:aKlxcOy5XTquL3f17dtbD5yUmbs-YED5PVgm8bJeORGytf99btWOMyfBgeQfXOHHisyOJ?n 18-3-11 24-2-5 25 4-9 315-5 37-6-0 39-2-0, 4 11-13 5 10-10 1-2 4 6-0-11 6 0 11 5x5 = 5x5 = 5x8 = 7 95 A 9 2x4 II 3x4 = 4x6 = 3x6 —_ 2x4 II 6x10 = 3x6 3x4 = 3x8 = 2x4 II 3x8 = Scale = 1:73.8 LOADING (psf) SPACING- 2-0-0 CSI. ' DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.29 19-20 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.89 Vert(CT) -0.52 19-20 >700 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.04 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS! Weight: 306 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 *Except* 2-0-0 oc purlins (4-2-9 max.): 7-8, 9-12. 11-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 8-19, 9-17, 9-16, 10-14, 6-20 12-13,4-20: 2x6 SP No.2 REACTIONS. (lb/size) 13=1688/0-8-0, 2=486/0-8-0, 20=2459/0-8-0 Max Horz 2=660(LC 8) Max Uplift 13=756(1_C 8), 2=347(1_C 8). 20=1379(LC 8) Max Grav 13=1688(LC 1), 2=486(LC 1), 20=2478(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=145/256, 3-4=492/459, 4-6=-325/470, 6-7=1527/604, 7-8=1308/608, 8-9=1654/732, 9-1 0=-1 167/518, 10-11=399/184, 11-12=385/176, 12-13=-1547/705 BOT CHORD 2-21=356/47, 20-21=-356/47, 19-20=-503/1002, 17-19=642/1473, 16-17=-676/1535, 11-14=375/229 WEBS 6-19=141/573, 8-19=-475/153, 8-17=-225/680, 9-17=508/258, 9-16=640/276, 10-16=9/330, 14-16=531/1182, 10-14=1164/501, 12-14=717/1562, 4-20=-475/333, 3-20=-428/492, 6-20=-2078/966 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II;'Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates Checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf., 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 756 lb uplift at joint 13, 347 lb uplift at joint 2 and 1379 lb uplift at joint 20. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be; applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. a Joaquin Velez PE No.68182 .MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MTekO 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 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, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply J36845 Harry Blue Walker T1544f0o_ J36845 A05 PIGGYBACK BASE 1 1 Job Reference a tional East Coast Truss, Ft. Pierce, FL 34946 tl.zzu s Vct tizu1 timl l el(maustnes, Inc. i ue Uct su ub:Zy:1 f Zu1 t1 rage 1 I D:aKixcOy5XTqu L3f17dlbD5yUmbs-0QnTdrhOvuRVebr9QMgO743ZHL_CP40omgOrElyOJ7m -2-0-0 4-0-0 6-5-9 13-5-3 183-11 24-2-5 26-4-13 31-11-7 37-6-0 39-2-0 2-0-0 4-4 0 2-1-9 1-10-7 5-1-3 4-10-7 5-10-10 2-2 8 5� 9 5 6-9 1 8-0 ill 5x5 = 6.00 12 7 25 5x8 = 2x4 II a 5x5 = IvA = Av = 3x6 —_ 2x4 II 6x10 = - 3x6 3x4 = 3x8 = 2x4 II 3x8 = 4-0-0 8-4-0 18-0-11 24-2-5 �26�-13 � 31-11-7 37-6-0 �39-2-0� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.30 19 20 >999 240 TCDL 17.0 LumberDOL 1.33 BC 0.91 Vert(CT) -0.54 19-20 >683 ISO BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.04 13 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS I LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 11-15: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 12-13,4-20: 2x6 SP No.2 REACTIONS. (lb/size) 13=1688/0-8-0, 2=487/0-8-0, 20=2458/0-8-0 Max Horz 2=627(LC 8) Max Uplift 13=749(LC 8), 2=354(LC 8), 20=1379(LC 8) Max Grav 13=1688(LC 1), 2=519(LC 17), 20=2458(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=198/264. 3-4=-475/460, 4-6=305/468, 6-7=1482/622, 7-8 11269/623, 8-9=1619/732, 9-10=-1164/515, 10-11=-428/194, 11-12=413/186, 12-13=-1554/701 BOT CHORD 2-21=-337/110, 20-21=337/110, 19-20=-489/1016, 17-19=-625/,1446, 16-17=693/1546, 11-14=-331/203 WEBS 6-1 9=1 26/566, 8-19=-474/140, 8-17=-210/682, 9-17=498/253, 9-16=676/315, 10-16=26/398, 14-16=532/1205, 10-14=1129/484, 12-14=704/1556, 4-20=-485/341, 3-20=-424/489, 6-20=-2038/963 Scale=1:73.8 PLATES GRIP MT20 244/190 Weight: 300 Ib FT = 0% Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-0-14 max.): 7-8, 9-12. Rigid ceiling directly applied. 1 Row at midpt 7-19, 8-19, 9-17, 9-16, 10-14, 6-20 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=5.Opsf;iBCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. I 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 749 lb uplift at joint 13, 354 Ib uplift at joint 2 and 1379 lb uplift at joint 20. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be 'applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke -East Blvd. Tampa FL 33610 Date: October 30,2018 ® WARNING - (redfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 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- ls always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSU,TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446409 J36845 A06 PIGGYBACK BASE 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:29:19 2018 Page 1 ID:aKlxcOy5XTquL3fl7dtbD5yUmbs-ypvDIXjfRWhCtu7XYnisDV8wx9hHt z5EzVxlByOJ?k 2-0-0 4�-0 6 5 9 8-4-0 13-3-13 18�-11 24-2-5 28-0 13 32-11-7 37.6-0 39-2-0 2-0-0 44-0 2-1-9 1-10-7 4-11-13 4 11'-13 5 10-10 4-2 8 4 8-9 4 6 9 1 8-0 Scale = 1:73.8 5x5 = = 6.00 FIT5x8 7 a 3x6 —_ 2x4 II 6x10 = 3x6 3x4 = 3x4 = 3x4 = 2x4 II 3x8 = 18-3-11 242-5 284-13 32-11-7 3Me Q -2-0, 9-11-11 5-10-10 4-2.8 4-0-9 4Fa9 1-8-0 Plate Offsets (X Y)— 17:0-2-8 0-2-41 r8:0-6-0.0-2-81.114:0-2-0.0-241 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.28 20-21 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.87 Vert(CT) -0.51 20-21 >726 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.04 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-ASi Weight: 297 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 *Except* 2-0-0 oc pudins (4-1-9 max.): 7-8, 9-12. 11-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 7-20, 8-20, 9-18, 6-21 12-13,4-21: 2x6 SP No.2 REACTIONS. (lb/size) 13=1683/0-8-0, 2=469/0-8-0. 21=2481/0-8-0 Max Horz 2=562(LC 8) Max Uplift 13=734(LC 8). 2=358(1_C 8), 21=1389(LC 8) Max Grav 13=1683(LC 1). 2=509(LC 17), 21=2481(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=178/285, 3-4=466/498, 4-6=-299/509, 6-7=1423/642, 7-8=1196/643, 8-9=-1603/740, 9-1 0=-1 608/706, 10-11=499/221, 11-12=-485/214, 12-13=-1556/690 BOT CHORD 2-22=309/92, 21-22=-309/92, 20-21=-435/963, 18-20=-593/1372, 17-18=713/1620, 16-17=509/1163, 11-14=-257/160 WEBS 6-20=117/576, 8-20=-470/165, 8-18=-180/515, 9-18=508/234, 9-17=628/349, 14-16=543/1224, 10-14=-1016/440, 12-14=684/1547, 4-21=474/333, 3-21=429/492, 6-21=-2054/979, 10-16= 416/253, 10-17=374/845 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 734 lb uplift at joint 13, 358 lb uplift at joint 2 and 1389 lb uplift at joint 21. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based ontyupon parameters shown, and Is for an individual building component, not ��®® ITS a truss system. Before use, the building designer must verily the applicability of design parameters end 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 ahvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANStiWil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City, Ply J36845 Harry Blue Walker T15446410 J36845 A07 PIGGYBACK BASE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:29:20 2018 Page 1 ID:aKIxcOy5XTquL3f17dtbD5yUmbs-Q7TcFtjHCpg3V2ak6VD51jh3KZ1 McSDESdFVrdyOJ7j 2-0-0 4-0-0 6-5-9 , 8 4 0 13-3-13 , 18-3-11 24-2-5 30.4-13 37-6-0 ,39-2-0, 2-0-0 4-0-0 2-1-9 1-10-7 4-11-13 4-11-13 5 10-10 6-2-8 7-1-3 1 6-0 6.00 12 5x5 = 5x8 M18SHS = 7 2d a 3x6 —_ 2x4 II 6x10 = I 3x6 3x4 = 4x4 = 3x4 II 3x8 = i 4�-0 8-4-0 183-11 24-2-5 30-4-13 37-6-0 ,39-2-0t 4-4 0 4-0 0 9-11-11 5 10-10 6-2� 7-1 3 1 8-0 LOADING (psf) SPACING- 2-0-0 CS]. TCLL 30.0 Plate Grip DOL 1.25 TC 0.7. TCDL 17.0 Lumber DOL 1.33 BC 0.8 BCLL 0.0 ' Rep Stress Incr YES WB 0.7 BCDL 10.0 Code FBC2017lrP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 10-14: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 11-12,4-19: 2x6 SP No.2 REACTIONS. (lb/size) 12=1683/0-8-0, 2=467/0-8-0, 19=2483/0-8-0 DEFL. in (loc) Well Ud Vert(LL) -0.28 18-19 >999 240 Vert(CT) -0.51 18-19 >714 180 Horz(CT) 0.04 12 n/a n/a Scale = 1:73.8 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 275 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-6-4 max.): 7-8, 9-11. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-18, 8-18, 9-16, 9-13, 6-19 Max Horz 2=497(LC 8) Max Uplift 12=724(LC 8), 2=372(LC 8), 19=1386(LC 8) Max Grav 12=1683(LC 1), 2=51O(LC 17), 19=2483(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=180/300, 3-4=-437/502, 4-6=-270/513, 6-7=1421/668, 7-81 1199/666, 8-9=16671754, 9-10=-686/308, 10-11=647/287, 11-12=1539/675 BOT CHORD 2-20=331/94, 19-20=-331/94, 18-19=-395/978, 16-18=563/13 I9, 15-16=744/1727, 10-13=573/364 WEBS 6-18=113/578, 8-18=-489/187, 8-16=151/518. 9-16=517/254, �,9-15=344/262, 13-15=758/1721, 9-13=1226/499, 11-13=-774/1736, 4-19=474/332, 6-19=2057/977, 3-19=-429/492 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=5.Opsf;'BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 724 lb uplift at joint 12, 372 lb uplift at joint 2 and 1386 lb uplift at joint 19. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE Nc.68162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010212015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based'oniy 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 iTeiC' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see pNSI/TPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job s Truss Type City Ply J36845 Harry Blue Walker � T15446411 J36845 TArO PIGGYBACK BASE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.22U s Oct 6 2018 MITek Industries, Inc. -I ue (Jet 3U U5:29:21 ZU18 Page 1 ID:aKlxcOy5XTquL3fl7dtbD5yUmbs-uC 1_SCkvy7yw7C9wfCkKlwDFKzLCLvYOhH_2N3yOJ71 2-0-0 4 4-0 6.5 9 13 3-13 18 3-11 24-2-5 28 3-9 32 4-13 37-0 0 39-2-0 2-0-0 4-4-0 2-1-9 6 10 4 411-13 5 10-10 4-1� 41 4 5 1-0 1 8-0 Scale=1:73.8 6.00 12 5x5 = 5x8 = 7 9; R 3x6 —_ 2x4 II 6x10 = 3x6 3x4 = 3x8 = 2x4 II 3x8 = 4-0-0 8-0-0 s-5.1 , 18311 242-5 32.4-13 37-&0 ,39-2-0, 411 3-8-0 1_ _1 8-10.9 5-10-10 8-2-8 5-1-3 1-8-0 Plate Offsets (X,Y1— 17:0-2-8,0-2-41.f8:0-6-0.0-2-81.f10:0-5-4,0-2-81,114:0-2-0.0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL '1.25 TC 0.64 Vert(LL) -0.30 19-20 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.90 Vert(CT) -0.54 19-20 >683 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.04 13 n/a n/a 1 BCDL 10.0 Code FBC2017/TPI2014 Matri Weight: 273 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 *Except* 2-0-0 oc puffins (4-1-3 max.): 7-8, 10-12. 11-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-20, 7-19, 8-19, 9-17 12-13,4-20: 2x6 SP No.2 REACTIONS. (lb/size) 13=1685/0-8-0, 2=474/0-8-0, 20=2474/0-8-0 Max Harz 2=432(LC 8) Max Uplift 13=716(LC 8), 2=389(LC 8), 20=1376(LC 8) Max Grav 13=1685(LC 1), 2=515(LC 17), 20=2474(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=189/295, 3-4=399/493, 4-6=-232/496, 6-7=1438/695, 7-8=1205/690, 8-9=1666/808, 9-10=-2053/886, 10-11=852/370, 11-12=816/352, 12-13=-1560/673 BOT CHORD 2-21=345/102, 20-21=-345/102, 19-20=-357/1000, 17-19=-519/1403, 16-17=678/1635, 11-14=368/233 WEBS 6-20=2042/964, 6.19=110/591, 8-19=-497/179, 8-17=238/696, 9-17=-520/318, 9-16=87/258, 10-16=-733/415, 14-16=750/1854, 10-14=1067/401, 12-14=744/1719, 4-20=-475/333, 3-20=-427/492 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.0psf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 716 lb uplift at joint 13, 389 lb uplift at joint 2 and 1376 lb uplift at joint 20. 8) This truss design requires that a minimum of 7116" structural wood sheathing be, applied directly to the top chord and 1/2" gypsum ' sheetrock be applied directly to the bottom chord. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTk® econnectors. 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 indicatedis to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek' 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 21a N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 J Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446412 J36845 A09 PIGGYBACK BASE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 ts.zzu s uct u zut 6 ivi i el(moustnes, mc. i ue ua au ub:za:zz zu1 b rage 1 I D:aKlxcOy5XTquL3fl7dtb D5yU mbs-MOaMgYIXjR4nkMj6DwFZg8mPq MhL4JTXwxkcvvvyOJ?h -2-0-0 6-5-9 12-4-10 183-11 24-2-5 2939 34-4-13 37-1 -0 a9-2 O 12 -0-0 6-5-9 5 11-1 5 11-1 5 10-10 5-1-4 5-1-4 3-1-3 1 8-0 5x5 = 6.00 12 I 6 �6 5x8 = 7 3x6 3x4 = 5x6 WB = 3x8 = 3x4 = 4x6 3x4 = 4x6 = 2x4 11 = 95-1 18311 24-25 2939 34-0-13 37-&-0 39-2-0 95-1 8-10-9 5-10-10 5-1.4 5-1-4 3-1-3 19 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.30 19-21 >999 240 TCDL 17.0 Lumber DOL 1.33 BCC 0.91 Vert(CT) -0.57 19-21 >817 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.11 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 2-20: 2x4 SP No.1, 10-14: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 `Except* WEBS 11-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=2214/0-8-0, 2=2419/0-8-0 Max Horz 2=368(LC 7) Max Uplift 12=961(LC 8), 2=1130(LC 8) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when:shown. TOP CHORD 2-3=4234/1753, 3-5=3B57/1668, 5-6=2759/1331, 6-7=2361/1272, 7-8=2594/1277, 8-9=2839/1262, 9-1 0=1 556/675, 10-11 =1 527/663, 11-12=21)62/907 BOT CHORD 2-21= 1706/3927, 19-21 =-1 34013196, 18-19=881/2224, 16-18=1045/2456, 15-16=955/2191 WEBS 3-21=584/382, 5-21=-239/763, 5-19=1088/579, 6-19=275/685, 7-19=-1561460, 7-18=-184/553, 8-18=-488/270, 9-16=-116/401, 9-15=1406/677, 13-15=1106/2545, 9-13=718/314, 11-13=1042/2401 Scale = 1:74.9 PLATES GRIP MT20 244/190 Weight: 256 lb FT = 0% Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc pudins (2-8-10 max.): 6-7, 9-11. Rigid ceiling directly applied. 1 Row at midpt 5-19, 7-19, 8-18 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 961 lb uplift at joint 12 and 1130 lb uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the Ipurlin along the top and/or bottom chord. Joaquin Velez PE No,68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke -East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with WWI) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Sat 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, see ANSUTP11 Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd. ParkeEast Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, UA 22314. Tampa, 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T1544E4i3 J36845 A10 PIGGYBACK BASE 1 1 '- -- Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:29:23 Mid Page 1 ID:aKlxcOy5XTquL3f 17dtbD5yUmbs-ra8ktum9UkCeMWllndnoNLJ WJmltpn4h8bT9RyyOJ7g 2-0-0 4-0-0 8--0 12-5-0 183-11 24-2-5 30-1-0 34 0 4 39-2-0 2-0-0 4-0-0 4 4 0 4-1-0 5 10-11 510.10 5-10-11 3 11 4 5-1-12 5x5 = 7 5x8 = Scale = 1:70.0 3x6 _ 3x4 = 3x4 = 3x8 =3x6 = 3x4 = 3x4 = 5x5 = 3x6 II 84-0 125-0i 83-11 24-2-5 30-1-0 34-0-0 39-2-0 8 4 0 4-1-0 5-10-11 5-10-10 5-10-11 3-11 4 5-1-12 Plate Offsets (X Y)— 17:0-2-8 0-2-41 F8:0-6-0 0-2-81 1`13:0.2-8 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.24 18-19 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.95 Vert(CT) -0.42 17-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(CT) 0.16 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 257 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 7-8. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 11-12: 2x6 SP No.2 WEBS 1 Row at midpt 6-17. 8-17, 9-15 REACTIONS. (lb/size) 2=2419/0-8-0, 12=2214/Mechanical Max Horz 2=423(LC 7) Max Uplift 2=1142(LC 8), 12=950(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 4354/1834, 3-5=-3958/1692, 5-6=3441/1585, 6-7=2744/1355, 7-8=2349/1293, 8-9=2609/1298, 9-10=2835/1326, 10-11=-2602/1127, 11-12=2159/959 BOT CHORD 2-19=1661/4072, 18-19=-1429/3662, 17-1 8=1 192/3181, 15-17=760/2229, 14-15=960/2464, 13-14=-923/2240 WEBS 3-19=-446/252, 5-19=-43/340, 6-17=1104/563, 7-17=292/687, 8-17=164/443, 8-15=-183/563, 9-15=-491/297, 11-13=935/2299, 5-18=679/334, 6-18=218/631, 10-14=87/410, 10-13=743/367 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpI=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 r will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1142 lb uplift at joint 2 and 950 lb uplift at joint 12. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chard. Joaquin Velez PE No.68182 MiTek USA,.Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 property incorporate this design Into the overall TRIO' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is ahvays 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 oftrusses and truss systems, see ANS9TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oly Ply J36845 Harry Blue Walker T15446414 J36845 All PIGGYBACK BASE 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34945 o.LLU s Uci O LU 10 IV11 MK 111UUbL1 b. n1U. 1 ue w1 au uu.ca.w cu 10 yc 1 ID:aKlxcOy5XTquL3fl 7dtbD5yUmbs-Jni65EnnF2KVftVLLllvZd3ANAYEGgNFDi_OyOJ7f 2-0-0 4-0-0 1 8 4 0 13 0 0 18�3-11 2425 29 6-0 34 2 0 39-2-0 2-0-0 4-0-0 4 4 0 4 B 0 5 3 11 5 10.10 5 3-11 4 8 0 5-M 5x5 = 5x8 = 7 a Scale=1:70.0 i IN 3x6 = 3x4 = 3x4 = 3x8 =3x6 3x4 = 3x4 = 3x8 = 3x6 II 1 8-0-0 13-0-0 18-3-11 24-25 291-0 34-2-0 39-2-0 I __ .� .... - .... v- n. n LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.24 18-19 >999 240 TCDL 17.0 Lumber DOL 1.33 BC 0.95 Vert(CT) -0.41 17-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.16 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 7-8: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 11-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=2419/0-8-0, 12=2214/Mechanical Max Horz 2=423(LC 7) Max Uplift 2=1142(LC 8), 12=950(1_C 8) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4351/1832, 3-5=3963/1695, 5-6=3397/1565, 6-7=2732/1361, 7-8=2347/1292, 8-9=2597/1304, 9-10=2841/1327, 10-11=2608/1129, 11-12=2161/959 BOT CHORD 2-19=1657/4063, 18-19=-1434/3667, 17-18=1162/3120, 15-17=-760/2228, 14-15=949/2456, 13-14=-927/2247 ' WEBS 3-19=-432/243, 5-19=-39/349, 6-17=1083/554, 7-17=307/697, 8-17=-163/442, 8-15=-198/585, 9-15=-500/302, 11-13=943/2312, 5-18=736/366, 6-18=226/638, 10-14=82/387, 10-13=739/372 PLATES GRIP MT20 244/190 Weight: 258 lb ) FT = 0% Structural wood sheathing directly applied or 2-6-10 oc purlins, except end verticals, and 2-0-0 oc purlins (2-11-15 max.): 7-8. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 6-17, 8-17, 9-15 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=5.Opsf: BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1142 lb uplift at joint 2 and 950 lb uplift at joint 12. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 30,2018 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mi rek® 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 � of building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek- 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, see ANSVTPII quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker i T15446415 J36845 Al2 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. I ue Oct 3D U6:ZV:Zb Zu18 Page 1 I D:aKlxcOy5XTquL3fl7dtbD5yUmbs-nzGVIanQOMSMbpShu2pGSmOz5akRHhZzcvyGWryOJ?e 2-0-0 4-0-0 8-4-0 14-0-0 19 4-0 2 2-0 28-0-0 33&-0 39-2-0 2-0-0 4-0-0 4- W 5.8-0 5 4 0 3 10-0 540 5 0 0 5 8-0 5x5 = 5x8 = 6.00 12 Scale = 1:70.0 3x4 = 3x4 = 7x14 = 3x4 = 3x4 = 3xl0 = 3x6 3x6 = II i B-0-0 14-0-0 19-0-0 23-2-0 286-0 •33.6-D 39-2-0 8 4-0 5 8-0 5 4-0 3-1 D-0-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.24 17-18 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.88 Vert(CT) -0.41 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.16 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 265 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-16, 8-16, 9-15 11-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=2419/0-8-0, 12=2214/Mechanical Max Horz 2=447(LC 7) Max Uplift 2=1142(LC 8), 12=950(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=.4340/1823, 3-4=-3971/1701, 4-6=3303/1520, 6-7=2635/1,344, 7-8=2232/1263, 8-9=2520/1291. 9-10=2830/1334, 10-11=-2719/1177, 11-12=2150/960 BOT CHORD 2-18=1647/3995, 17-18=-1444/3626. 16-17=1103/2953, 15-16I 714/2151, 14-15=-926/2439,13-14=-955/2330 WEBS 3-18=-402/221, 4-18=-31/361, 6-16=1153/588, 7-16=-364/728,,8-16=177/436, 8-15=-249/599, 9-15=-628/351, 11-13=925/2302, 4-17=838/424, 6-17=227/668, 10-14=63/268, 10-13=640/333 ' 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=5.Opsf;l BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf., 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1142 lb uplift at joint 2 and 950 lb uplift at joint 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing b&applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.88182 MiTek USA, Inc: FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/1015 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, see ANSUTPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446416 J36845 A13 HIP 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 mzzu s uct o zu i o rut I ex muusmes, mu. i ue uut ou vo:ce:er cu 10 rays 1 I D:aKlxoOy5XTquL3fl 7dtbD5yUmbs-jLOFjGpgYzi4r7c4OTrkXBTG3N Pyla2G3D RNbjyOJ?c 6 1-11 11 8 13 17-0-0 21-3-0 25 2-0 32-04 39-2-0 61-11 5-7-3 5-7-3 11-0 3-11-0 610.4 7-1-12 Scale = 1:66.9 Sx5 = 3x4 = 5x5 = 4 19 5 6 15 14 13 `- 11 10 9 2x4 II 3x4 = 3x8 = 4x6 3x8 = 3x10 = 3x6 II 3x6 _ 6 1 11 I 8 11-4 11-8-13 17-0-0 25-2-0 32-04 39-2-0 6-1-11 2-9-9 2-9-9 5-7-3 7-10-0 6-10-0 7-1-12 Plate Offsets (X Y)— f4:0-2-8 0-2-41 16:0-2-8 0-2-41 NO-3-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.26 11-13 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.94 Vert(CT) -0.49 11-13 >951 180 BCLL 0.0 ' Rep Stress incr YES WB 0.89 Horz(CT) 0.16 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS' Weight: 242 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 I TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-13, 5-13, 7-11, 5-11 8-9: 2x6 SP No.2 REACTIONS. (lb/size) 1=2219/0-8-0, 9=2219/Mechanical Max Horz 1=367(LC 6) Max Uplift 1=951(LC 8), 9=-956(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4339/1849, 2-3=-3615/1631, 3-4=2881/1409, 4-5=2475/1339, 5-6=2306/1265, 6-7=2727/1312, 7-8=-2910/1264, 8-9=2145/972 i BOT CHORD 1-15=1658/3904, 14-15=-1658/3904, 13-14=-1274/3191, 11-13=889/2458, 10-11=1012/2481 WEBS 3-14=177/475, 3-13=-1008/559, 4-13=358/786, 5-13=235/256, 6-11=-277/687, 7-11=-329/252, 7-10=-471/287, 8-10=-937/2358, 2-14=-815/439, 5-11=-578/251 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=5.Opsf;,BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp,DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 951 lb uplift at joint 1 and 956 lb uplift at joint 9. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL'33610 Date: October 30,2018 i ®WARNING. Verifydes/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev. 101031201 S BEFORE USE. Design valid for use onlywith MRekO 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, see ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply J36845 Harry Blue Walker T15446417 J36845 A14 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 a.zzu s act a zuta rut I eK mausmes, Inc. I ue um ju ub:za:z r zu its rage t I D:aKlxc0y5XTq uL3fl7dtbD5yUmbs-jLOFjGpgYzi4r7c40TrkXBTIZNQ0larG3DRNbjyOJ?c 3-103 9 5 12 1-1-4-0 21 3 0 27-2-0 33-0-4 39-2-0 3-113 5-7-9 5-10-4 511-0 5-11-0 510�5 6-1-12 Scale=1:66.9 5x8 = i 2x4 II 5x8 = 4 20 5 6 16 15 14 21 13 12 22 11 10 9 3x6 — 2x4 II 3x4 = 3x4 =' 4x6 = 3x8 = 3x4 = 3x10 = 3x6 II 3-10-3 15-0-0 21-3-0 27-2-0 33-0-0 39-2-0 3� 5 7-9 5-10 4 5 11-0 5-11-0 5-101 6-1-12 Plate Offsets (X.Y)—f4:0-6-0.0-2-81.16:0-6-0.0-2-81.110:0-3-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.24 14 >999 240 TCDL 17.0 Lumber DOL 1.33 BC 0.88 Vert(CT) -0.42 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.17 9 n/a n/a BCDL 10.0 Code FBC2017IrP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 8-9: 2x6 SP No.2 REACTIONS. (lb/size) 1=2219/Mechanical, 9=2219/Mechanical Max Horz 1=320(LC 6) Max Uplift 1=951(LC 8), 9=-956(LC 8) PLATES GRIP MT20 244/190 Weight: 241 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4490/1922, 2-3=-3910/1716, 3-4=-3144/1482, 4-5=-2819/1454, 5-6= 2819/1454, 6-7=2808/1334, 7-8=-2800/1217, 8-9=2153/968 BOT CHORD 1-16=1 767/4104,15-16=-1767/4104, 14-15=1432/3498, 12-14=1024/2752, 11-12=-887/2395, 10-11=-987/2398 1 WEBS 3-15=86/376, 3-14=972/528, 4-14=294/791, 4-12=136/433, 5-12=608/340, 6-12= 314/848, 6-11=-49/251, 7-10=580/323, 8-10=945/2343, 2-15=642/356 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=S.Opsf; BCDL=3.Opsf; h=21ft; 13=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp'DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 951 lb uplift at joint 1 and 956 lb uplift at joint 9. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. M Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: October 30,2018 ®WARNING • Verlry design and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIr-7479 1a/09/1015 parameters rev. BEFORE USE. Design valid for use only with WNW connectors. This design Is basedjonly 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 ing buildbuilding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek' required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke Fast Blvd. Tampa, FL 36610 Job Truss Truss Type Qry Ply J36845 Harry Blue Walker T15446418 J36845 A15 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 mzzu s act o zu is rut t eK rnUtlsmes, mc. r ue UG1 au u0aa:40 zu i o rage i I D:aKlxcOy5XTqu L3f17dtbD5yUmbs-BYydwrglJ HgxS H BGaAMz4POPmnjtUOVQItBw79yOJ1b 4-3-12 8-5-12 13-4-0. 21-M 29-2-0 34-0-0 39-2-0 43-12 4-2-0 4 10-4 7-11-0 7-11-0 4 10 4 5-1-12 Scale=1.86.5' 5x8 M18SHS = 2x4 I I 5x8 M18SHS = 4 19 5 6 15 14 20 13 12 21 11 10 9 3x4 = 3x4 = US = US = 3x4 = 3x8 = US II US = LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017lrP12014 CSI. I TC 0.82 BC 0.96 WB 0.94 Matrix -AS DEFL. in (loc) I/deft Ud Vert(LL) 0.25 12-14 >999 240 Vert(CT) -0.50 12-14 >931 180 Horz(CT) 0.17 9 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 227 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 8-9: 2x6 SP No.2 REACTIONS. (lb/size) 1=2219/Mechanical, 9=2219/Mechanical Max Horz 1=273(LC 6) Max Uplift 1=951(LC 8), 9=-956(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb), or less except when shown. TOP CHORD 1-2=4394/1919, 2-3=-3987/1752, 34=3372/1566, 4-5=3291/1624, 5-6=3291/1624, 6-7=2856/1337, 7-8=2639/1150, 8-9=2158/965 BOT CHORD 1-15=-1750/4004, 14-15=-1474/3570, 12-14=1157/2988, 11-12-946/2464, 10-11 =941/2269 WEBS 3-15=97/362, 3-14=786/423, 4-14=242/724, 4-12=200/679, 5-12=840/483, 6-12=-472/1204, 7-11=143/434, 7-10=721/361, 8-10=-935/2288, 2-15=483/308 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 951 lb uplift at joint 1 and 956 lb uplift at joint 9. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. IR N Joaquin Velez PE No.68182 MiTek USA, Inc. FLEert 6634 6904 Parkelast Blvd. Tampa FL 33610 Data: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mi rek® 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 property Incorporate this design Into the overall r 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, see ANSIITP11 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 J P Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446419 J36845 . A16 ROOF SPECIAL 1 1 Job Reference (optional) East Coast Truss, vt. Pierce, hL'3494ti 2-M 4-4-0 7-3-14 2-0-0 4-4-0 2-11-14 5-9-5 7-1-11 O.Zzu b Vcl O LV 10 Ivll l.R Illuubll lub, IIIV. 1 uC UU JV Vu.G .4' u 10 ray. 1 rquL3fl7dtb D5yU mbs-fkV78ygw4ayo4RmS7utCccYbq BAnDTxZXXwTfcyOJ7a 284-11 32-10-10 37-6-0 7-1-11 45-15 4-7.6 Scale=1:73.1 5x8 = 2x4 II 5 24 25 6 5x8 = 7 AvA = 3x6 _ 2x4 II 5x5-= 4x4 = 3x6 = 3x4 = 4x4 = 2x4 II 3x8 = 4-0-0 6 4 0 14-1-5 213-0 28�-11 32-10-10 37 6 0 3T 4-0-0 4-0-0 5-95 7-1-11 7-1-11 4515 17-0 1-8-0 Plate Offsets (X.Y)— r5:0-6-0 0-2-81.r7:0-6-0,0-2-81.r8:0-5-4.0-2-81.112:0-2-0.0-2-41.r19:0-2-4.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.10 15-16 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.54 Vert(CT) -0.20 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 258 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 9-13: 2x4 SP No.3 WEBS 2x4 SP No.3 "Except` 10-11,4-19: 2x6 SP No.2 REACTIONS. (lb/size) 11=1666/0-8-0, 2=405/0-8-0, 19=2562/0-8-0 Max Horz 2=416(LC 8) Max Uplift 11=709(1_C 8), 2=370(1_C 8), 19=1403(LC 8) Max Grav 11=1666(LC 1), 2=437(LC 17), 19=2562(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=101/356, 3-4=425/659, 4-5=-1171/470, 5-6=-1715/842, 6-7=-1715/842, 7-8=-1889/824, 8-9=896/388, 9-10=864/371, 10-11=1544/669 BOT CHORD 2-20=334/0, 19-20=334/0, 18-19=502/254, 16-18=345/970, 15-16=661/1618, 14-15=710/1667, 9-12=312/208 WEBS 4-18=746/1764, 5-18=892/480, 5.16=-495/1163, 6-16=754/427, 7-16=88/308, 7-15=-17/278, 8-14=662/348, 12-14=-754/1758, 8-12=-893/370, 10-12=-733/1702, 4-19=-2235/1117, 3-19=456/462 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 709 lb uplift at joint 11, 370 lb uplift at joint 2 and 1403 lb uplift at joint 19. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 Mi fek USA,.inc. FL Cert 6634 6904 Parke,East Blvd. Tampa FL 33010 Date; October 30,2018 ®wARmwo - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010=015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the 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 inn iTek' 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, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 J I - Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T75446420 J36845 A17 ATTIC 1 1 Job Reference (optional) ,� East Coast Truss, Ft. Pierce, I•L'J4946 O.ccu s wi O GU 1 O IVII r CR II IUUJ4ICJ, n w. i ue wr ou uu.wa i cu i O yr; ID:aldxcOy5XTquL3fl7dtbD5yUmbs-c7dmZdsBcCCWJkwrFJwgi1 ey87s5hRDs_rPakUyOJ?Y 2-0-0 6-5-14 12-1-5 16-1-4 21 3 0 26-4:12 30-0-11 36 0-1 42-4-8 2-0-0 6-5-14 5-7 6 3-11-15 5-1-12 5-1-12 3-11-15 5-7-6 6-4-7 6x8 = 5x6 = 7x6 = 4 5 27 28 6 29 5x6 = 6x8 = 7 8 Scale = 1:74.6 4x8 = 2x4 II 4x4 = 6x8 = 4x4 = 4x4 = 6x8 = 4x4 = 2x4 I I 4x8 = LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-D-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr YES Code FBC20171rP12014 CSI. TC 0.68 BC 0.55 WB 0.70 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) Vdefl L/d -0.35 14-15 >999 240 -0.69 14-15 >739 180 0.14 10 n/a n/a -0.14 14-15 868 360 PLATES. GRIP MT20 244/190 Weight: 306 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6,6-8: 2x6 SP DSS BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 SP DSS JOINTS 1 Brace at Jt(s): 19, 20, 21 WEBS 2x4 SP No.3 *Except* 19-20: 2x6 SP SS REACTIONS: (lb/size) 10=2564/0-6-8, 2=2767/0-8-0 Max Horz 2=319(LC 7) Max Uplift 10=920(LC 8), 2=1117(LC 8) Max Grav 10=2636(LC 15), 2=2824(LC 14). FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5250/1737, 3-4=-4477/1540, 4-5=4711/1612, 5-6=5223/1774, 6-7=5223/1774, 7-8=4713/1613, 8-9=-4467/1549, 9-10=5216/1780 BOT CHORD 2-18=1431/4796, 17-18=-1431/4796, 15-17=1068/4047, 14-15=1226/4797, 12-14=1076/3828, 11-12=1471/4552, 10-11=1471/4552 WEBS 3-18=0/288, 3-17=868/421, 4-17=-213/506, 4-15=-282/1773, 15-19=987/332, 5-19=-937/333, 14-20=994/325, 7-20=945/326, 8-14=-270/1790, 8-12=224/493, 9-12=-839/459, 5-21=-182/709, 6-21=-498/199, 7-21=178/714, 9-11=0/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuK=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=431t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 21-3-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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) Ceiling dead load (5.0 psf) on member(s). 19-21, 20-21 9) Bottom chord live load (30.0 pso and additional bottom chord dead load (5.0 pso applied only to room. 14-15 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 10 and 1117 lb uplift at joint 2. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. M 10' d Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon shown, and is for an Individual building component, not parameters a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of 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 ofirusses and truss systems, see ANSI/,TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J36845 Harry Blue Walker T15446421 J36845 A18 HALF HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 d.zzu s uct o zu-to mr r eK muustnes, inc. i ue uct ou uo:zv:az zu to rage i ID:aKIxcOy5XTquL3fl7dtbD5yUmbs-0JB8mztpNVKMxuU1 pORvEFA2GO6LQvU?DV97GxyOJ?X 5-11 4 11 4 0 18� 6 253-0 29 85 32-1-10 39-2-0 5-11-4 5-4-12 7-0-0 6 10-10 4S5 2-5 5 7 0 6 Scale=1:68.9 5x8 M18SHS = 3x4 = 2x4 II 3x6 = 3x4 = 4x6 = 3 4 19 20 5 6 7 8 15 14 21 13 12 22 11 23 10 24 9 3x6 = 2x4 II 3x4 = 5x6 WS = 3x8 = 3x8 = 3x8 M18SHS 11 3x4 = 5-11-4 11.4-0 18.4-6 20.63 25-3-0 29AS 32-1-10 39-2-0 5-11-4 5.4-12 7-0E 2-1-13 4-8-13 455 25-5 7-0-0 Plate Offsets (X.YI— 13:0-6-0.0-2-81.110:0-3-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.33 13 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.93 Vert(CT) -0.57 11-13 >827 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.17 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS' Weight: 224 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 8-9, 4-11, 7-11, 7-10, 8-10 8-9,3-13,4-11,7-11,8-10: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=2224/Mechanical, 9=2224/Mechanical Max Horz 1=369(LC 8) Max Uplift 1=928(LC 8), 9=-983(LC 8) 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when 'shown. TOP CHORD 1-2=4359/1806, 2-3=-3658/1586, 3-4=3862/1758, 4-5=3532/1583, 5-7=3532/1583, 7-8=2290/1017, 8-9=2156/996 BOT CHORD 1-15=-1877/3847, 14-15=-1877/3847, 13-14=1496/3178, 11-13=-1758/3862, 10-11=1017/2290 WEBS 2-14=790/439, 3-14=-171/563, 3-13=-372/1050, 4-13=524/278, 4-11=-480/230, 7-11=-736/1615, 7-10=17311881, 8-10=1301/2926, 5-11=-622/378 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=5.Opsf;,BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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 rd between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 928 lb uplift at joint 1 and 983 lb uplift at joint 9. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No,68182 MiTek USA,Jnc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. i Design valid for use only with Mrrek® 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�p• 1 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �y� iTek- 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 A Job Truss Truss Type Qty Pty J36845 Harry Blue Walker I T15 446422 J36845 A19 ATTIC 1 1 � Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 d.zzu s ucr o zui o m1 I etc mausmes, Inc. I ue uci ou uo:zw:" zu io rage i ID:a Jxcoy5XTquL3fl7dtbD5yUmbs-YVIW JtR8pSDZ23DMjy8nSjKIoX79Jp9S9uhoNyOJ7W -2-0-0 55-14 10-1-5 16-1-4 .21�-0 26-4-12 32-4-11 37-0-1 42-6-0 446-0 2to M-14 4-7-6 5-11-15 5-1-12 5-1-12 5-11-15 47-0 55-15 6x8 = 5x6 = 2x4 II 4x8 = 5x6 = 6x8 = 4 5 26 27 6 28 729 8 9 O.VV I �L 2x4 I 2x4 3 19L 20 10 21 i — i 5xl2 = 4x6 = 2 4x8 = 18 17 16 4x4 = 6x8 = 4x6 = 15 14 13 46 = 6x8 = 4x4 = Scale = 1:76.2 12 I� 4x8 = 10-1-5 16-1-4 26�4-12 324-11 42-6-0 � 10-1-5 5-11-15 10-3-8 5-11-15 10-1-5 Plate Offsets (X Y)— 12:0-4-0 0-1-151 14:0-2-8 0-4-01.f9:0-2-8.0-4-01 111:0.4-0i0-1-151.121:0-6-0.0-2-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.42 15-16 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.64 Vert(CT) -0.82 15-16 >620 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.16 11 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Attic -0.16 15-16 750 360 Weight: 295 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 4-7,7-9: 2x6 SP DSS BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 19-20: 2x6 SP DSS REACTIONS. (lb/size) 2=277010-8-0, 11=2770/0-8-0 Max Horz 2=285(LC 7) Max Uplift 2=1114(LC 8), 11=1114(LC 8) Max Grav 2=2818(LC 14), 11=2818(LC 15) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. JOINTS 1 Brace at Jt(s): 21 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5199/1786, 3-4=-4731/1598, 4-5=5707/1874, 5-6=6088/1956, 6-8=6088/1956, 8-9=-5705/1874, 9-10=4729/1598, 10-11=-5197/1786 ' BOT CHORD 2-18=1386/4786, 16-18=-1070/4301, 15-16=144715814, 13-1 5=1 070/4085, 11-13=1386/4570 WEBS 3-18=563/362, 4-18=-135/481, 416=-488/2266, 16-19=1051/400, 5-19=969/392, 15-20=1051/400, 8-20=969/392, 9-15=-488/2266, 9-13=135/481, 10-13=-563/362, 5-21=-99/625, 6-21=303/121, 8-21=99/625 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=5.Opsf;l BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 21-3-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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) Ceiling dead load (5.0 psf) on member(s). 19-21, 20-21 9) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1114 lb uplift at joint 2 and 1114 lb uplift at joint 11. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 property 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 iviiTek' I always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety fi formatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker i T15446423 J36845 A20 Half Hip 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 d.zzu s vc1 o tV 10 mm r r ex ausnma Vmrr reb, c. r ue vou VO;ZcV ro rd9e r ID:aKlxcOy5XTquL3fl7dtbD5yUmbs-OiJuBfu3u7a4ACeQwRTNJgGP 1 CnPumblgpeEKpy0J?V 4-11 4 9 4 0 16 10-0 243-0 29-05 31-7-10 39-2-0 4-11-4 4-4-12 7 6 6 7-4-10 4-9-5 2-75 7 6� Scale=1:68.9 5x8 M18SHS = 3x8 = 2x4 II 3x6 = 2x4 II 5x6 = 6.00 12 3 4 20 21 5 6 7 8 16 15 14 13 12 11 10 9 3x6 = 2x4 II 3x4 — 4x6 = 3x8 = 2x4 11 3x8 M18SHS = 5x8 —_ 3x8 M18SHS II i 4-11-4 i 9-4-0 16-10-0 19-2� 24-3-0 29.0-5 31-7-10 39-2-0 4-11� 4� 12 7-6-6 2-3-13 M03 4-95 2-75 7.6.6 Plate Offsets (X Y)— r3:0-6-0.0-2-81, 110:0-1-12.0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.39 12-13 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.96 Vert(CT) -0.70 12-13 >664 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.21 9 n/a We BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 212 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-5: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-9, 6-10, 8-10 WEBS 2x4 SP No.3 *Except* 8-9,3-13,6-13,6-10,8-10: 2x4 SP No.2 REACTIONS. (lb/size) 1=2224/Mechanical, 9=2224/Mechanical Max Horz 1=304(LC 8) Max Uplift 1=937(LC 8), 9=-974(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4407/1850, 2-3=-3885/1688, 34=4626/2075, 4-6= 4626/2075, 6-7=2937/1291, 7-8=2937/1291,8-9=-2149/989 BOT CHORD 1-16=1865/3863, 15-16=-1865/3863, 13-15=1579/3410, 12-13=1955/4416, 10-1 2=1 955/4416 WEBS 2-15=593/332, 3-15=-126/420, 3-13=-586/1570, 4-13=754/436, 6-13=-217/263, 6-1 0=1 756/788, 7-10=747/439, 8-1 0=1 503/3415, 6-12=0/288 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip,DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 937 lb uplift at joint 1 and 974 lb uplift at joint 9. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No,88182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 30,201 S WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not , FYI I' 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 Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V� 1 .,— ---. fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker 1 T15446424 J36845 A21 ATTIC 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 Mrrek Industries, Inc. Tue Oct 30 06:29:35 2018 Page 1 ID:aKIxcOy5XTquL3fl7dtbD5yU mbs-UutHO?vhfQixo MD cU8_cstoilcBvdl SSvTNotGyOJ?U 2-0-0 411� 9-0-0 16 1-4 21�-0 26 4-12 33-" 37 6 12 42 6 0 44-0-0 2-0-0 4-11.4 40-12 7-1-4 5-1-12 5-1-12 7-1-4 4-0-12 4-11-4 7x8 = 2x4 11 - 2x4 II 4x8 = 2x4 II c-F'_'_ 4 0 1 26 27 ° 7 28 4x8 = 4x4 = 6x8 = 4x6 = 4x6 = 6x8 = 7x8 = 9 4x4 = 9-0-0 16-1-4 26-4-12 3M 0 42-M 9-0-0 7-1-4 10-3 8 7-1-t 9-0-0 Plate Offsets (X Y1- 12:0-4-0 0-1-151, 14:0-2-8,0-4-01. [9:6-2-8.0-4-01. f11:0-4-0 0-1-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.44 15-16 >999 240 TCDL 17.0 Lumber DOL 1.33 BC 0.68 Vert(CT) -0.85 15-16 >601 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.17 11 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -AS Attic -0.17 15-16 709 360 LUMBER - TOP CHORD 2x4 SP 285OF 1.8E *Except* 4-7,7-9: 2x6 SP DSS BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 4-16,9-15: 2x6 SP No.2, 19-20,20-21: 2x4 SP No.2 REACTIONS. (lb/size) 2=277010-8-0, 11=2769/0-8-0 Max Horz 2=259(LC 7) Max Uplift 2=1113(LC 8). 11=1114(LC 8) Max Grav 2=2811(LC 14). 11=281O(LC 15) Scale = 1:76.2 4x8 = PLATES GRIP MT20 244/190 Weight: 282 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5239/1795, 3-4=-4835/1641, 4-5=6491/2095, 5-6=6374/2054, 6-8=6374/2054, 8-9=6491/2095, 9-10=4832/1642, 10-11=-5235/1796 BOT CHORD 2-18=1400/4809, 16-18=-1139/4395, 15-16=1709/6604, 13-15=1141/4197, 11-13=1401/4611 WEBS 3-18=484/300, 4-18=-105/452, 4-16=-664/2869, 16-19=-1126/443, 5-19=1100/458, 15-21 =1 125/444, 8-21=1099/459, 9-15=662/2870, 9-13=-106/451, 10-13=-484/299 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=S.Opsf; BCDL=3.Opsf; h=21ft; B=62ff; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 21-3-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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) Ceiling dead load (5.0 psf) on member(s). 19-20, 20.21 9) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1113 lb uplift at joint 2 and 1114 lb uplift at joint 11. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 12) 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: October 30,2018 ®WARMNG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with WWI!) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not mss 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 M iTek- is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446425 J36845 A22 ROOF SPECIAL 1 1 Job Reference (optional) East Coast Truss, ht. Pierce, t-L 34946 o.ccu s Uu o c. ro rvu r on m wuau—, ice. , uc — ou cv w r yc , ID:aKlxcOy5XTquL3f17dtb D5yU mbs-y4RfcLwJ QkroQVoo2sWrP5LkMOTPMfgb877 LPjyOJ7T 5.2-0 6-&0 8-2-0 25.0. 3 3 -i - 39.2-0 0.10. 7-2-0 7-2-0 1-rr0 1-6-0 6.10.13 6.10.13 7-2-5 5x81M18SHS II 6.00 12 6x8 —_ 5x8M18SHS.= 5x8M18SHS = 2x4 I I 5 19 18 17 16 15 14 3x8 M18SHS II 6xl0 = 6x8 = 5x5 = 4x6 = Sx5 = 2x4 11 13 7x8 = 4x6 = 3x8 = 12 5x8 = 0 5- -0 5-0 3 - 39 - 0-10 7-2-0 7-2-0 3-0-0 6-10.13 6-10-13 Scale = 1:74.4 4x8 = i. 11 3x10 M18SHS I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.56 13-14 >840 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.92 Vert(CT) -0.98 13-14 >478 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.13 11 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -AS Weight: 262 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 2-4: 2x4 SP No.1, 6-8: 2x4 SP 285OF 1.8E BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 10-11,2-17,4-17,5-16,5-14,10-12,1-19: 2x4 SP No.2 REACTIONS. (Ib/size) 11=2216/Mechanical, 19=2216/Mechanical Max Horz 19=43(LC 6) Max Uplift 11=954(1_C 8), 19=950(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at'midpt 2-17, 4-17, 9-13, 10-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-395/146, 2-3=3955/1718, 3-4=-3955/1718, 4-5=-6387/2787, 5-6=-6711/2922, 6-7=5541/2391, 7-9=-5522/2380, 9-10=3620/1558, 10-11=2129/959, 1-19=1924/748 BOT CHORD 17-18=-220/464, 16-17=2432/5635, 14-16=-2082/4841, 13-14=-2545/5904, 12-13=155813620 WEBS 2-17=1680/3915, 3-17=762/444, 4-17=1885/801, 4-16=2264/1076, 5-16=1115/2513, 5-14=-1473/3365, 6-14=3048/1406, 6-13=-648/265, 7-13=-694/403, 9-13=-932/2157, 9-12=-1695/839, 10-12=1704/3971, 2-18=-2030/975, 1-18=760/1843 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=S.Opsf;'BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 954 lb uplift at joint 11 and 950 lb uplift at joint 19. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®wARN/NG - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdeation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qly Ply J36845 Harry Blue Walker T15446426 J36845 . A23 ATTIC 1 2 Job Reference a tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MTek Industries, Inc. Tue Oct 30 06:29:37 2018 Page 1 ID:aKlxcOy5XTquL3fl7dtbD5yUmbs-QH_1 phxzB2zf2fN?bZl4xlul LPoi5D4kMnsux8yOJ?S 2-0-0 7-0-0 11 6 10 16-1 4 21-0-0 26 4 12 30-11 6 35 6-0 42-0 0 44 6-0 2-0-0 7-0-0 4-6-10 41-10 5-1-12 5-1-12 4:810 4-6-10 1 7 6.00 12 64 = __ 4x4 = 7x6 __ 7x6 4x4 = 6x6 = 3 4 5 21 22 23 24 6 7 8 Scale = 1:76.2 - 15 12 4x6 _ 4x4 = 4x8 = 4x4 = 4x4 = 4x8 = 4x4 = 4x6 _ LOADING (psf) SPACING- 21.120 CSI. DEFL. in (loc) Vdeft Ud TCLL 30.0 Plate Grip DOL 15 TC 0.51 Vert(LL) -0.39 13-14 >999 240 TCDL 17.0 Lumber DOL 1.33 BC 0.981 Vert(CT) -0.74 13-14 >691 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.14 9 n/a file BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Attic -0.13 13-14 953 360 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 1-3,8-10: 2x4 SP No.2 BOT CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2718/0-8-0, 9=2718/0-8-0 Max Horz 2=213(LC 7) Max Uplift 2=1145(LC 8), 9=1145(LC 8) Max Grav 2=2742(LC 14), 9=2742(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5014/1785, 3-4=-4495/1701, 4-5=-8128/2780, 5-6=8103/2767, 6-7=812B/2780, 7-8=-4493/1701, 5-9=-5012/1785 BOT CHORD 2-16=1352/4509, 14-16=-2014/6504, 13-14=2441/8184, 11-13=2014/6376, 9-11 =-1 352/4348 WEBS 3-16=-487/1719, 4-16=2560/809, 4-14=-549/2286, 5-14=-965/429, 6-13=965/429, 7-13=-549/2286, 7-11=25591809, 8-11=487/1719 PLATES GRIP MT20 244/190 Weight: 490 lb FT = O% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) 100.01b AC unit load placed on the top chord, 21-3-0 from left end, supported at two points, 4-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • 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. 10) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1145 lb uplift at joint 2 and 1145 lb uplift at joint 9. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE NoA8162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mfrek® 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 A A'Te MVO l.' 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, see ANSIrTPl1 Quality Criteria, DSB-89 and BCSI Building Component safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Il 6904 Parke East Blvd. Tampa, FL 36610 i Job Truss Truss Type Oty Ply J36845 Harry Blue Walker T15446427 J36845 A24 Roof Special Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34948 4-0-14 0-4�6 3-4-12 NAILED NAILED NAILED 5x6 = NAILED 2x4 II 4x6 = 124 25 226 27 3 23 35 36 22 37 38 21 3x8 11 NAILED 4x10 = NAILED 6x6 NAILED NAILED HUS26 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 17.0 - Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017IrP12014 LUMBER - TOP CHORD 2x6 SP DSS *Except* 4-5,5-6: 2x4 SP No.2 BOT CHORD 2x8 SP DSS *Except* 12-16: 2x8 SP SS WEBS 2x4 SP No.3 `Except* 1-23,11-12: 2x6 SP No.2 1-22,3-22,5-18,8-15,8-13,11-13: 2x4 SP No.2 OTHERS 2x4 SP No.3 O.LLU b vut O LU IO IVII I Cn IIIUUJulub. 11— 1 Ye —.V LV IO t-Oyc 1 3-" 3-6-0 5.4-0 4-04 05=3 4-2-15 0-2-8 4-9-2 Scale=1:69.5 6.00 12 '6x6 = - NAILED - 5 Special 4x10 = NAILED NAILED NAILED 7x8 = 7x8 __ 2x4 II NAILED 4x8 = 2x4 II NAILED 5x6 = 4 6 28 7 29 30 8 319 32 10 33 11 34 i dd TIT rh 20 19 18 17 16 15 39 40 14 41 42 13 43 12 I 3x6 II 10x10 WB = i5x8 = 3x6 II 6x8 M18SHS = Special NAILED3x6 II 5x10 M18SHS = NAILED 3x6 II 4x8 = NAILED NAILED NAILED NAILED HUS26 it CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.54 Vert(LL) 0.62 17 >748 240 MT20 244/190 BC 0.53'I Vert(CT) -0.97 17 >477 180 M18SHS 244/190 WE 0.92 Horz(CT) 0.12 12 n/a n/a Matrix -MS I Weight: 609 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-6-8 oc bracing. REACTIONS. (lb/size) 23=4654/Mechanical, 12=4087/Mechanical Max Horz 23=82(LC 6) Max Uplift 23=2342(LC 8), 12=-2047(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-23=4393/2259, 1-2=6401/3237, 2-3=6401/3237, 3-4=11649/5892, 4-5=10165/5066, 5-6=10167/5067, 6-7=15600/7854, 7-8=15597/7851, 8-10=6558/3285, 10-11=6558/3285, 11-12=3853/1971 BOT CHORD 22-23=-138/276, 21-22=5889/11646, 20-21=6861/13785, 18-20=6872/13799, 17-18=7689/15442, 15-17=7681/15433, 14-15=5979/11886, 13-14=5979/11886 WEBS 1-22=-3710/7337, 3-22=6284/3177, 3-21=-1340/2770, 4-21=2371/1077, 4-20=-257/190, 4-18=5862/2966, 5-18=4291/8628, 6-18=-7894/3977, 6-15=837/1091, 7-15=654/386, 8-15=-2144/4248, 8-13=6101/3084, 11-13=3606/7202, 2-22=504/343, 8-14=62/334, 10-13=523/346 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa S°L 33610 Date: October 30,2018 e ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111•7473 rev. 10/03/2015 BEFORE USE. Design valid for use onlywith Wek® connectors. This design Is based onlyupon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verily 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 iwiTek- 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 oftrusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446427 J36845 A24 Roof Special Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MTek Industries, Inc. Tue Oct 30 06:29:40 2018 Page 2 I D:aKlxcOy5XTqu L3f17dtbD5yUmbs-rsg9Sizq UzLEv76a H ianZxWX3dxT1 SsB315ZYTyOJ 7P NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capableiof withstanding 2342 lb uplift at joint 23 and 2047 lb uplift at joint 12. 12) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 17-9-8 oc max. starting at 7-9-4 from the left end to 25-6-12 to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-10d (0.148"xW) or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 177 lb down and 129 lb up at 26-7-4 on top chord, and 57 lb down and 13 lb up at 26-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=94, 4-5=-94, 5-6=94, 6-11=-94, 12-23=-20 Concentrated Loads (lb) Vert: 21=1529(F) 15=1440(F) 13=-24(F) 10=-69(F) 24=136(F) 25='105(F) 26=105(F) 27=-124(F) 29=-69(F) 30=69(F) 31=-69(F) 32=-69(F) 33=69(F) 34=100(F) 35=50(F) 36=-44(F) 37=-44(F) 38=62(F) 39=-24(F) 40==24(F) 41=24(F) 42=-24(F) 43=24(F) 44=31(F) ® WARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mi ek® 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 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 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, see ANSlrrPl1 quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446428 J36845 A25G Hip Girder 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 B.zzu s uct u zu1 is Mt i eK inoustnes, inc. i ue uctsu ub:zy:44 zuits rage i ID:aKlxcOy5XTquL3f17dtb D5yU mbs-jdwgH40 KYB rfN kPL WXfjjngl uEDYElamzM3mhEyOJ7L 2-0-0 5-0-0 10A 3 15 10-9 21 -O 26-7-7 31 IZIA 3 37 6 0 42 6 0 2-0 0 5-0-0 5 6-3 5 4-7 5-0-7 647 5�-7 5 6 3 5-0-0 Scale=1:76.2 6.00 12 5x8 = 2x4 II 7x8 = , 2x4 II 7x8 = , 3 25 26 4 27 28 29 5 30 31 6 32 33 7 34 35 2x4 11 5x8 = 836 37 38 9 39 40 '- 41 42 18 43 '' 44 45 '- 46 47 '- 48 14 49 .- ou 51 52 '- 4x8 = 3x6 II 4x10 = 8x8 = 3x6 II 48 = 3x6 II BxB = 4x10 = 3x6 II 4x8 = i 5-0A 10.6-3 15-10-9 21A-0 26-7-7 31-11-13 37-6-0 42-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.54 16 >936 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.841 Vert(CT) -0.87 16 >585 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.74 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017r rP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x6 SP DSS *Except* TOP CHORD 1-3,9-11: 2x4 SP 285OF 1.8E BOT CHORD BOT CHORD 2x8 SP SS 'Except 14-18: 2x8 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=4011/0-8-0, 10=4010/0-8-0 Max Horz 2=166(LC 24) Max Uplift 2=2063(LC 8), 10=2063(LC 8) Max Grav 2=4036(LC 29), 10=4036(LC 30), FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=8465/4077, 3-4=-13155/6470, 4-5=13149/6467, 5-6=-17812/8727, 6-7=1781218727, 7-8=-13149/6467, 8-9=13155/6470, 9-10=-8459/4077 BOT CHORD 2-20=3439/7606, 19-20=-3459/7664, 17-19=7935/16704, 16-17=7934/16691, 15-16=7934/16691, 13-15=-7935/16704, 12-13=-3459/7534, 10 12=3439/7477 WEBS 3-20=335/938, 3-19=-2993/6207, 4-19=931/575, 5-19=3881/1877, 5-17=-17/371, 5-16=-634/1253, 6-16=771/499, 7-16=-633/1253, 7-15=-17/371, 7-13=-3881/1877, 8-13=-931/576, 9-13=-2993/6207, 9-12=335/937 Weight: 891 lb FT = O% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 4 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); LumberDOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other jive loads. _ = 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2063 lb uplift at joint 2 and 2063 lb uplift MiTek USA, Ine.FL Cart at joint 10. 6904 Parke fast Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not MW 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 'systems, fabdcation, storage, delivery, erection and bracing of trusses and truss see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446428 J36845 A25G Hip Girder 1 3 Job Reference I floral East Coast Truss, Ft Pierce, FL 34946 8.220 s Oct 6 2018 MTek Industries, Inc. Tue Oct 30 06:29:44 2018 Page 2 I D:aKixcOy5XTqu L3f17dtbD5yUmbs-jdwg H40KYBrfNkPLWXfAngiuEDYElamzM3mhEyOJ7 L NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 186 Ib down and 155 Ib up at 5-0-0, 186 Ib down and 144 Ib up at 7-0-12, 186 Ib down and 144 Ib up at 9-0-12, 186 Ib down and 144 Ib up at 11-0-12, 186 Ib down and 144 Ib up at 13-0-12, 186 Ib down and 144 Ib up at 15-0-12, 186 Ib down and 144 Ib up at 17-0-12, 186 Ib down and 144 Ib up at 19-0-12, 186 Ib down and 144 Ib up at 21-0-12, 186 Ib down and 144 Ib up at 21-5-4, 186 Ib down and 144 Ib up at 23-5-4, 186 Ib down and 144 Ib up at 25-5-4, 186 Ib down and 144 Ib up at 27-5-4, 186 Ib down and 144 Ib up at 29-5-4, 186 Ib down and 144 Ib up at 31-5-4, 186 Ib down and 144 Ib up at 33-5-4, and 186 lb down and 144 Ib up at 35-5-4, and 186 Ib down and 155 Ib up at 37-6-0 on top chord, and 411 Ib down and 208 Ib up at 5-0-0, 56 Ib down and 14 Ib up at 7-0-12, 56 Ib down and 14 Ib up at 9-0-12, 56 Ib down and 14 Ib up at 11-0-12. 56 Ib down and 14 Ib up at 13-0-12, 56 Ib down and 14 Ib up at 15-0-12, 56 Ib down and 14 Ib up at 17-0-12, 56 Ib down and 14 Ib up at 19-0-12, 56 Ib down and 14 Ib up at 21-0-12, 56 Ib down and 14 Ib up at 21-5-4, 56 Ib down and 14 Ib up at 23-5-4. 56 Ib down and 14 lb up at 25-5-4, 56 Ib down and 14 Ib up at 27-5-4, 56 Ib down and 14 Ib up at 29-5-4, 56 Ib down and 14 Ib up at 31-5.4, 56 Ib down and 14 lb up at 33-5-4, and 56 Ib down and 14 Ib up at 35-5-4, and 411 Ib down and 208 Ib up at 37-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3-94, 3-9=-94, 9-11-94, 2AO0 20 Concentrated Loads (Ib) Vert: 3=89(B) 9=-89(B) 20=290(B) 16=76(121) 6=178(B) 12=290(1]1)125=89(B) 26=89(B) 27=-89(131) 28=-89(B) 29=89(B) 30=89(B) 31=-89(B) 32=89(B) 33=89(B) 34=-89(B) 35=-89(B) 36=89(B) 37=89(B) 38=-89(B) 39=38(B) 40=38(B) 41=-38(B) 42=-38(B) 43=38(B) 44=38(B) 45=-38(B) 46=38(B) 47=38(B) 48=38(B) 49=38(B) 50=-38(B) 51=38(B) 52=38(13) 1 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1d/03/2015 BEFORE USE. Design valid for use only with Mrrek® 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, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, IVA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J36845 Harry Blue Walker T15446424 J36845 A26G Roof Special Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:29:46 2018 Page 1 ID:UmdXorKcwan7vhvMncpoKvyPp7C-f?1Rim2b4p5Nd2ZdyhBpCIU82vAiBM3RgYt17yOJ?J 3 4-0 7-0-0 10 8 D 14-4-0 17-6-0 3-4-0 3-8-0 3-8-0 3-8-0 3 4-0 4x6 4x8 = Scale=1:31.0 11 .10 14 9 8 7 12 Sx6 = 4x6 11 6x8 = 5x5 = 6x6 = 46 II 3-4-0 7-0-0 10-8-0 144-0 17-8-0 3-4-0 3-8-0 3-8-0 3-8-0 Plate Offsets (X.YI— 14:0-5-4 0-2-01. 17:Edge 0-3-81 19:0-2-8.0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES- GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.15 9-10 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.89 Vert(CT) -0.23 9-10 >907 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSj Weight: 100 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-12,6-7,1-11,6-8: 2x4 SP No.2 REACTIONS. (lb/size) 12=2060/Mechanical, 7=2060/Mechanical Max Horz 12=86(1_C 6) Max Uplift 12=1088(LC 8), 7=1088(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when ;shown. TOP CHORD 1-1 2=1 993/1072, 1-2=3294/1763, 2-3=3688/2035, 3-4=3293/1898, 4-5=-3684/2033, 5-6=-3296/1764, 6.7=-1994/1073 BOT CHORD 10-11 =1 851/3448, 9-1 0=-1 777/3289, 8-9=-1851/3450 WEBS 1-11=1985/3705, 2-11 =1 824/1039, 2-10=-461/355, 3-10=-487/994, 4-9=486/985, 5-9=-460/351, 5-8=1821/1037, 6-8=1986/3708 Structural wood sheathing directly applied or 2-3-9 oc purlins, except end verticals. Rigid ceiling directly applied or 4-3-13 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43f; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1088 lb uplift at joint 12 and 1088 lb uplift at joint 7. 9) Hanger(s) or other connection device(s) shall be provided, sufficient to support concentrated load(s) 252 lb down and 236 lb up at 7-0-0, and 252 lb down and 226 Ib up at 8-10-0, and 252 lb down and 236 lb up at 10-8-0 on top chord, and 767 lb down and 486 lb up at 7-0-0, and 86 lb down and 21 lb up at 8-10-0. and 767 lb down and 486 lb up at 10-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=94, 2-3=-94, 3-4-94, 4-5=94, 5-6=94, 7-12=20 Joaquin Velez PE No.88182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 verity 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, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component safety Information available from Truss Plate Institute, 21a N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 'Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446429 J36845 A26G Roof Special Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL'34s41i LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=184(F) 4=-184(F) 10=760(F) 9=760(F) 13=184(F) 14=68(F) 6.LLV s VGI O LV 10 IVII 1 aR IIIuu-u lab, Ifni. 1 ua uu au uo—.9u u 1 o raga c ID:UmdXorKcwan7vlwMncpoKvyPp7C-f?1Rim2b4p5Nd2ZjdyhBpCIU82vAIBM3RgYtl7y0J?J ®WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 10/07/1015 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 parametersiand 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, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 •Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446430 J36845 B01 ATTIC 7 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. T ue Uct 3U Ub:Zy:41 ZU18 rage I I D:aKlxcOy5XTquL3f17dtbD5yU mbs-8Cbpw52Dr6DEEC8wBgC QLPIf2RH KRfGDgKHQIZyOJ 11 -2-&0 48- 2 510.4 10.53 1- - 2- -0 14- -1 1 Si 8.3- 252-0 -8-0 2�-0 4-.12 2-1-9 3-6.15 7-1 1-6.0 1-s-o 7-1 3�-1a 6 io-0 4x6 = ' 3x8 = ano - 2t4 it 6k6 = --,- 6x6 = 2x4 11 3xa = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 17.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-6,6-9: 2x6 SP SS BOT CHORD 2x6 SP SS WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1790/0-8-0, 10=179010-8-0 Max Horz 2=351(LC 6) Max Uplift 2=777(LC 8), 10=777(LC 8) Max Grav 2=1938(LC 14), 10=1938(LC 15) Scale = 1:48.8 CSI. DEFL. in (loc) Ude Ud 7-0-OPLATES G IP TC 0.82. Vert(LL)-0.4613-15 >65 NO MT20 2 /190 BC 0.64 Vert(CT) -0.8313-15 >363 180 M18SHS 244/190 WB 0.74 Horz(CT) 0.03 10 n/a n/a Matrix -AS Attic -0.24 13-15 579 360 Weight: 155 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD • 2-3=2828/750, 3-4=2720/720, 4-5=2164/708, 5-6=-337/1683, 6-7=337/1684, 7-8=2163/708, 8-9=2719/720, 9-10=28271749 BOT CHORD 2-16=-447/2688, 15-16=447/2689, 13-15=-273/2257, 12-13=446/2426, 10-12=-446/2425 WEBS 4-15=100/1177, 8-13=100/1177, 5-7=3985/1173, 3-16=626/107, 3-15=661/330, 9-12=-632/108,9-13=-658/330 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=5.Opsf; IBCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C: Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8. 5-7 8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-15 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 777 lb uplift at joint 2 and 777 lb uplift at joint 10. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. IT d Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 AwARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity 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, see ANSI/TPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J3845 Harry Blue Walker T15446431 �Job"Reference J36845 B02 Common 1 1 (optional) East Coast Truss, Ft. Pierce, FL 34946 d.zzu s uct o zu i o mi I eK mausmes, inc. i ue uci ou uo:za:4r zu i o rage I I D:aKlxcOy5XTqu L3fl7dtbD5yUmbs-8Cbpw52Dr6 DEEC8wBgC Q LP IivRHPRIa DgKHQ IZyOJ71 2-0-0 6 3-12 12-7.0 18-1" 8 25 2-0 27 0 2 6-0 6-3-12 6-3 4 6-3-4 6-3-11 2.8-0 Scale=1:51.6 4X6 = 4 E 3XIu II JX4 — 4X4 — 3x4 — 3x10 114X4 4x4 = 8.4-14 8.4.6 84-13 Plate Offsets (X Yl— r2:0-0-0 0-1-141 12:0-3-4.Edce1 r6:Edoe 0-1-141. 16:0-3-4,Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.25 8-10 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.70 Vert(CT) -0.42 8-10 >719 180 BCLL 0.0 ' Rep Stress Incr YES W3 0.341 Horz(CT) 0.07 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 126 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=1676/0-8-0, 6=1676/0-8-0 Max Horz 2=356(LC 7) Max Uplift 2=886(LC 8), 6=-886(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2296/989, 3-4=2025/980, 4-5=2024/979, 5-6=2295/989 BOT CHORD 2-10=613/2087, 8-10=262/1393, 6-8=612/1946 WEBS 4-8=-289/771, 5-8=524/364, 4-10=-289/768, 3-10=525/364 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=5.Opsf;,BCDL=3.Opsf; h=25ft; B=62ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip,DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 886lb uplift at joint 2 and 886lb uplift at joint 6. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No,68182 MiTek USA, ,Inc: FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE 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 Nat 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 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 with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses andtruss systems, see ANSI/TPti Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria,22314. Tampa, FL 36610 } L � Job Truss Truss Type Qty Ply Harry Blue Walker T15446432 J36845 B03GE Common Structural Gable 1 1 �J36845 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34948 o.zzu s may Zs Zuro mu eK meusmes, me, i ue mace au ua:ou:uz zuro ra e r ID:2Avldek5WyP16S9rrhlOoayQ7dk-pwFsZ1jM61Afdew2rzaWVDKkAaO bUggh2DD8Jy0 xp r -2-6.0 6-3-12 12-7-0 1 6.145 25.2-0 27-8-0 2.8r 2 6.112 6.34 6-3-0 6-3-it Scale = 1:55.2 4x6 I[ 6 1x4 II 1x4 II 6.0o 12 1x4 II 1x4 II 3x4 5 N 6 3x4 i b 44 \\ 3 4 1x4 II 4 II 2 1x4 II 1 ; 3X4 i4x10 \\ 19 16 3x8 = 1x4 II 1x4 11 1x4 II 3X4 = 17 16 15 1x4 11 3x4 7 1 x4 I I 3X4 4x4 1x4 II 8 9 4x12 10 1x4 II 1x4 II 1x4 II 3x4 14 13 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.03 17-19 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.33 Vert(CT) -0.06 17-19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -AS Weight: 162 Ib FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. All bearings 13-3-0 except Qt=length) 2=0-8-0. (lb) - Max Horz 2=341(LC 6) Max Uplift All uplift 100 Ib or less atjoint(s) 16, 13, 12 except 2=584(LC 8), 10=516(LC 8), 17=549(LC 8), 14=-206(LC 8) i Max Grav All reactions 250 Ib or less at joint(s) 16, 13, 12,15 except 2=873(LC 1), 10=592(LC 1 E), 17=1329(LC 1), 14=510(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-686/269, 3-4=632/272, 4-5=508/293, 5-6=78/433, 6-7=-42/383 BOT CHORD 2-19=96/634, 18-19=96/633, 17-18=-96/633 WEBS 6.17=771/287, 5-19=0/253, 5-17=853/416, 7-14=-470/221 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=S.Opsf; BCDL=3.Opsf; h=25ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 13, 12 except (jt=lb) 2=584, 10=516, 17=549, 14=206. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Joaquin velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6964 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010=015 BEFORE USE. Design valid for use only with MTekS 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. - •- Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda VA 22314. Tampa, FL 36610 I Job Truss Truss Type Qty Ply J36845 Harry Blue Welker T15446433 J36845 B04 ATTIC 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:29:49 2018 Page 1 ID:aKlxcOy5XTquL3f 17dtb D5yU mbs-4ajZKn4TMkTyUVI I I5EuQq N7cF_?va7 V 7emXMSyOJ?G 2 6-0 4-8-12 6-10-4 105-3 11-1 12-7-0 14-1-1 1 -8 1 18-3-12 204i 15 2441-0 2�-0 4 8 12 2-1 8 3 6 15 7-1 1-0-0 1-6.0 -7-1 3 6 14 2-3 3 3 8-1 142 Scale=1:45.3 4x6 = 3x8 = 6 3x8 = 2x4 II 7x6 = "'- 64 = 2x4 II 6x10 II 6- 0- 0 �- 4 8-12 2-1 8 11-5 8 2 3 3 0_1- 1 3 6 6 LOADING (psf) SPACING- 2-D-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 17.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017rrPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-6,6-9: 2x6 SP SS BOT CHORD 2x6 SP SS WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 11=1488/Mechanical, 2=1746/0-8-0 Max Horz 2=325(LC 7)' Max Uplift 11=509(LC 8), 2=771(LC 8) Max Grav 11=1656(LC 15). 2=1888(LC 14) CSI. TC 0.81 DEFL. in (loc) Udefl Ud Vert(Llq)I.2_0-0.42 13-15 >689 240 PLATES GRIP MT20 244/190 e > WB 0.66 Horz(CT) 0.02 11 n/a n/a Matrix -AS Attic -0.24 13-15 582 360 Weight: 152 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2737/737, 3-4=2574/703, 4-5=2034/692, 5-6=-323/1552, 6-7=320/1530, 7-8=2059/695, 8-9=2479/679, 9-11=-2268/730 BOT CHORD 2-16=593/2566, 15-16=593/2567, 13-15 415/2086, 12-13=559/1939, 11-12=-559/1937 WEBS 4-15=97/1140, 8-13=-33/886, 5-7=3694/1140, 3.15=717/325, 9-13=276/405, 3-16=-550/101. 9-12=-803/45 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=5.Opsf; BCDL=3.0psf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip; DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pelf 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-15 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=509, 2=771. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No,68182 MiTek USA, Inc: FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only wkh 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, see ANSUTP11 Quality Criterla, DSB.89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria,; VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446434 J36645 B05 Common 1 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MTek Industries, Inc. Tue Oct 30 06:29:50 2018 Page 1 ID:aKIxcOy5XTquL3fl7dtbD5yUmbs-YnHxY75571 bp5fsVsom7z2wD8fLgel afMI W4vuyOJ7F -2-6-0 0.3.12 6- 0.1 -7-0 18- 2 3.0 2-&0 6-3-12 7- S8-0 5.8-0 5-11-12 4x4 = 4x4 = J~ 1. 1x4 11 "`� 3x8 = 4x4 = 3x6 11 e-0-3 6312 0.t 12-7.0 15.11-13 L_'A 24J-0 6312 -7 1-1-6 4�6.14 3-0-13 237 5-11-12 Plate Offsets (X Y)- I2:0-0-0,0-1-101. 12:0-3-4 Edgel LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 17.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 6-7: 2x6 SP No.2 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 2=1623/0-8-0, 7=1356/Mechanical Max Horz 2=329(LC 7) Max Uplift 2=870(LC 8), 7=-604(LC 8) CSI. DEFL. in (loc) I/deft Ud TC 0.63 Vert(LL) 0.10 9-11 >999 240 BC 0.53 Vert(CT) -0.16 9-11 >999 180 WB 0.64 Horz(CT) 0.05 7 n/a We Matrix -AS Scale=1:49.7 PLATES GRIP MT20 244/190 Weight: 132 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-2156/922, 3-4=1535/779, 4-5-1537/781, 5-6=1973/873, 6-7-1291/615 BOT CHORD 2-11=-715/1823, 9-11=715/1823, 8-9=677/1662, 7-8=-176/324 WEBS 4-9=376/754, 5-9=566/340, 6-8=-506/1366, 3-9=-742/385 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=5.Opsf; BCDL=3.0psf; h=25ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 (it=lb) 2=870, 7=604. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010212015 BEFORE USE. Design valid for use onlywith MrrekO 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, see ANSIrPi1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria; VA 22314. Tampa, FL 36610 •Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446435 J36845 B06G COMMON GIRDER 1 J �} Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 0.44U s Uct 0 cvra wu r eR rn0usurea, urC. r ue Ucl aU UO:ceac cU 10 I D:aKlxcOy5XTqu L3fl7dtbD5yUmbs-U90izp6MffsXLzOt_Dob2T?ZG S?06xTyp c?Bzi 5-0-0 6-4-14 12-7-0 16-7.6 16 -3 20-7-11 201 -0 24-11-8 5-0-0 3-4-14 423 4-0-5 0- -14 3-10-7 0. 2 4-0-2 THIS TRUSS IS NOT SYMMETRIC. 6x6 II PROPER ORIENTATION IS ESSENTIAL. 6x12 = HUS26 HUS26 8x8 = HUS26 8x14 = Bx10 = 7x6 = 10x10 = 8x8 = Bx10 = 4x8 = HUS26 8x10 =HUS26 HGUS28-2 HUS26 HUS26 HUS26 HUS26 HUS26 Scale = 1:50.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.23 9-11 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.65 Vert(CT) -0.39 9-11 >759 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(CT) 0.12 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 638 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins. BOT CHORD 2x8 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 *Except* 4-11: 2x4 SP No.1 SLIDER Left 2x6 SP No.2 3-8-0, Right 2x6 SP No.2 3-0-7 REACTIONS. (lb/size) 1=12821/0-8-0, 7=16056/0-7-0 Max Horz 1=291(LC 23) Max Uplift 1=5843(LC 8), 7=7064(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=24580/11230, 2-3=21705/9818, 3-4=-1671317577, 4-5=16718/7580, 5-6=21677/9657, 6-7=24604110884 BOT CHORD 1-13=-8252/18146, 12-13=9898/21843, 11-12=-8601/19414, 9-11=-8461/19374, 8-9=9661/22001, 7-8=7447/16939 WEBS 2-13=1514/3013, 3-12=2946/6413, 2-12=-2985/1579, 4-11=6463/14305, 3-11=-6400/3048, 5-9=2720/6333, 5-11=6344/2848, 6-8=-1104/2460, 6-9=2992/1349 NOTES- 1) 3-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf;,BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 0 degree rotation about its center. 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 (jt=lb) 1=5843, 7=7064. 9) Use Simpson Strong -Tie HGUS28-2 (36-10d Girder, 12-1 Od Truss) or equivalent at 4-11-11 from the left end to connect truss(es) to Joaquin Velez PE No.88182 back face of bottom chord. MiTek USA, Inc. FL Cert 6634 10) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 6-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max, starting at 6904 Parke East Blvd, Tampa FL 33610 6-10-12 from the left end to 24-1-14 to connect truss(es) to back face of bottom chord. Date: 11) Fill all nail holes where hanger is in contact with lumber. October 30,2018 ®WARNING -Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 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 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, see ANSUTPI1 quality Criteria, DSB.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria; VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qly Ply J36845 Harry Blue Walker T15446435 J36845 BO6G COMMON GIRDER 1 ? J Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:29:52 2018 Page 2 ID:aKIxc0y5XTquL3f17dtbD5yUmbs-U90izp6MffsXLzOt Dob2T?ZGS?06xTypc?Bzmy0J?D LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=94, 4-7=94, 14-20=20 Concentrated Loads (lb) Vert: 13=4067(B) 8=2194(B) 9=2199(B) 24=2196(13) 25=-2204(B) 26=2204(B) 27=2199(B) 28=-2199(B) 29=2194(13) 30=2194(B) 31=2198(B) 1 ®WARNING • Verl/y design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not r. 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, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 'Job Truss Truss Type I Qty, Ply J36845 Harry Blue Walker T15446436 J36845 B07 Common 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MTek Industries, Inc. Tue Oct 30 06:29:53 2018 Page 1 ID:2AvIdek5WyP 16S9nhl0oayQ7dk-yMy4A97_Qy_Oy7b3XwJgbgYkOsPMrXt52GkIVDyOJ7C 2 &-0 6-" 12-7-0 15-1-0 2 6-0 6-3-8 6-3-8 2-" 4x4 = 3x10 I 3x10 II LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.63 BC 0.35 WB 0.10 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=958/0-8-0, 4=95810-8-0 Max Horz 2=208(LC 7) Max Uplift 2=562(LC 8), 4=-562(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-829/297, 3-4=829/297 , BOT CHORD 2-6=0/667, 4-6=0/667 WEBS 3-6=0/252 Scale = 1:29.4 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.05 6-9 >999 240 MT20 244/190 Vert(CT) -0.07 6-9 >999 180 r Horz(CT) 0.01 2 n/a n/a Weight: 57 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf;' BCDL=3.Opsf; h=25ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 Tall areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=562, 4=562. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USk Inc: FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 -Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with Mrrek® 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 M iTek' 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 oftrusses and truss systems, see ANS9TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda,IVA 22314. Tampa, FL 36610 Truss Truss Type Qty Ply J36845 Harry Blue Walker FJ36845 T15446437 B08GE Common Supported Gable 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:29:54 2018 Page 1 ID:2Avidek5WyP 16S9rrhlOoayQ7dk-RYWSOV8cBG6FaGAG5eg37u5u_Gpha7pFHwUl2fyOJ7B -2-6-0 6-M 12-7-0 15-1-0 2� 0 6-M 6-3-8 2�-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.64, TCDL 17.0 Lumber DOL 1.33 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 BCDL 10.0 Code FBC2017lrP12014 Matrix-S Scale = 1:30.0 J 4x4 = DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.07 11 n/r 120 MT20 244/190 Vert(CT) -0.12 11 n/r 120 Horz(CT) 0.00 10 n/a n/a Weight: 67 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-7-0. (lb) - Max Horz 2=193(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 16, 12 except 2=-466(LC 8). 10=-466(LC 8), 15=-174(LC 8), 13=-174(LC 8) Max Grav All reactions 250lb or less atjoint(s) 14, 16, 12 except 2=510(LC 1), 10=511(LC 1), 15=279(LC 13), 13=278(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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=5.Opsf;.BCDL=3.Opsf; h=25ft; B=62ft; L=43ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 12 except 0=1b), 2=466, 10=466, 15=174, 13=174. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 10. I� a Joaquin Velez PE No.68182 , MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 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 parametersand property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord memtiers 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, see ANSIRPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446438 J36845 C01 GABLE 1 1 � Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oci o 2016 wu i ex inausrnes, mu. rue Oa 30 voze:oo cu io rage i ID:aKlxcOy5XTquL3f17dtb D5yU mbs-vk4gbg9Eya E6CQISfLLi g5d BRgAGJRyOVaDra5yOJ?A r1-0-0 11-2-0 22-4-0 1-0-0 11-2-0 11-2-0 4x4 = Scale = 1:53.1 1x4 II 1x4 II 10 11 12 1x4 II 1x4 II 1x4 II 9 13 1x4 II 1x4 II 8 14 1x4 II 1x4 II 7 15 1x4 II 6.00 12 1x4 II 6 16 1x4 II 3.6 II 04 5 1718 3x6 II sxs II 19 sxs II 3 2 20 21 �t - I 39 38 37 36 35 34 33 32 31 3029 28 27 26 25 24 23 22 2x4 II 3x4 = 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 3x4 = 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 3x4 = 2x4 II 1x4 II 1x4 II 22-4-0 224-0 Plate Offsets (X Y)— 12:0-1-12,044113:0-5-2,0-1-01,119:0-5-2.0-1-01 120:0-1-12,0-4-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 21 n/r 120 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.06 Vert(CT) -0.01 21 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 22 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 176 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-38,20-23: 2x4 SP No.3 6-0-0 oc bracing: 38-39,22-23. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-4-0. (lb) - Max Horz 39=-366(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 22, 32, 33, 34, 35, 36, 37, 29, 28, 27, 26, 25, 24 except 39=-140(LC 4), 38=193(1_C 5), 23=155(LC 8) Max Grav All reactions 250 lb or less at joint(s) 31, 32, 33, 34, 35, 36, 37, 29, 28, 27, 26, 25, 24, 23 except 39=346(LC 14), 22=257(LC 1), 38=286(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb),or less except when shown. TOP CHORD 2-39=326/142, 10-11=93/278, 11-12=78/278 BOT CHORD 38-39=329/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as'per ANSI/TPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' 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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 22, 32, 33, 34, 35, 36, 37, 29, 28, 27, 26, 25, 24 except (jt=lb) 39=140, 38=193, 23=155. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL,33610 Date: October 30,2018 ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE 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 verfy the applicability of design parametersl,and property incorporate this design Into the overall building design. Bracing indicated is to prevent budding 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, see ANSVTPl1 Quality Crnerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446439 J36845 CO2 COMMON 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:29:56 2018 Page 1 I D:a KlxcOy5XTquL3fl 7dtb D5yUmbs-NxeDoA9sjtMypaKeD3sXCJA143P U2mgXkEzP6YyOJ79 r1-0-0, 5-8-12 11-2-0 16-7-4 22-4-0 ,23-0-0, 1-0-0 5-8-12 55 4 55.4 5-8-12 1-0-0 Scale=1:45.6 4x4 = 1_n 15x5 = 3x4 = 3x4 = 3x4 = 5x58= 75$ 14-9-8 22-4-0 7-6-8 7-3-0 7-M Plate Offsets (X,Y)— f8:0-2-4.0-3-01, f12:0-2-4.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.411 Vert(LL) 0.16 8-9 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.51 Vert(CT) -0.19 9-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -AS Weight: 134 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-12, 5-8 2-12,6-8: 2x6 SP No.2 REACTIONS. (lb/size) 12=1369/0-8-0, 8=1369/0-8-0 Max Horz 12=394(LC 7) Max Uplift 12=1163(LC 8). 8=1163(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 315/408, 3-4=1436/1372, 4-5=1436/1372, 5-6=315/408, 2-12=468/444, 6-8=468/444 BOT CHORD 11-12=884/1266, 9-11=575/1001, 8-9=884/1266 WEBS 4-9=-519/443, 5-9=-355/172, 4-11=519/443, 3-11=355/172, 3-12=1365/951, 5-8=1365/951 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 Qt=lb) 12=1163, 8=1163. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 iviiTek' 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, see ANSI TPIII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandda, VA 22314. Tampa, FL 36610 •Job Truss Truss Type City Ply J36845 Harry Blue Walker T15446440 J36845 CO3 COMMON 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.[[V s vc[ Ulu 10 rvr11 art Ilmusu ies, uru. i un Uuu au uu.—u r cu r o I D:a Klxc0y5XTquL3f17dtbD5yUmbs-r7CbO WAU UB UpRkvrmmOml Wj RNTkh nB khzuiye. 1-0-0 541-12 11-2-0 16-7-4 21-1-0 23 4 0 1-0-0 M-12 5 5 4 M-4 4-5-12 2-3-0 Scale=1:45.6 4x4 = 14 3x4 = 3x4 = 3x4 = 5x5 = Sx5 = 3x6 I I -6-8 i 1 9-8 0 8-0 0 7.6-8 7-3-05-1 0 0.8 0-5- Plate Offsets tX Y1— I10:0-2-4 0-2-121 114:0-2-4 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.15 11-13 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.51 Vert(CT) -0.18 11-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -AS Weight: 135 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-14 2-14,6-10: 2x6 SP No.2 REACTIONS. (lb/size) 14=1249/0-8-0, 10=1464/0-8-0 Max Harz 14=421(LC 7) Max Uplift 14=1066(LC 8), 10=-1224(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=306/399, 34=1245/1218, 4-5=1038/1040, 2-14=-463/439, 7-9=285/414 BOT CHORD 13-14=762/1111, 11-13=-464/811, 10-11= 440/780 WEBS 3-13=-375/200, 4-13=-560/469, 4-11=-272/147, 3-14=1180/804, 5-1 0=-1 352/962 NOTES- 1) Unbalanced roof live loads have beeri considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 atjoint(s) except Gt=lb) 14=1066,10=1224. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 8904 Patka-East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111I1.7473 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 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, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T154461r11 J36845 D01G Hip Girder 1 n L Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:29:58 ZU18 Page 1 ID:aKlxcOy5XTquL3f17dtbD5yUmbs-JJmzDs96FUcg3uU1 KUV!IkFbQtzU WiMgCYSWBQyOJ?7 3-4-10 6-2-11 10-9-5 13-7 6 17-0.0 3 4 10 2-10-2 4-6-10 2-10-2 3.4-10 6.00 12 tx4 6x8 M18SHS = 6x8 M18SHS = 1x4 i 5 Scale=1:29.6 6 LA a a e 9 14 8 15 16 7 17 18 e s e c 6x10 M18SHS i 8x8 = HUS26 8x8 = HUS26 8x10 M18SHS = HUS26 6x10 M18SHS HGUS28-2 HUS26 HUS26 3-0-10 5-0-0 6-2-11 8.6-0 10-9-5 11-8-0 13-7-0 17-0-0 3�-10 1-11-6 0-10-11 2-35 235 0-10-11 1-11� 3-4-10 Plate Offsets (X.YI— 11:0-4-7.Edge1. f6:0-4-7,Edgel, f7:0-5-0 0-6-01 f8:0-4-0.D-5-121. 19:0-4-0,0-6-41 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 17.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 CSI. DEFL. in (loc) Udefl Ud TC 0.61 Vert(LL) 0.21 8-9 >991 240 BC 0.99 Vert(CT) -0.35 8-9 >588 180 WB 0.46 Horz(CT) 0.10 6 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP 2850F 1.8E TOP CHORD BOT CHORD 2x8 SP SS BOT CHORD WEBS 2x4 SP No.3 *Except* 3-9,4-7: 2x6 SP No.2 REACTIONS. (lb/size) 1=7797/0-8-0, 6=977810-8-0 Max Horz 1=147(LC 24) Max Uplift 1=3601(LC 8), 6=4326(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-17246/7996, 2-3=-17100/7950, 34=15056/6878, 4-5=17814/7961, 5-6=18095/8057 BOT CHORD 1-9=7062/15355, 8-9=6116/13560, 7-8=5964/13569, 6-7=7169/16225 WEBS 3-8=-1002/2566, 3-9=-2731/5540, 2-9=323/269, 4-8=-1235/2549, 4-7=-2622/6112, 5.7=471/285 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 219 lb FT = 0% Structural wood sheathing directly applied or 3-3-11 oc purlins. Rigid ceiling directly applied or 7-5-4 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' 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 Td between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (jt=lb) 1=3601, 6=4326. 11) Use Simpson Strong -Tie HGUS28-2 (36-10d Girder, 12-1 Od Truss) or equivalent at 5-5-11 from the left end to connect truss(es) to front face of bottom chord. 12) Use Simpson Strong -Tie HUS26 (14-1Od Girder, 6-1Od Truss, Single Ply Girder) or equivalent at 7-4-12 from the left end to connect truss(es) to front face of bottom chord. 13) Use Simpson Strong -Tie HUS26 (14-16d Girder, 4-16d Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-4-12 from the left end to 15-4-12 to connect truss(es) to front face of bottom chord. f Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 30,2018 VIAMISOM ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mi rek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not my�- 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, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J36845 Harry Blue Walker T15446441 J36845 D01G Hip Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=94, 3-4=-94, 4-6=94, 1-6=20 Concentrated Loads (lb) Vert: 9=-4634(F) 14=2196(F) 15=2204(F) 16=-2204(F) 17=2199(F) 18=2199(F) ts.zzu s uct 6 zuits MI I eK industries, Inc. I ue tim au uo:Zy:oo Gu to rage z ID:aKlxcOy5XTquL3fl7dtbD5yUmbs-JJmzDsB6FUcg3uU1 KUV?IkFbQtzUWiMgCYSWBQy0J77 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® 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 M iTek' is always required for stability and to prevent collapse with passible personal Injury and properly damage. For general guidance regarding the fabdcetion, storage, delivery, erection and bracing aftrusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria; VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446442 J36845 D02G HIP GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:30:00 2018 Page 1 ID:aKIxcOy5XTquL3f17dtbD5yUmbs-FitjeYCNn6s0IBdQRuxTN9LxJhkW fN7fsxcFJyOJ?5 -2-0-0 5-0-0 a-" 12-0-0 17-0-0 19-0-0 2-0-0 5-0-0 3.6-0 3-6-0 5-D-0 2- 4x8 = 17 18 1x4 II 19 20 4x8 = r 5-0-0 i a-rr0 12-0-0 17-0-0 5-D-0 It 3-" 5-0-D LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 17.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC20171TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1733/0-8-0, 6=1733/0-8-0 Max Horz 2=167(LC 23) Max Uplift 2=987(LC 8), 6=-987(LC 8) Max Grav 2=1809(LC 29), 6=1809(LC 30) CSI. DEFL. in (loc) Udefl Ud TC 0.53 Vert(LL) 0.11 9 >999 240 BC 0.63 Vert(CT) -0.17 9 >999 180 WB 0.24 Horz(CT) 0.06 6 n/a n/a Matrix -MS FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2977/1393, 3-4=-3072/1563, 4-5= 3072/1563, 5-6=-2977/1393 BOT CHORD 2-1 0=1 098/2674, 9-1 0=1 108/2704, 8-9=1093/2628, 6.8=-1084/2599 WEBS 3-10=1681524, 3-9=373/669, 4-9=573/385, 5-9=-373/669, 5-8= 168/525 Scale=1:34.6 PLATES GRIP MT20 244/190 Weight: 81 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-7-13 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=5.Opsf; 'BCDL=3.Opsf; h=25ft; B=62ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) 2=987, 6=987. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 155 lb up at 5-0-0, 193 lb down and 145 lb up at 7-0-12, 193 lb down and 145 lb up at 8-6-0, and 193 lb down and 145 lb up at 9-11-4, and 189 lb down and 155 lb up at 12-0-0 on top chord, and 411 lb down and 208 lb up at 5-0-0, 56 lb down and 14 lb up at 7-0-12, 56 lb down and 14 lb up at 8-6-0, and 56 lb down and 14 lb up at 9-114, and 411 lb down and 208 lb up at 11-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-94, 3-5=-94, 5-7=-94, 11-14=20 Concentrated Loads (lb) Vert: 3=89(B) 5=89(8) 10=290(131) 9=-38(B) 4=89(B) 8=-290(B) 18=-89(B) 19=89(B) 21=38(B) 22=-36(B) Joaquin Velez PE No.68182 Mi rek USA, Inc. FL Ceft 6634 690417arke East Blvd. Tampa FL 33610 Date: Oct6ber 30,2018 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 10/07/2015 BEFORE USE. Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and is for an individual building component, not -- t 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. Addit onal 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, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446443 J36845 D03G Jack -Closed Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:30:00 2018 Page 1 ID:aKlxcOy5XTquL3fl7dtbD5yUmbs-FitjeYCNn6s01BdQRuxTN9LOdhkK XD7fsxcFJyOJ?5 3-4-0 5-4-0 3-4 0 2-0-0 2x4 11 4x4 = HUS26 5 Scale = 1:19.0 LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2017/rP12014 CSI. TC 0.25' BC 0.58 WB 0.761 Matrix -MP DEFL. in Vert(LL) -0.02 Vert(CT) -0.04 Horz(CT) 0.01 (loc) I/deft Lid 7-9 >999 240 7-9 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 30 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 7-7-7 oc bracing. 3-6: 2x4 SP No.2 REACTIONS. (lb/size) 1=1161/0-8-0, 6=1716/Mechanical Max Horz 1=172(LC 8) Max Uplift 1=515(LC 8), 6=-923(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1878/866 BOT CHORD 1-7=880/1658, 6-7=880/1658 WEBS 2-7=1.082/2128, 2-6=-2273/1207 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. ' 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 joints) except Qt=lb) 1=515, 6=923. 7) Use Simpson Strong -Tie U24 (4-10d Girder, 2-10dxl 1/2 Truss, Single Ply Girder) or equivalent at 1-5-1 from the left end to connect truss(es) to front face of bottom chord. 8) Use Simpson Strong -Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent at 3-4-12 from the left end to connect truss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=94, 3-4=-34, 1-5=20 Concentrated Loads (lb) Vert: 7=-2040(F) 10=245(F) Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 10/03/7015 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, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J36845 Harry Blue Walker T15446444 J36845 D04G Jack -Closed Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:30:01 2018 Page 1 I D:aKlxcOy5XTqu L3fl7dtbD5yUmbs-ju R6su D?YP—FwLCc?cSivMtB9474j?oHu WgAnIyOJ?4 2-8-8 4-10-0 24" 2-1-8 2x4 II Scale=1:17.9 HUS26 5 4x4 = 2-8-8 4-10-0 2-8-8 2-1.8 Plate Offsets (X.Y)— 16:0-3-0.0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.20' Vert(LL) -0.01 7 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.42 Vert(CT) -0.02 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 28 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP ND.3 *Except* BOT CHORD 3-6: 2x4 SP No.2 REACTIONS. (lb/size) 1=1220/0-8-0, 6=1600/Mechanical Max Horz 1=155(LC 21) Max Uplift 1=542(LC 8). 6=-871(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1660/760 BOT CHORD 1-7=777/1436, 6-7=777/1436 WEBS 2-6=1985/1074,2-7=-974/1890 Structural wood sheathing directly applied or 4-5-11 oc purlins, except end verticals. Rigid ceiling directly applied or B-2-15 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) 1=542,6=871. 7) Use Simpson Strong -Tie U24 (4-1Od Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 0-11-1 from the left end to connect truss(es) to back face of bottom chord. 8) Use Simpson Strong -Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent at 2-10-12 from the left end to connect truss(es) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=94, 3.4= 34, 5-8=20 Concentrated Loads (lb) Vert: 7=2040(B) 11=246(B) Joaquin Velez PE No.68182 Mii ek USA, inc: FL Cert6634 - 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®wARNim - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 t building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord memliers only. Additional temporary and permanent bracing 1►A ITeI�' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MV 1 Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446445 J36845 MV2 Valley 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:30:02 2018 Page 1 ID:aKIxcOyWqu L3fl7dtbD5yUmbs-C4?U3EEd Ij66XVnoZJzxS aQOxUZNScbQ6AQj KByOJ?3 2-0-0 2-0-0 Scale = 1:7.8 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.07 TCDL 17.0 Lumber DOL 1.33 BC 0.03 BCLL , 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017rrPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=79/2-0-0, 2=65/2-0-0. 3=14/2-0-0 Max Horz 1=45(LC B) Max Uplift 1=23(1_10 8), 2=49(LC 8) Max Grav 1=79,(LC 1), 2=70(LC 13), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 2 'n/a n/a Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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=5.Opsf; BCDL=3.Opsf; h=21fl; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Joaquin Velez PE No.68182 Miiek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1.7473 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 I always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446446 J36845 MV4 Valley 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 N N 3x8 II 4.0-0 8.220 s Oct 6 2018 MiTek Industries, Inc. I ue Uct 3U Ut5:3U:U3 LU1 is l•age i ID:aKlxcOy5XTquL3fl7dtbD5yUmbs-gHZsHaFF31 Ez9fM_71 VA7nzXaul5B3rZLg9GseyOJ72 2x4 II Scale=1:12.8 Plate Offsets (X Y)— 12:0-0-0 0-4-111 12:0-3-8 Edcel I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.201 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.13 , Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00' Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 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. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) l=20/4-0-0, 4=124/4-0-0, 2=298/4-0-0 Max Horz 1=115(LC 8) Max Uplift 1=30(LC 13), 4=-76(LC 8), 2=152(LC 8) Max Grav 1=55(LC 8). 4=135(LC 13), 2=309(LC 13) 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=5.Opsf;IBCDL=3.0psf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 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. i 6) Bearing at joints) 1, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 2=152. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ,Joaquin Velez FE No.68162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 verity the applicability of design parametersiand properly Incorporate this design Into the overall pp��• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI iTek• 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, see ANSIITPII Quality Criteria, DSB�9 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply J36845 Harry Blue Walker T15446447 J36845 MV6 Valley 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 0 6 A 8.2ZO s Uct 6 ZU1 a MIl ek Industries, Inc. I ue Uct 3U u6:3u:u3 2u16 Page 1 ID:aVJxcOy5XTquL3fl7dtbD5yUmbs-gHZsHaFF31 Fz9fM_71 VA?nzWYuuGB2mZLg9GseyOJ72 6-0-0 6-D-0 2x4 II 3 5 4 2x4 1 1x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.271 Vert(LL) n/a n/a 999 TCDL 17.0 Lumber DOL 1.33 BC 0.12, Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - Scale = 1:18.8 PLATES GRIP MT20 244/190 Weioht: 23 lb FT = 0% 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=94/6-0-0, 4=128/6-D-0, 5=375/6-0-0 Max Horz 1=170(LC 8) Max Uplift 4=73(LC 8), 5=214(LC 8) Max Grav 1=94(LC 1). 4=137(LC 13), 5=400(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=334/234 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf;,BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip'DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 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) 4 except (jt=lb) 5=214. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904,Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING • VerNy des/gn parametea and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. 10/07/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web end/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, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36B45 Harry Blue Walker T15446449 J36845 MV8 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 0.4zu 5 VGt 0 4u 10 Iva 1 eR I11UU511lub, IIIU. 1 UV Ucl Jv vu.JU.U4 4u 10 r0y. 1 ID:aKlxcOy5XTquL3fl7dtbD5yUmbs-8T7EUvFtgKMgnpxBgkOPX?VeilCswVbjaUvgO4yOJ?1 8-0-0 , 8,0-0 2x4 II 3 5 4 2x4 ! 1x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) n/a n/a 999 TCDL 17.0 Lumber DOL 1.33 BC 0.22 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=137/8-0-0, 4=171/8-0-0, 5=517/8-0-0 Max Horz 1=235(LC 8) Max Uplift 4=98(1_C 8), 5=296(LC 8) Max Grav 1=137(LC 1), 4=182(LC 13), 5=552(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=461/323 Scale=1:23.3 PLATES GRIP MT20 244/190 Weight: 31 lb FT = O% Structural wood sheathing directly applied or 6-0-0 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. Il; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 4 except at=lb) 5=296. Joaquin Velez PE No.68182 MiTek USA, Inc: FL Cart 6634 6904Parke Ea9t Blvd. Tampa FL 33610 Date: October 30,2018 ®wARMNG - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE MI1.7473 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 fViiTek- 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, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Truss Truss Type CityPly J36845 Harry Blue Walker - T15446449 P�7: MV8A Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 ts.zzu s act o zui u mt i ex ineustnes, inc. i ue uut ou uo:au:uy zu io rage i uL3fl7dtbD5vUmbs-8T7EUvFlgKMgnpxBgkOPX7VcRl BzwVejaUvg04y0J71 1-7-8 3x4 = 2x4 11 3 4 6 5 2x4 lx4 11 2x4 11 Scale=1:20.7 8-0-0 8-0-0 Plate Offsets (X Y)— 13.0-2-0 0-2-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.28 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 31 lb FT = O% 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=209/8-0-0, 5=72/8-0-0, 6=544/6-0-0 Max Horz 1=188(LC 8) Max Uplift 1=26(1_C 8). 5=-45(LC 4), 6=-304(LC B) ; Max Grav 1=209(LC 1), 5=99(LC 18), 6=573(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=-457/315 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 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) 1, 5 except (jt=lb) 6=304. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33510 Data: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use ontywdh Mrrek® 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 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 WOW 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 oftrusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 366110 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446450 J36845 PB1 Piggyback 9 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:30:05 2018 Page 1 ID:aVdxcOy5XTquL3f17dtbD5yUmbs-cfhchFGVbeUhPzWNESXe4C2v1 iYOfzLsp7eNWVWOJ?O i 2-11-5 5-10-10 2-11-5 2-11-5 Scale = 1:11.4 3x4 = 3 2x4 = 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.20 Vert(CT) 0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 , Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 15 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or &10-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=280/4-0-0, 4=280/4-0-0 Max Horz 2=60(LC 6) Max Uplift 2=155(LC 8), 4=155(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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=5.Opsf; BCDL=3.0psf; h=25ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 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 rd 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 at=lb) 2=155, 4=155. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consuft qualified building designer. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verity design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with.MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not my 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 ivi iTek' 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446451 J36845 PB2 Piggyback 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:30:06 2018 Page 1 ID:aKIxcOy5XTquL3fl7dtbD5yUmbs-4sF?vbH8MycYO65Zo92lcQa4Y5uROQb01 nOxTzyOJ?? 1-9-10 4-1-0 _ 5-10-10 1-9-10 2-3-6 1-9-10 R on I,o 2x4 = 3x4 = 3x4 = 2x4 = Scale=1:11.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.15 Vert(CT) 0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=28014-0-0, 5=28014-0-0 Max Horz 2=34(LC 6) Max Uplift 2=148(LC 8), 5=-148(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=341/153, 34=285/140, 4-5=-341/153. BOT CHORD 2-5=102/285 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 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 (jt=lb) 2=148,5=148. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904:Parkel6st Blvd. Tampa FL.33610 Date: October 30,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/09/2015 BEFORE USE. -- Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity 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 iviiTek' Isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSUVII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446452 J36845 ZCJ1 Jack -Open 12 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:30:06 2018 Page 1 ID:aKIxcOy5XTquL3fl7dtbD5yUmbs-4sF7vbHBMycYO65Zo92tcQax75ueOQb01 nOxTzy0JT7 -2-0-0 0-114 2-M 0-114 Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.70 TCDL 17.0 Lumber DOL 1.33 BC 0.14 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20171TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=61/Mechanical, 2=464/0-8-0, 4=103/Mechanical Max Horz 2=133(LC 8) Max Uplift 3=61(1_C 1), 2=457(LC 8), 4=103(LC 1) Max Grav 3=88(LC 8), 2=464(LC 1), 4=139(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) 0.00 5 >999 240 MT20 244/190 Vert(CT) 0.00 5 >999 180 Horz(CT) 0.00 4 n/a n/a Weight: 6 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional); LumberiDOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about' its center. 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) 3 except (jt=lb) 2=457, 4=103. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7472 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® 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, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J36845 Harry Blue Walker T15446453 J36845 ZCJ3 Jack -Open 10 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MTek Industries, Inc. Tue Oct 30 06:30:07 2018 Page 1 ID:aKlxcOy5XTquL3fl 7dtbD5yUmbs-Y2oN6xim7FkPeGgm MsZ69d 76tVEa7tr9GR7 U7PyOJ7 -2-M 2-11-4 2-M 2-11-4 Scale = 1:14.4- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.16 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 13 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=8 1 /Mechanical, 2=42810-8-0, 4=13/Mechanical Max Horz 2=196(LC 8) Max Uplift 3=-44(LC 5), 2=314(1_C 8) Max Grav 3=91(LC 13), 2=428(LC 1), 4=44(LC 3) 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) 3 except 0=1b) 2=314. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MtTek® 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 M iTek' 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, see ANSPII Quality Criteria, DSB-89 and BCSI Building Component IT 6904 Parke East Blvd. Street, Suite 312, Alexandria, VA 22314. Safety Information available from Truss Plate Institute, 218 N. Lee St Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446454 J36845 ZCJ3B Jack -Open 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2x4 = 2-11-4 ti.zzu s Uct tizUlti Mt I eK Inaustnes, mC. I ue UCI 3U uu:3U:U6 zU16 Page 1 ID:aKIxcOy5XTquL3f17dtbD5yUmbs-OEMIKHJOuZtGGQFyva4LirgOuvZpsK41V5tl Wry04_z LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.01 3.6 >999 240 TCDL 17.0 Lumber DOL 1.33 BC 0.22 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=164/0-8-0, 2=1 1 3/Mechanical, 3=51/Mechanical Scale: 1"=1' PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 1=97(LC 8) Max Uplift 1=48(1_C 8), 2=84(1_10 8), 3=-15(LC 8) Max Grav 1=164(LC 1), 2=121(LC 13), 3=57(LC 3) 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=5.Opsf; BCDL=3.Opsf; h=25ft; B=62ft; L=43ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 rd 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) 1, 2, 3. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,201 S WARNING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7477 rev. 10/03/201 b 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 M iTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricat on, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component formation nformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. in 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446455 J36845 ZCJ5 Jack -Open 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:30:08 2018 Page 1 ID:aKlxcOy5XTquL3fl7dtbD5yUmbs-OEMIKHJOuZ1GGQFyva4LirgH3WVBsK41V5tl Wry0J_z 2M 4-11-4 TM 4-11-4 Scale = 1:19.3 I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.39 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -AS Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=180/Mechanical, 2=513/0-8-0, 4=57/Mechanical Max Horz 2=261(LC 8) Max Uplift 3=119(LC 8), 2=-312(LC 8) Max Grav 3=197(LC 13), 2=513(LC 1), 4=87(LC 3) 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpj=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 at=lb) 3=119, 2=312. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111II.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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J36845 Harry Blue Walker T15446456 J36845 ZCJ5A Roof Special 2 1 Job Reference o floral East Coast Truss, FL Pierce, FL 34945 o.z4u s uci o Nl o ivu i e6 rrvubures, rn0. rue ucr av vo:Ju:vv Gu ro rays r ID:a KfxoOy5XTquL3fl7dtbD5yU mbs-URw7XdJOft76tap8THbaE2CYzJw3bmM Sjlcb3HyOJy 1-4-5 3-6-15 3 5 4 3x4 = Scale = 1:16.9 6 4x4 = 2x4 II 1-45 4-11� 3-6-15 LOADING (psi] SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.16 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 4 n/a n/a _ BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 26 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=265/Mechanical, 4=265/Mechanical Max Horz 6=115(LC 8) Max Uplift 6=80(LC 8). 4=158(LC 8) Max Grav 6=265(LC 1), 4=279(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=258/68, 1-2=292/48 BOT CHORD 4-5=176/330 WEBS 1-5=58/355, 2-4=338/180 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; B=62ft; L=43111; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gHp DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 atjoint(s) 6 except (jt=lb) 4=158. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE 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 desigp 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 iwiTek' 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 oftrusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446457 J36845 ZEJ1 Jack -Open 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 t7.zzu s Vct 6 zultj MI I eK industries, Inc. I ue act su uts:su:ua zui 6 Page i I D:aKlxcOy5XTqu L3f17dtbD5yUmbs-U Rw7XdJOft?6tap8THbaE2CP QJuH bnfSjlcb3HyOJy -2-84) i5S 2-8-0 15-5 Scale = 1:19.0 3 5 4 3x6 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.15 1 n/r 120 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.27 Vert(CT) -0.12 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. (lb/size) 5=753/1-5-5, 4=-363/1-5-5 Max Horz 5=179(LC 8) Max Uplift 5=382(LC 8), 4=-363(LC 1) Max Grav 5=753(LC 1), 4=69(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=656/458 WEBS 34=140/285 Structural wood sheathing directly applied or 1-5-5 oc purlins, 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=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom 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 Jolnt(s) except (jt=lb) 5=382,4=363. Joaquin Velez PE No.68182 MiTek USA, Inc. -FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/031201S 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, see ANSlfrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 11 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446458 J36845 ZEJ4 Jack -Open 7 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:30:10 2018 Page 1 I D:aKlxcOy5XTquL3f17dtb D5yU mbs-zdUVIzKeQA7zVkOL177pnGleljDcKEabyPMBbkyOJ_x -2-6-0 4-10-0 2.6-0 4-10-0 4-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.02 4-7 >999 240 TCDL 17.0 Lumber DOL 1.33 BC 0.33 Vert(CT) -0.04 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=163/Mechanical, 2=578/0-8-0, 4=44/Mechanical Max Horz 2=282(LC 8) Max Uplift 3=108(LC 8), 2= 369(LC 8) Max Grav 3=182(LC 13), 2=578(LC 1), 4=80(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:20.3 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) 3=108, 2=369. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE 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 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446459 J36845 ZEJ5 Jack -Open 23 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MTek Industries, Inc. Tue Oct 30 06:30:11 2018 Page 1 ID:aKIxcOy5XTq uL3fl7dtbD5yUmbs-Rp2uyJLGBUFg7uzXbie2JTlol6Yi3hgIB35i7AyOJ_w -2-0-0 5-0-0 i 2-0 0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.67 TCDL 17.0 Lumber DOL 1.33 BC 0.40 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=183/Mechanical, 2=516/0-8-0, 4=58/Mechanical Max Horz 2=263(LC 8) Max Uplift 3=122(LC 8), 2=-313(LC 8) Max Grav 3=200(LC 13), 2=516(LC 1), 4=88(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:19.5 DEFL. in (loc) Well L/d PLATES GRIP Vert(LL) 0.03 4-7 >999 240 MT20 244/190 Vert(CT) -0.06 4-7 >999 180 Horz(CT) 0.00 3 n/a n/a Weight: 19 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. ' 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 Qt=lb) 3=122,2=313. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.e8182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 30,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not Sat 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 iviiTek' 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, see ANSIITP11 quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446460 J36845 ZEJ6 Jack -Open 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:30:11 2018 Page 1 ID:aKlxc0y5XTquL3f17dtbD5yUmbs-Rp2uyJLGBUFg7uzXbie2JTlon6Xd3hgIB35i7AyOJ w 2 0-0 5-4-0 2-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.70 TCDL 17.0 Lumber DOL 1.33 BC 0.47 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=199/Mechanical, 2=533/0-8-0, 4=64/Mechanical Max Horz 2=274(LC 8) Max Uplift 3=133(LC 8), 2=-315(LC 8), 4=1(LC 5) Max Grav 3=217(LC 13), 2=533(LC 1), 4=95(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:20.3 W N DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) 0.04 4-7 >999 240 MT20 244/190 Vert(CT) -0.08 4-7 >826 180 Horz(CT) 0.00 3 n/a n/a Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vas&M.mph; TCDL=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II: Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) 4 except (jt=lb) 3=133, 2=315. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 8634 6904.Parke•East Blvd. Tampa FL 33610 Date: October 30,2018 it ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 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 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 oftrusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City J36845 Harry Blue Walker �Ply T15446461 J36845 ZEJ6A Jack -Open 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2x4 = 5-4-0 0 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:30:12 2018 Page 1 I D:aKlxcOy5XTqu L3fl7dtbD5yUmbs-vOcG9tMuyoNhkl Yj8 Q9H shgwGWpvo84uQjrffcy0J_v Scale=1:19.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.85 Ve t(LL) 0.08 3-6 >842 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.66 Vert(CT) -0.11 3-6 >551 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=300/0-8-0, 2=218/Mechanical, 3=82/Mechanical Max Horz 1=171(LC 8) Max Uplift 1=85(LC 8), 2=157(LC 8), 3=16(1_C 8) Max Grav 1=300(LC 1), 2=236(LC 13). 3=102(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) 1, 3 except at=lb) 2=157. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111II-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 r building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and pennainent 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, see ANSIfTPN Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lea Street, Suite 312, Alexandria, VA 22314. Tampa, F.L 36610 Job Truss Truss Type Qty Ply. J36845 Harry Blue Walker T15446462" J36845 ZEJ7 Jack -Open 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:30:13 2018 Page 1 I D:aiUxcOy5XTquL3fl7dtbD5yUmbs-NCAeN_MXj5VYMB7vi7g WPuN6gw6mXbK2eNaoC3yOJ_u -2-0-0 7-0-0 , 2-0-0 7-0-0 Scale:12"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.11 4-7 >731 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.88 Vert(CT) -0.25 4-7 >339 180 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 -AS Weight: 26 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=278/Mechanical, 2=618/0-8-0, 4=88/Mechanical Max Horz 2=328(LC 8) Max Uplift 3=192(1_C 8), 2=-331(LC 8), 4=-1(LC 5) Max Grav 3=302(LC 13), 2=618(LC 1), 4=126(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) 4 except (jt=lb) 3=192, 2=331. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6994 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek9 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 tniss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSILTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ` Truss Truss Type Qty Ply J36845 Harry Blue Walker T15446463 J36845 ZHJ5 Diagonal Hip Girder 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Tue Oct 30 06:30:14 2018 Page 1 ID:aKlxcOy5XTquL3f17dtbD5yUmbs-rOkOaKN9UPdP_Li6GrBlx6wFHKUWGOeSt1 KMkVyOJ_t -2-9-15 3.8-10 7-0-2 2-9-15 3-8-10 3-3-8 Scale=1:20.3 2x4 II 4 LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2017/rP12014 CSI. TC 0.94 BC 0.72 WB 0.19 Matrix -MP DEFL. in Vert(LL) -0.08 Vert(CT) -0.08 Horz(CT) 0.01 (loc) I/deft L/d 8-11 >956 240 8-11 >999 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 35 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-9 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=503/0-10-15, 7=28 1 /Mechanical Max Horz 2=261(LC 8) Max Uplift 2=564(LC 8), 7=-173(LC 8) Max Grav 2=812(LC 28), 7=415(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=957/165 BOT CHORD 2-8=221/742, 7-8=221/742 WEBS 3-8=154/320, 3-7=813/243 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) 2=564, 7=173. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 lb down and 194 lb up at 1-4-15, 176 lb down and 194 lb up at 1-4-15, and 140 lb down and 70 lb up at 4-2-15, and 140 lb down and 70 lb up at 4-2-15 on top chord, and 136 lb down and 132 lb up at 1-4-15, 136 lb down and 132 Ill up at 1-4-15, and 45 Ill down and 5 lb up at 4-2-15, and 45 lb down and 5 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4-94, 4-5=-34, 6-9-20 Concentrated Loads (lb) Vert: 12=137(F=68, B=68) 14=123(F=62, B=62) 15=10(F=5, B=5) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke1ast Blvd. Tampa FL 33610 Date: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7479 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 " HT BE 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 iVliTek' Isalways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 Jab Truss Truss Type City Ply J36845 Harry Blue Walker T15446464 J36845 ZHJ7 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 5 2018 MI I eK Industries, Inc. I ue Oct au 06:30:15 2078 rage 1 ID:aKlxcOy5XTqu L3f 17dtbD5yU mbs-laH Dog OnFjlGbVHIgYi_U J SXEkw4?N mK6h3vGxy0J_s -2-9-15 5-1-9 9-10-1 2-9-15 5-1-9 441-8 Scale = 1:25.5 2x4 II 4 5 5-1-9 4-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.14 8-11 >843 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.37 Vert(CT) -0.13 8-11 >897 180 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 48 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 2850F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 285OF 1.6E except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=726/0-10-15, 7=720/Mechanical Max Horz 2=326(LC 8) Max Uplift 2=685(LC 8), 7=-437(LC 8) Max Grav 2=1056(LC 28), 7=791(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1309/493 BOT CHORD 2-8=580/1134, 7-8=-580/1134 WEBS 3-8=-149/437, 3-7=1179/602 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf;:BCDL=3.Opsf; h=21ft; B=62ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) 2=685, 7=437. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 lb down and 194 lb up at 1-4-15, 176 Ib down and 194 lb up at 1-4-15, 156 lb down and 114 lb up at 4-2-15, and 140 lb down and 70 lb up at 4-2-15, and 207 lb down and 156 lb up at 7-0-14 on top chord, and 136 lb down and 132 lb up at 1-4-15, 136 lb down and 132 lb up at 1-4-15, 34 lb down and 25 Ib up at 4-2-15, 45 Ito down and 5 lb up at 4-2-15, and 237 lb down and 187 lb up at 7-0-14, and 53 Ito down and 14 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as fronti(F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=94, 4-5=34, 6-9=20 Concentrated Loads (lb) Joaquin Velez PE No.68182 Vert: 12=137(F=68, B=68) 14=47(B) 15=123(F=62, B=62) 16=17(F=-22, B=5) 17=265(F=-237, B=28) MiTek USA, Inc. FL Cett 6634 6904 Parke°East Blvd. Tampa FL 33610 Data: October 30,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 t 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 ivi iTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 r Symbols..;,: PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O'�1fi 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 MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint numberwhere 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 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS ❑ Ct-2 C2-3 4 WEBS O T U U haw U O ~ c7-e csa cm BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-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 1t' a ITe ks MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety dotes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, E.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specked. 13. Top chords must be sheathed or pudins 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.