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HomeMy WebLinkAboutTRUSSi Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. I MiTek® RE: J33917REP1-J339171A�t!WiOLCAB°E"ikbE F0'V 1j - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: AnneLebaerge Project Name: ModLot/Block: Subdivision:Address: Refuge Lanerrmitting City: Port St Lucie State:' FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: i License #: Address: City: State: General Truss Engineering Criteria & Design! Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All Heigh1l Wind Speed: 170 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 23 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 1 T15617420 1 A02 11/19/18 18 1 T15617437 PBD 11/19/18 12 T15617421 1 A03 1 11 /19/18 119 1 T15617438 1 V4 1 11 /19/18 1 13 T15617422 1 B01 GE 1 11 /19/18 1 20 1 T15617439 1 V8 1 11 /19/18 1 14 T15617423 1 B02 1 11 /19/18 1 21 1 T15617440 1 V12 1 11 /19/18 15 1 T156174241603 111 /19/18 122 1 T1 5617441 1 V16 1 11 /19/18 16 T15617425 1 CO 1 11/19/18 123 1 T15617442 1 V20 1 11/19/18 17 T15617426 1 CO2 1 11 /19/18 1- 1 1 1 FIL 1 I 1 1 8 1 T15617427 1 CO3G 1 11 /19/18 19 1 T15617428 1 C04G 1 11 /19/18 110 1 T15617429 1 C05 1 11 /19/18 11 I T156174301 DO G E 1 11 /19/18 112 17156174311 D02 1 11/19/18 1 113 1 T1 5617432 1 M5 111/19/18 114 1 T15617433 1 MV3 1 11 /19/18 115 1 T156174341 PBA 1 11 /19/18 116 1 T15617435 1 PBB 1 11 /19/18 117 1 T15617436 1 PBC 111 /19/18 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: Finn, Walter 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 basedi 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. �E COPY DEC p 3 2018 ♦♦��P�'� ER P, p/4 No 22839 .013 STATE OF •:� Z i �� •' �? •,��SS, 0 N A1111111 � Walter P. Finn PE No22839 MFTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2018 Finn, Walter 1 of 1 1 4 Job Truss Truss Type Oty Ply LABERGE T15617420 J33917REP1-J33917REP^A A02 ROOF SPECIAL 13 1 Job Reference o tional East Coasi Truss, Fi. Pierce, FL 34946 6.220 s vcr o cu io rvn i en uruasures, nrc. rwun rvuv is uu: io:ac cu io raye r ID:el ZK?Nn4BvrrKjw36zS_t2zCxUd-SFsvg7DRiSdxEd2JBXcxlwe_g3MZc3bAjJU4pgyHfoP 5-7-14 10-10-14 16-3-1 21-7-4 28-4-0 32-8-1 36-0-0 3 5 7-14 5 3 0 5-4-3 5-0 3 rr8-12 4 4-1 5-3 15 4 0 - 5x12 :zz 3.00 112 Scale = 1:90.1 8.00 12 2x4 I I 8 4x6 3x6 9 t0 2x4 3x6 i 11 7 12 13 6 a r� 3x6 14 5 5x8 M18SHS = 3x8 = 3x6 G 15 3x6 �i 18 3x4 q a g 3 17 4.71 12 4xa 4x6 2 3x4 18 1 3x4 19 3x10 ' TRUSS DESIGNED FOR MWFRS ONLY, PER BUILDING zo DESIGNER REQUEST. TYPICAL IN THIS JOB. 3x6 = 5x6 4 0 5 7-14 10.10 14 16-3-1 21-7-4 28 4 0 38-0-0 -4-0 4-3-14 5-3-0 5-4-3 5.4-3 6-8-12 9-8-0 Plate Offsets (X.Y1-11:0-3-9.0-1-81.18:0-10-3.0-2-81. 19:0-3-O,Edoe1, 114:0-2-12.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66 14-15 >653 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.75 14-15 >575 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.44 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 204 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 8-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt B-14 12-14: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 2-20: 2x6 SP No.2 REACTIONS. (lb/size) 20=1603/0-8=0, 12=1517/0-4-0 Max Horz 20=632(LC 8) Max Uplift 20= 875(LC 8), 12=983(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2640/1515, 35=-3342/1999, 5-7=3051/1906, 7-8=2392/1597, 8-10=-4340/2782, 10-11=-4331/2698, 11-12=-4771/2956 BOT CHORD 19-20=-465/347, 18-19=1870/2666, 17-18=2094/3216, 15-17=176212869, 14-15=1236/2205, 12-14=2772/4606 WEBS 5-17=339/324, 7-17=-144/325. 7-15=728/571, 8-15=-414/739, 8-14=1539/2635, 10-14=374/376, 11-14= 463/310, 2-20=1551/1008, 2-19=1360/2366, 3-19=727/527, 3-18=209/582 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Gt=lb) 20=875, 12=983. 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. Welter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904'Parke East Blvd. Tampa FL 33610 Date: November 19,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 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 HT 11* 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 IQty Ply �LABERGE T15617421 J33917REP1-J33917REP—A A03 ROOF SPECIAL 2 2 Job Reference (optional) East Coast I cuss, Ft. Pierce, FL 34946 o.cc. a — o cu ra rwr r an rrrwaurea, rno. rnuri No. ,..9.,— 2013 Faye ID:e1 ZK7Nn4BvrrKjw36zS_t2zCxUd-Pd_gEoEhE3tfTxBhJyePgLjlRs5R48uTAdzAujyHfoN 26-11-4 29-7-4 32-8-1 34-11-4 2-0-0 7-8-0 15.1S 21-7.4 243-0 5-7-48-0-0 3 11 3 7 38-0.0 2-0-0 7. GS15 2-8-0 -4-0 4-0 J-4 -0-0 �12 -4-0 3 12 -4.0 • 5x12 zz 3.00112 14-12 0-114 Scale=1:91.3 2x4 II 8.bo 12 2x4 II 2x4 II 6 3x6 - 2x4 II 2x4 II 2x4 I I 2x4 I I 78 2x4 II 2x4 = 5x5 /i 9 2x4 I I 3x6 II 10 11 a 5 3x6 ZX4 111$ 12 2x4 II 3x6 6x8 = 2x4 II 2x4 II 4x6 = / 3x6 / 13 2x4 II 2x4 II 2x4 II 4 1 3x4 % 3 14 4x8 15 3x6 2 3x4 1 16 4x4 17 4.71 12 3x6 = 5x6 2-0-0 33-74 -0-0 7-8-0 1515 21.71i 2e-0-0 3U-1'1-4 234 3 11 -0�0 SB-0 7S5 rrS15 M10 6-&12 2-7-0 �-0 3-0-12 08-0 Plate Offsets (KY)-- r1.0-3-9 0-1-81 f5:0-2-8 0-3-01 r6:0-10-4.0-2-81,f10:0-3-15 0-0-61 112:0-3-4.0-2-81.130:0-1-9.0-1-01 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.16 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0:61 Vert(CT) -0.43 12-38 >995 180 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(CT) 0.17 10 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -AS Weight: 466 Ib FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except' 10-12: 2x6 SP SS WEBS 2x4 SP No.3 *Except* 8-12,2-17: 2x6 SP No.2, 6-12: 2x8 SP No.2 REACTIONS. (lb/size) 17=960/0-8-0, 10=178010-4-0 Max Horz 17=316(LC 8) Max Uplift 17=-279(LC 8) 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 2-4=-1971/558, 4-5=2112/470, 5-6=1754/245, 6-8=3981/0, 8-9=-3971/0, 9-10=4601 /0 BOT CHORD 16-17=-258/198, 15-16=732/1892, 13-15=-502/1961, 12-13=121/1602, 10-12=0/4502 WEBS 5-13=373/366, 6-13=-253/293, 9-12=-698/0, 6-12=0/2850, 2-17=940/392, 4-16=308/137, 2-16=-449/1703 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 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; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 Qt=lb) 17=279. 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 WalterP. Finn PE No.22639 MiTek USA, Inc, FL Cert6634 6904 Parke East Blvd, Tampa FL 33610 Date: November 19,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 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 a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSUIP11 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 �LABERGE T15617421 J33917REPl-J33917REP—A A03 ROOF SPECIAL 2 I, Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 ti.zzu s uct tizui ti MI t eK inaustnes, Inc. Mon NOV to UU:tti:b4zui u rage z ID:e 1 ZK?Nn4Bvf iKjw36zS_t2zCxU d-Pd_gEoEh E3trrxBhJyePq L) IRs5R48uTAdzAujyHfoN LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-30, 6-11=30, 17-34=10, 12-17=10, 10-12=132(F=122) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 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 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 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 ANSIrrPN 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 Job Truss Truss Type Qty, Ply LA13ERGE T15617422 J33917REP1-J33917REP—A B01GE GABLE 1 1 Job Reference (optional) Last Coast I cuss, Ft. Nlerce, FL 34`)46 8.240 s uci o 4u 1 o 1vn i eK muusme5, arc, mun iuv i9 ux 1o.ao cu r o rduc r I D:e 1 ZKTNn4Bvf rKjw36zS_t2zCxUd-LO6QfU Gymh7 Nj FL4QNhtwmoi OgpGY_rmexSHycyHfa L 164-0 19-0-0 21-74 ;R7-5-2 13-a0 1 7-8- = 2'L 332-14 38-0-0 12 6-2-14 9- -" 4-0 1-0-0 -3-0 7-1-15 4-, 49J 1-10.11 2x4 11 Scale = 1:86.3 2x4 I I 2x4 11 US = 2x4 II ?x4 II 5x6 VVB = 2x4 11 2x4 II 8.00 12 2x4 II 2x4 II 5 8 57 9 2x4 II 5x6 6 = 6 2x4 �� 2x4 11 5 2x4 II 3x6 �� 2x4 II 3x6 -� 2x4 11 2x4 II 3 4 29 2 II 4x4 II 10 2x4 11 5 �� 3 3x6 i2 4 II 2x4 I 2x4 I I d I 3x4 ,1 1 2x4 11 • 28 27 26 25 58 24 23 21 20 19 18 17 16 15 14 13 12 11 3x6 —_ 4x4 3x6 3x4 = 3x8 = 22 2x4 11 2x4 11 2x4 11 2x4 11 59 3x6 11 2x4 11 2x4 I I 2x4 11 2x4 11 2x4 I I 3x6 I I 2x4 I I 2x4 11 14W -0-0 7S2 14SS 21-7-4 21- -8 3x6 269J 38-0-0 -0-0 5.9.2 7-0-0 7. _14 6 '11 9-2-13 0-0-0 Plate Offsets (X.Y)—f1:0-3-9.0-1-81.16:0-6-4.0-2-41,f7:0-3-O.Edael.17:0-0-0,0-1-121.I8:0-1-12.0-0-01.I9:0-3-12.0-2-01.I24:0-3-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.06 24-25 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.14 25-27 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.02 11 n/a We BCDL 10.0 Code FBC2014/rPI2007 Matrix -MS Weight: 399 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc purlins, 9-10: 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-9. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except* 8-1-10 oc bracing: 27-28 10-11,5-29,29-30: 2x6 SP No.2 8-7-5 oc bracing: 25-27. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 3-25, 6-30, 8-24, 9-18 JOINTS 1 Brace at Jt(s): 29, 30 REACTIONS. All bearings 16-4-0 except (jt=length) 28=0-8-0. (lb) - Max Horz 28=597(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 12 except 24=548(1_C 5), 18=208(LC 5), 28=701(LC 8), 11=-498(LC 8), 23=-104(LC 3) Max Grav All reactions 250 lb or less at joint(s) 21, 20, 19, 17, 16, 15, 14, 13, 12 except 24=1341(LC 13), 24=1099(LC 1), 18=447(LC 16), 28=944(LC 1), 11=504(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-933/668, 3-5=711/655, 5-6=-570/608, 6-8=338/571, 8-9=338/571, 9-10=-410/486, 10-11=-488/518 BOT CHORD 27-28=517/534, 25-27=466/953, 24-25=258/574 WEBS 3-25=-451/319, 25-29=95/488, 6-29=-119/523. 6-30=-772/194, 24-30=-864/270, 8-24=489/426, 9-18=-417/224, 2-27=-338/642, 2-28=-852/749 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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/fPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable studs spaced at 1-4-0 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, with BCDL = 10.Opsf. Walter P. Finn PE No.22839 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (it=lb) MiTek USA, Inc. FL Ged 8634 24=548, 18=208, 28=701, 11=498, 23=104. 6904 Parke East Blvd, Tampa FL 33610 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Date: November 19,2018 ®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 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. 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 oftrusses and truss systems, see ANS1ITPI1 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 Qty Ply LABERGE �TBr(ua T15617423 J33917REP1-J33917REP—A Piggyback Base 8 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Mon Nov 19 09:16:59 2018 Page 1 ID:e1 ZK?Nn4BvrrKjw36zS_t2zCxUd-IboZIWIg2cVyal4f6VEaXOQBxflPIF3CKvhxZwyHfol i 7-5-2 145-5 21-7-4 28-9-3 33.2-ib 3e-0-0 7-5-2 7-0-0 7-1-15 7-1-15 4-5-10 4-93 TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY 5x8 = Scale = 1:69.5 PURLINS AT 2-0-0 OC. MAX. 5x6 —_ TYPICAL. 5x6 = 18 17 1O 15 <o ,y 13 <o .411 <r co 10 3x6 _ 4x4 = 3x6 3x4 = 3x6 = 3x8 = 3x4 = 5x5 = 3x6 1I 4x6 1�0 14-0 75-2 145.5 , 21-7-0 , 2&9-3 i 38-0.0 1-" 59-2 7-04 7-1-15 04-0 7-1-15 9-2-13 Plate Offsets (X.YI— 11:0-3-9,0-1-81.f5:0-6-4.0-2-41.16:0-3-0,0-3-01.F7:0-6-4,0-2-41.f10:0-2-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.24 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.55 10-11 >787 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code FBC2014f rPI2007 Matrix -MS Weight: 254 lb FT = 0% 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 (4-1-7 max.): 5-7. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-5 oc bracing. WEBS 1 Row at midpt 3-15, 6-13, 7-11, 8-10 REACTIONS. (lb/size) 18=1584/0-8-0, 10=1445/0-4-0 Max Harz 18=598(LC 7) Max Uplift 18=934(1_C 8), 10=782(1_C 8) Max Grav 18=1651(LC 13), 10=1587(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1936/996, 3-5=1742/1028, 5-6=-1457/1050, 6-7=1457/1050, 7-8=1482/931, 9-10=252/233 BOT CHORD 17-18=512/518, 15-17=796/1846, 13-15=601/1558, 11-13=442/1208, 10-11=-378/961 WEBS 3-15=3661344, 5-15=111/454, 5-13=-160/375, 6-13=-497/438, 7-13=350/668, 8-11 =1 15/482, 2-17=-670/1441, 2-18=15701966, 8-10=15581727 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 100 lb uplift at joint(s) except Qt=lb) 18=934, 10=782. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert6834 6904 Parke East Blvd. Tampa FL 33610 Data: November 19,2018 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. t 01031201 S 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 very 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 cliord 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 ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N. Lee Street, Suae 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE T15617424 33917REP1-J33917REP—A 2 B03 Piggyback Base 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek industries, Inc. Mon Nov 19 09:17:01 2018 Page 1 ID:el ZK7Nn4BvfrKjw36zS_t2zCxUd-h_vJiBK4aDlfpOE2DwH2dpWZjhWyDG2VoDA2dpyHfoG 7-4-0 7- 2 14-5 5 21-4-11 28-4-0 7-4-0 0. -2 7" 6-11-5 6-11-5 48 = 5x5 = 3x8 = 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 3x4 = 3x8 = 3x6 II LOADING (psf) SPACING- '2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017fTP12014 i 14-M 21-0-11 28-40 CSI. DEFL. in (loc) Vdefl Ud TC 0.69 Vert(LL) -0.08 10-12 >999 240 BC 0.49 Vert(CT) -0.14 12-14 >999 180 WB 0.48 Horz(CT) -0.04 9 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 _ WEBS 2x4 SP No.3 *Except* BOT CHORD 8-9,2-15: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 9=1049/Mechanical, 15=1200/0-8-0 Max Horz 15=785(LC 7) Max Uplift 9=728(LC 5), 15=714(LC 8) Max Grav 9=1229(LC 13), 15=1222(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-1266/675, 4-6=1062/657, 6-7=690/581, 7-8=-690/581, 8-9=-1087f749 BOT CHORD 14-15=899/1054, 12-14=-922/1307, 10-12=699/965, 9-10=277/255 WEBS 4-12=-423/378, 6-12=-125/470, 6-10=-408/222, 7-10=-474/497, 8-10=696/1144, 3-14=121/333, 2-15=-228/251, 3-15=-1170/598 Scale = 1:59.8 PLATES GRIP MT20 244/190 Weight: 205 lb FT = 0% Structural wood sheathing directly applied or 4-1-4 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-8. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 8-9, 4-12, 6-10, 7-10, 8-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=2811; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 100 lb uplift at joint(s) except (jt=lb) 9=728,15=714. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 691114 Parke East Blvd. Tampa FL 33610 Date: November 19,2018 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11•7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MTek0 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 ss Truss Type Qty, Ply LABERGE T15617425 J33917REP1-J33917REP-A �Tcroui Attic 10 1 Job Reference o tionel East Coast Truss, Ft. Pierce, FL 34946 a.zzu s uct b zu1 u mt t ek ineusmes, Inc. mon Nov i a ua:1 r:uz zu1 is rage i ID:et ZK?Nn4BvfrKjw36zS_t2zCxUd-AAThwXKjLXtWRApEneoH902lw5g8yhfe0tvbAFyHfoF 1-0-12 4.8-8 -0-15 11-114 17-9-9 19-2-0 23-10.8 5-3� 1-4-12 4 8 B 1 4-7 5 105 5 105 1 4-7 4 8 8 4 12 4x8 = 1x4 II 4x8 = 3x8 II 7x6 = 6x8 = 6x8 = 7x6 __ 3x8 II t t10-4 i 14-2-0 8-8 19-2-0 23-10-8 1d-SR - 4-A-R LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.34 12-15 >827 240 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.54 12-15 >518 180 BCLL 0.0 ' Rep Stress Incr YES WB O.58 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -MS Attic -0.32 12-15 542 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x8 SP SS 'Except' 1-17,9-10: 20 SP No.3 WEBS 2x4 SP No.3 *Except` 2-16,8-11: 2x6 SP No.2 BOT CHORD WEBS JOINTS REACTIONS. (lb/size) 16=121110-7-4, 11=1211/0-7-4 Max Horz 16=652(LC 7) Max Uplift 16=-568(LC 8), 11= 489(1_C 8) Max Grav 16=1531(LC 17). 11=1531(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD_ 2-3=962/415, 3-4=890/551, 4-5=-1254/943, 5-6=-1254/943, 6-7=-890/553, 7-8=962/415, 16-17=-1889/556, 2-17=1807/496, 10-11=1889/471, 8-10=-1808/458 BOT CHORD 15-16=585/456, 12-15=286/898 WEBS 15-18=332/295, 3-18=-347/297, 12-19=-332/295, 7-19= 347/298, 2-15=289/1509, 8-12=289/1509, 4-21=499/704, 5-21=396/367, 6-21=-498/704 Scale: 3/16"=1' 9 0 PLATES GRIP MT20 244/190 Weight: 251 lb FT = 0% Structural wood sheathing directly applied or 5-8-3 oc purlins, except end verticals, and 2-0-0 oc purlins (4-10-5 max.): 4-6, 2-17, 8-10. Except: 5-4-0 oc bracing: 16-17, 10-11 Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 8-5-9 oc bracing: 12-15. 1 Row at midpt 15-18, 12-19 1 Brace at Jt(s): 20, 21, 22 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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). 18-20, 20-21, 21-22, 19-22 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-15 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=568,11=489. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 12) Attic room checked for U360 deflection. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 19,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors: This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 11II 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 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 Ts Truss Type City Ply LABERGE T15617426 133917REP1-J33917REP—A �CrOu2s Attic 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 fi.z2u s Uct 5 zutts mil etc moustnes, Inc. mon Nov 1 V U9:1 I:U4 zo1 a rage i ID:el ZK7Nn4BvrrKjw36zS_t2zCxUd-6ZbSLDMzt87EgTycu3glER73cuRRQbaxUBOiE8yHfoD �1 4 12 4 8 8 6-0-15 11-11 4 17-9-9 19-2-0, 23-6-12 , 25-3-4 , 1 14 2 4r $M 113-7 5-10 5 5-10-5 1-4-7 4-4-12 4x8 = 1x4 II 4x8 = 3x8 II 7x6 — 6x8 = 6x8 = 7x6 _ 3x8 II 4 8 8 19-2-0 _ 23 6-12 4-81 14-&8 4� 12 Plate Offsets (X Yl— (4:0-5-12 0-2-01. 16:0-5-12 0-2-01. 112:0-3-0 0-5-81. 115:0.3-0.0-5-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.38 12-15 >738 240 TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.60 12-15 >462 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -MS Attic -0.36 12-15 488 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x8 SP SS *Except* 1-17,9-10: 2x4 SP No.3, 13-14: 2x8 SP No.2 WEBS 2x4 SP No.3 *Except* 2-16,8-11: 2x6 SP No.2 BOT CHORD WEBS JOINTS REACTIONS' (lb/size) 16=1197/0-7-4, 11=1225/0-3-8 Max Horz 16=652(LC 7) Max Uplift 16=-563(LC 8). 11=-494(LC 8) Max Grav 16=1514(LC 17), 11=1549(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-949/405, 3-4=890/549, 4-5=-1251/942, 5-6=1251/942, 6.7=-879/547, 7-8=940/410, 16-17=-1870/539, 2-17=1797/482, 10-11 =1 991/479, 8-1 0=-1 906/451 BOT CHORD 15-16=586/454, 12-15=-278/884 WEBS 15-18=-333/298, 3-18=348/301, 12-19=-338/302, 7-19=-353/305, 2-15=278/1490, 8-12=298/1594, 4-21=499/697, 5-21=396/367, 6-21=5011712 Scale: 3/16"=1' PLATES GRIP MT20 244/190 Weight: 251 lb FT = 0% Structural wood sheathing directly applied or 5-8-4 oc purlins, except end verticals, and 2-0-0 oc purlins (4-10-7 max.): 4-6, 2-17, 8-10. Except: 5-2-0 oc bracing: 10-11 5-4-0 oc bracing: 16-17 Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-15. 1 Row at midpt 15-18, 12-19 1 Brace at Jt(s): 20, 21, 22 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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). 18-20, 20-21, 21-22, 19-22 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-15 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=563, 11=494. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 12) Attic room checked for U360 deflection. Walter P. Finn PE No,22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2018 ®WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111.7473 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 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 Job Truss Truss Type Qty Ply �LABERGE T15617427 J33917REP1-J33917REP-A CO3G ATTIC GIRDER 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Mon Nov 19 09:17:06 2018 Page 1 ID:el ZK7Nn4BvrrKjw36zS_t2zCxUd-2xjCmvODPl0yvn670TsDKsDQLiBPuWKExUupJ lyHfoB •1-4-12i 48.8 8.0-15 10.0.E i 11-11-f i13.1 a- 17-9.9 A9.2.0 1 23-10.6 1 2511-4 i lltI22 4-8.8 1-47 3-11-7 1-10.14 1-10.14 3.11-7 1-4-7 48.6 2-0.14 08 = 1x4 li 4x8 = 3x8 II 7x6 = 6x8 = 6x8 = 7x6 = 12 5x5 = NAILED NAILED 25.114 4.8.8 9-11-13 13.10.11 19-2,0 23r•12 2 1 4-8-8 53.5 3-10.14 5.35 4-0-12 0 Scale=1:69.4 Plate Offsets fX YI- 14:0-5-12.0-2-01 16:0-5-12 0-2-01. I12:0-3-0.0-5-41. I13:0-3-0.0-5-41. 116:0-3-0.0-5-41 LOADING (psf) SPACING- 3-6-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:63 Ved(LL) -0.30 13-16 >949 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.48 13-16 >591 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.54 Horz(TL) 0.01 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Attic -0.28 13-16 623 360 Weight: 558 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x8 SP SS *Except* 1-18: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* BOT CHORD 2-17: 2x6 SP No.2 JOINTS REACTIONS. (Ib/size) 17=2111/0-7-4, 12=2348/0-4-0 Max Harz 17=1206(LC 7) Max Uplift 17=1017(LC 26), 12=1637(LC 8) Max Grav 17=2705(LC 17). 12=3239(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-326/295, 2-3=1760/752, 34=1568/970, 4-5=2214/1657, 5-6=2214/1657, 6-7=1614/987, 7-8=1727/748, 8-9=-469/393, 9-10=325/294, 10-11=227/320, 17-18=3444/1030, 2-18=3300/930 BOT CHORD 16-17=1106/807, 13-16=-596/1603, 12-13=311/418, 11-12_ 358/417, 1-18=232/325 WEBS 16-19=582/519, 3-19=609/523, 13-20=615/587, 7-20=641/592, 21-23=-366/270, 22-23=304/242, 2-16=589/2773, 8-12=2858/842, 8-13=-798/2816, 9-11=-654/530, 9-12=1268/876, 4-21=63/313, 6-22=-58/324, 3-21=370/312, 7-22=389/304, 5-23=693/643, 6-23=940/1248, 4-23=-914/1224 2-0-0 oc pudins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-8-0). Except: 6-0-0 oc bracing: 17-18 Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 1, 4, 6, 10, 19, 20, 9, 23 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row 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=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=26ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 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) Ceiling dead load (5.0 psf) on member(s). 19-21, 21-23, 22-23, 20-22 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-16 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2018 ®WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 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 AAiTek- 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 �LABERGE T15617427 J33917REP1-J33917REP—A CO3G ATTIC GIRDER 1 Job Reference loptionall East Coast Truss, Ft. Pierce, FL 34946 8.220 s Uct 6 2u16 Mil ek Industries, Inc. Mon Nov 19 09:17:07 2U1 B Page 2 ID:e 1 ZK?Nn4BvrrKjw36zS_t2zCxU d-W 7GazFOrA3 WpXxhBaBNSs4l b56XedyZNA8dMrTyHfoA NOTES- 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 14) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 15) Attic room checked for U360 deflection. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=105. 2-4=105, 4-6=-105, 6-9=105, 9-10=105, 16-17=-35, 13-16=52, 11-13=-35, 19-20=17, 18-24=35 Concentrated Loads (Ib) Vert: 10=83(B) 11=-28(B) 9=27(B) 12=9(B) ®WARNING • Verify design paameters 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 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 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 city Ply �LABERGE T15617428 J33917REP1-J33917REP-A C04G Attic Girder 1 2 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Mon Nov 19 09:17:09 2018 Page 1 ID:e1 ZK7 Nn4BvrrKiw36zS_t2zCxUd-S WOLOxQ6igmXmErahcQwxVrvLvAc5n LgdS6TvLyHfo8 19-2-0 1-4-12 4-a-8 0-15 to-' 11-11-4 13-10.2 17-9-9 9-1-11 25-11-0 -0-12 4-8.8 1-a-7 3-11-7 1-10-14 1-10-14 3.11-7 1-4-2 8-&4 4x8 = 1x4 II 4x8 ao-s Scale=1:67.6 16 15 w i' 12 GO Ill. 10 3x6 II 4x6 — 6x8 = 6x8 = 4x6 — 7x6 = 4x8 HUS26 HUS26 4 8 8 9-11-13 13 10-11 19-2-0 23-6-12 25-11-4 4 8 8 53S 3 10-14 5�S 4 4 12 2 4 8 Plate Offsets (X.Y)— 14:0-5-12.0-2-01. 16:0-5-12.0-2-01. 110:Edge.0-3-81. 111:0-3-0.0-5-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.23 12-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.37 12-15 >760 180 BCLL 0.0 ' Rep Stress Incr NO WB 0:84 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Attic -0.20 12-15 849 360 Weight: 570 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x8 SP No.2 *Except* except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6, 7-9. 1-17: 2x4 SP No.3 2-17. Except: WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 16-17 9-10: 2x4 SP No.2, 2-16: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 12-15. JOINTS 1 Brace at,Jt(s): 9, 20, 21, 22 REACTIONS. (lb/size) 16=1110/0-7-4, 11=2779/0-3-8 Max Harz 16=792(LC 7) Max Uplift 16=610(LC 26), 11=-2128(LC 5) Max Grav 16=1580(LC 15), 11=3442(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-342/362, 2-3=1062/464, 34=921/566, 4-5=-1306/983, 5-6=-1306/983, 6-7=999/617, 7-8=840/479, 8-9=-490/408, 9-10=-983/1069, 16-17=2051/644, 2-17=1938/573 BOT CHORD 15-16=737/445, 12-15=521/940, 11-12=439/437, 10-11=-291/262, 1-17=-319/335 WEBS 15-18=346/316, 3-18=359/318, 12-19=665/532, 7-19=678/531, 8-12=838/2261, 8-11=2252/1061, 9-11=1120/892, 20-22=-413/317, 2-15=-420/1676, 3-20=279/279, 7-21=321/299, 5-22=-394/366, 6-22=-635/786, 4-22=-571/762 NOTES- 1) 2-ply truss to be connected together with IOd (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 0-8-0 oc, 2x4 - 1 row 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=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=26ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip. DOL=1.60 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 live load nonconcurrent with any other live loads. Welter P. Finn PE No.22839 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 MiTek USA, Inc. FL Cart 6634 will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 8804 Parke East Blvd, Tampa FL 33610 9) Ceiling dead load (5.0 psf) on member(s). 18-20, 20-22, 21-22, 19-21 Date: 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-15 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) November 19,2018 ®WARNING - Verity 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�- building design. Bracing Indicated Is to prevent buckling of Individual truss web andlof 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, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE T15617428 J33917REP1-J33917REP—A C04G Attic Girder 1 liona Job Reference o l East Coast Truss, Ft. Pierce, FL 34946 ts.zzu 9 uct ti Luia MI I eK InauslneS, Inc, mon Nov 7`J uu:l r:uu zui t1 rage z ID:e 1 ZK?N n4Bvf TKjw36zS_t2zCxUd-S WOLOxQ6 igmXmEtahcQwxVrvLvAc5n LgdS6TvLyHfo8 NOTES- 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 1-9-0 oc max. starting at 24-0-8 from the left end to 25-9-8 to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 16) Attic room checked for U360 deflection. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 2-4=-60, 4-6=60, 6-7=60, 7-9=60, 15-16=20, 12-15_ 30, 10-12=-20, 18-19=-10, 17-23=-20 Concentrated Loads (lb) Vert: 10=718(F) 29=707(P) ®WARNING - Ver11y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekQ 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 H � iTek` building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the p fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrP11 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 LABERGE T15617429 J33917REP1-J33917REP—A C05 ATTIC 10 1 • Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 o.ttU s Uct o GU 10 rvu r ex umusares, nrc. rwon NOV ro Un: r r. i r cu 10 1-due r ID:e1ZK?Nn4BvrrKjw36zS_t2zCxUd-PvW5pcRMDIOFOY?zpl SO lwwHRjg1ZINz5mba_EyHfo6 ,1 4 12 4 &8 8-0-15 11-11-4 17-9-9 19-2-0, 23 6 12 1 4 12 4111 1�-7 5105 5-105 1-0-7 4-4-12 4x8 = 1x4 II 4x8 = Scale: 3/16"=l' 4-8-8 19-2-0 23-6-12 4-8-8 14-5-8 4-4-12 Plate Offsets (X Y)— f4.0-5-12 0-2-01 f6:0-5-12.0-2-01.f10:0-3-0.0-5-81 f13:0.3-0.0-5-81 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.61 Vert(LL) -0.38 10-13 >737 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.601D-13 >462 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-S Attic -0.36 10-13 488 360 Weight: 246 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-9 oc purlins, BOT CHORD 2x8 SP SS *Except* except end verticals, and 2-0-0 oc purlins (4-10-7 max.): 4-6, 2-15. 11-12: 2x8 SP No.2, 1-15: 2x4 SP No.3 Except: WEBS 2x4 SP No.3 *Except* 5-3-0 oc bracing: 14-15 2-14,8-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 2-2-0 oc bracing: 10-13. WEBS 1 Row at midpt 13-16, 10-17, 8-9 JOINTS 1 Brace at Jt(s): 18, 19, 20 REACTIONS. (lb/size) 14=1202/0-7-4, 9=1065/0-4-0 Max Horz 14=698(LC 7) Max Uplift 14=-558(LC 8), 9=415(LC 8) Max Grav 14=1511(LC 17), 9=1423(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-973/401, 3-4=890/546, 4-5=-12531933, 5-6=1253/933, 6-7=-893/53B, 7-8=938/391, 14-1 5=-1 909/531, 2-1 5=1 825/476, 8-9=1865/417 BOT CHORD 13-14=629/447, 10-13=339/877 WEBS 13-16=332/295, 3-16=347/298, 10-17=352/349, 7-17=367/352, 2-13=286/1526, 8-10=396/1596, 4-18=496/697, 5-18=396/367, 6-18=552/712 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right, exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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). 16-19, 18-19, 18-20, 17-20 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-13 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 14=558, 9=415. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Walter P. Finn PE No.22839 11) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE MiTek USA, Inc. FL Celt 8634 VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. 69D4'Parke East Blvd. Tampa FL 33610 TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. Date: 12) Attic room checked for U360 deflection. November 19,2018 ®WARNING - Ver/ly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 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 chard 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, Maxandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty, LABERGE [ly T75617430 J33917REP1-J33917REP—A D01GE GABLE 1 1 Job Reference (optional) test Uoast I fuss, t-t. vieree, t-L "J41:1411 o.z4u b uct 0 to 10 I"r ex a7uubd rub, urc. rvmrr rvuv i e uv: r n i c cu r o rdue 1 ID:et ZK7Nn4BvtTKjw36zS_t2zCxUd-t54TOyS_b86dia9MkzdZ7Tah7NjlFp7JQL7WgyHfo5 11-10-0 224-0 r 11-10-0 10-" 4x4 = 8.00 12 10 „ A 3x4 = 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 1k4 II 1x4 If 1x4 II 1x4 II U4 II 1x4 II 1x4 II Sx5 =1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 2x4 II 22-4-0 Scale = 1:52.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.00 20 n/a n/a BCDL 10.0 Code FBC2014f rP12007 Matrix-S Weight: 173 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or B-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD , Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-4-0. (lb) - Max Harz 1=413(LC 7) Max Uplift All uplift 100lb or less atjoint(s) 20, 29, 31, 32, 34, 27, 25, 24, 22 except 1=131(1_C 6), 28=-110(LC 7), 30=114(LC 8), 33=102(LC B), 35=184(LC 8), 26=-114(LC 8), 23=-100(LC 8), 21=210(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 20, 1, 29, 30, 31, 32, 33, 34, 27, 26, 25, 24, 23, 22, 21 except28=357(LC 8),35=250(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-381/364, 2-3=334/299, 3-4=-312/284, 4-5=288/255, 5-7=263/237, 7-8=-239/298, 8-9=-219/376, 9-10=183/418, 10-11=-159/418, 11-12=143/376, 12-13=-112/298 WEBS 10.28=341/137 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf;'BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Gable studs spaced at 1-4-0 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) 20, 29, 31, 32, 34, 27, 25, 24, 22 except Qt=lb) 1=131, 28=110, 30=114, 33=102, 35=184, 26=114, 23=100. 21=210. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904'Parke East Blvd. Tampa FL 33610 Date: November 19,2018 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 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 ANSIITPl1 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 LABERGE T15617431 J33917REPW33917REP—A D02 Common 4 1 Job Reference o tional East GOast I russ, Ft. tierce, FL 34V4U a.ZZu s uct o ZUl6 IVII r BK mousines, Inc. ivion Nov ly uya t:lq ZUl o rage] ID:e1 ZK?Nn4BvfrKjw36zS_t2zCxUd-pUCEReUEWDOptOIXU9?5eYYsRwz6m6aPnkgEbZyHfo3 8-1-7 i 11-10-0 17-6-9 22-4-0 6-1-7 5-84 5.8.9 4-9-7 46 11 IF 13 -- -- -- -- 9 3x4 = 5x5 = 3x4 = 3x4 = 3x4 = 5x5 = Scale = 1:49.6 1-4-0 1 - 8-5-8 15-2-8 15- 0 . 22-4-0 1-4-00�- 6-9-8 6-9-0 0 -8 7-1-0 Plate Offsets (X.Y1—19:0-2-4.0-2-121.113:0-2-8.0-2-121 LOADING (psf) SPACING- 2-D-0 CS1. DEFL. in (toc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:37 Vert(LL) -0.09 10-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0;42 Vert(TL) -0.16 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.03 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 132 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* 8-9: 2x6 SP No.2 REACTIONS. (lb/size) 13=954/0-8-0, 9=814/0-8-0 Max Horz 13=414(LC 7) ` Max Uplift 13=-598(LC 8), 9=-437(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-871/623, 5-7=888/635, 7-8=-251/195 BOT CHORD 12-13=304/936, 10-12=117/654, 9-10=313/724 WEBS 3-12=228/299, 5-12=-1851418, 5-10=-210/446, 7-10=-251/327, 3-13=866/501, 2-13=247/299, 7-9=821/403 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=2411; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 chard 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 rd between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=598, 9=437. 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. Welter P, Finn PE No.22839 MTek USA, Inc. FL Cod 8634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2018 ® WARNING. Vadfy design paramefersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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 iw 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 ANSIfTPl1 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 LABERGE T15617432 J33917REP1-J33917REP—A M5 Jack -Open 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 u.zZu s Oct b Zulu mil etc Industnes, Inc. mon Nov 1 a UU:11 1 b ZU15 rage 1 ID:e1 ZK?Nn4BvrrKjw36zS—t2zCxUd-Hglce_UsHW WgU9lk2sXKBm5 1 KJiVgIZ00Zn7?yHfo2 4-8-0 4-8-0 3x6 N d A LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 TCDL 10.0 Lumber DOL 1.25 BC 0.39 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=176/0-4-0, 2=132/Mechanical, 3=44/Mechanical Max Horz 4=384(LC 8) Max Uplift 4=32(LC 6). 2=196(1_C 8), 3=210(LC 8) Max Grav 4=209(LC 8). 2=172(LC 13), 3=192(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 3-4=-288/181 WEBS 1-3=-235/374 Scale = 1:38.0 DEFL. in (loc) 1/defl L/d PLATES GRIP Vert(LL) -0.02 3-4 >999 240 MT20 244/190 Vert(TL) -0.06 3-4 >887 180 Horz(TL) -0.01 2 n/a n/a Weight: 38 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) 2=196, 3=210. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 8634 $904 Parke East Blvd. Tampa'FL 33610 Date: November 19,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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, OSB-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 LABERGE T15617433 J33917REP1-J33917REP—A MV3 Valley 1 1 Job Reference o tional test GOasT 1 Russ, Ft. Nierce, I-L a4`J40 r3.Z2U s uct 0 /uia 11m i eK mousmes, Inc. Mon Nov 7 U U9:7 t:l o ZUl O rage 7 ID:e1ZK7Nn4BvrrKjw36zS_t2zCxUd-Hglce_UsHW WgU9Ik2sXKBm54fKOIViyZ00Zn77yHfo2 3-2-8 3-2-6 Scale =1:9.4 2x4 2x4 II 2 LOADING (psf) SPACING- 2(.120 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 15 TC 0.15 Vert(LL) We n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=93/3-2-6, 3=93/3-2-6 Max Horz 1=78(LC 5) Max Uplift I= 48(1_C 8), 3=53(LC 8) Max Grav 1=93(LC 1). 3=95(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 1 Weight: 10 lb FT = 0% Structural wood sheathing directly applied or 3-2-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 rd between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Welter P. Finn PE No.22839 MiTek USA, Inc, FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND.INCLUDED M/TEK REFERENCE PAGE 11111-7473 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 ®® at 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 pH�V ��'e l.M1' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the I VI fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSUTPII Quality Criterla, 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 LABERGE T15617434 J33917REP1-J33917REP-A PBA Piggyback � 24 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Mon Nov 19 09:17:16 2018 Page 1 ID:el ZK7Nn4BvfrKjw36zS_t2zCxUd-IsJ_sKW2geX6Jtwba2ZkzdCVkh1 E86iE2JLfRyHfol 5-105 11-8-10 5-105 5-10-5 X 1 d 4x4 = Scale = 1:24.4 6 TOP CHORD UNDER PIGGYBACKS 3x4 = 1x4 II TO BE LATERALLY BRACED BY 3x4 = PURLINS AT 2-0-0 OC. MAX. 11-8.10 TYPICAL. 11-6-10 LOADING (psf) SPACING- 21.120 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 15 TC 0.33 Vert(LL) 0.01 5 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Verl(TL) 0.02 5 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=228/10-2-12, 4=228/10-2-12, 6=415/10-2-12 Max Harz 2=176(LC 6) Max Uplift 2=181(LC 8), 4=181(LC 8), 6=160(LC 8) Max Grav 2=228(LC 1), 4=241(LC 14), 6=415(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-257/179 PLATES GRIP MT20 244/190 Weight: 41 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins. 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; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.0psf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=181, 4=181, 6=160. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Data: November 19,2018 ®WARNING. Vedl y des/gn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111411•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 ANSVTPII 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, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE T15617435 J33917REP1-J33917REP—A PBB GABLE 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.22U S Oct 6 2018 Mi I eK Ineusmes, Inc. Man NOV 1 U UV:11:1 1 2U11t Nage 1 ID:el ZK?Nn4BvfTKjw36zS_t2zCxUd-E3tM3gW7p8mOkTS69HZoGBARz85lzcgsTi2uCuyHfoO 7-1-15 7-1-15 4x4 = 3x4 = 18 17 16 15 14 13 12 3x4 = 1x4 11 1x4 11 1x4 11 1x4 11 1x4 11 1x4 11 1x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/rP12007 CSI. DEFL. in (loc) I/deft Ud TC 0.09 Vert(LL) n/a n/a 999 BC 0.04 Vert(TL) n/a We 999 WE 0.05 Horz(TL) 0.00 10 n/a n/a Matrix-S PLATES MT20 GRIP 244/190 Scale = 1:31.0 Weight: 71 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 14-3-14. (lb) - Max Horz 1=218(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) 11, 16, 17, 14, 13 except 1=169(LC 6), 2=106(LC 8), 10=106(LC 8), 18=147(LC 8), 12=147(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 11, 2, 10, 15, 16, 17, 18, 14, 13, 12 FORCES. (lb) -Max. Comp./Max. Ten: -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-250/281 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 ANSIrrPI 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 1-4-0 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) 11, 16, 17, 14, 13 except (jt=lb) 1=169, 2=106, 10=106, 18=147, 12=147. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Carl6634 6904Parke East Blvd. Tampa FL 33610 Date: November 19,2018 ®WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 ray. 10/03/2015 BEFORE USE. Design valid for use only with v1rrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not Kv It a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse 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. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE T15617436 J33917REP1-J33917REP—A PBC GABLE 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Man Nov 19 09:17:19 201 B Page 1 ID:el ZK7Nn4BvrrKjw36zS_t2zCxUd-AR?7ULYNLIO6zncVGibGLcFl3xIwRVU8wOX?GmyHfo_ 7-1-15 7-1-15 4x4 = Scale = 1:31.0 3x4 = 10 9 8 3x4 = 1x4 11 1x4 11 1x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 CSI. DEFL. in (loc) I/defl Ud TC 0.18 Vert(LL) We n/a 999 BC 0.12 Vert(TL) n/a - We 999 WB 0.09 Horz(TL) 0.00 7 We n/a Matrix-S , PLATES GRIP MT20 244/190 Weight: 55 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-D-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-3-14. (lb) - Max Harz 1=218(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 7, 2, 6 except 1=-113(LC 6), 10=277(LC 8), 8=277(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 7, 2, 6 except 9=268(LC 13), 10=376(LC 13), 8=374(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-244/254 WEBS 3-10= 306/318, 5-8=304/318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 ANSUTPI 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 4-0-0 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) 7, 2, 6 except (jt=lb) 1=113, 10=277, 8=277. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2018 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 Mrek® 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 oftrusses and truss systems, see - ANSIrrPi1 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, VA 22314. Tampa, FL 36610 Job Type Qty, IPIY I LABERGE T15617437 J33917REP1-J33917REP—AIPBD erce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Mon Nov 19 09:17:20 2018 Page 1 ID:el ZK7Nn4BvrrKjw36zS_t2zCxUd-eeZVihY7638zbxBhgQ6VupowgL59Ayj19gHYnDyHfnz 7-1-15 13-10-11 7-1-15 1 6-8-12 4x4 = Scale=1:30.7 8.00 12 1x4 II 3 1x4 II 5 6 7 12 n d rd 3x4 = 10 9 8 3x4 = lx4 II 1x4 11 1x4 11 13-10-11 13-10-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 HOrz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-S Weight: 54 lb FT = O% 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 13-10-11. (lb) - Max Horz 1=215(LC 6) Max Uplift All uplift 100 lb or less at joints) 7, 2, 6 except 1=-111(LC 6), 10=277(LC 8), 8=277(1_C 8) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 2, 6 except 9=267(LC 13), 10=376(LC 13), 8=374(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-241/251 WEBS 3-10=306/318, 5-8=304/318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=451t; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 ANSIIrPI 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 4-0-0 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) 7, 2, 6 except (jt=lb) 1=111. 10=277, 8=277. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd, Tampa FL 33610 Date: November 19,2018 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03M015 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 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 Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL Mato Job Truss Truss Type Qty, Ply LABERGE T15617438 J33917REP1-J33917REP-A V4 Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Mon Nov 19 09:17:23 2018 Page 1 I D:el ZK7Nn4BvrrKjw36zS_t2zCxUd-2CEdKjbuP_XYSOvGVYgCWSQSbZ6gNKxkreVDOXyHfnw 2-0-0 4-M 2-0-0 2-0-0 2x4 -i LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 10.0 Lumber DOL 1.25 BC 0.19 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=121/4-0-0, 3=121/4-0-0 Max Horz 1=48(LC 6) Max Uplift 1=66(LC 8), 3=66(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3x4 = 2x4 Scale = 1:9.4 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) n/a - n/a 999 MT20 244/190 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a Weight: 12 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; 13=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 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) 1, 3. Welter P. Finn PE No32839 MiTek USA, Inc, FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2018 ®WARNING. verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010=016 BEFORE USE. Design valid for use only with WOOD 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 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, Alexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE T15617439 J33917REP1-J33917REP—A V8 Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Mon Nov 19 09:17:24 2018 Page 1 ID:el ZK7Nn4BvrrKjw36zS_t2zCxUd-WPoOX3bW9HfP3YUS3FBR2fyYCyRg6nbu41FmwyHfnv 4-M B-0-0 4-M 4-0-0 4x4 = 4 2x4 1x4 II 2x4 �� LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 10.0 Lumber DOL 1.25 BC 0.21 BCLL 0.0 Rep Stress Incr YES WB 0.64 BCDL 10.0 Code FBC2014/TPI2007 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=151/8-0-0, 3=151/8-0-0, 4=261/8-0-0 Max Harz 1=112(LC 7) Max Uplift 1=114(LC 8), 3=114(LC 8), 4=77(1_C 8) Max Grav 1=151(LC 1), 3=158(LC 14), 4=261(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) n/a - n/a 999 MT20 244/190 Vert(TL) n/a - We 999 Horz(TL) 0.00 3 n/a n/a Scale=1:18.1 Weight: 28 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.Spsf; BCDL=6.0psf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 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) 4 except Qt=lb) 1=114,3=114. WalterP. Finn PE No.22639 MiTek USA, Inc, FL Carl 8634 6904 Parke East Blvd. Tampa FL 33610 Data: November 19,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-1473 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 oftrusses and truss systems, see ANSIfTP11 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 LABERGE T16617440 J33917REP14339'17REP—A V12 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Mon Nov 19 09:17:21 2018 Page 1 ID:e1ZK?Nn4BvfTKjw36zS_t2zCxUd-6g7tv1ZdtMGgC4muO7dkR1 L3ZJP1vP_ROK06KfyHfny 6-0-0 6-" 4x4 = Scale = 1:25.1 8 7 6 3x4 i 1x4 II 1x4 II 1x4 II 3x4 'Z� LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 CSI. DEFL. in (loc) I/deft L/d TC 0.31 Vert(LL) n/a n/a 999 BC 0.21 Vert(TL) n/a n/a 999 WB 0.09 Horz(TL) 0.00 5 n/a n/a Matrix-S PLATES GRIP MT20 244/190 Weight: 45 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-0-0. (lb) - Max Horz 1=175(LC 6) Max Uplift All uplift 100 lb or less at joints) 1, 5, 7 except 8=-269(LC 8), 6=269(LC 8) Max Grav All reactions 250 lb or less at joints) 1, 5 except 7=268(LC 1), 8=362(LC 13), 6=362(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-303/315, 4-6=303/315 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=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 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) 1, 5, 7 except (jt=lb) 8=269, 6=269. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cad6634 6904 Parke East Blvd, Tampa FL 33010 Date: November 19,2018 ® WARNING -Verlfydesign parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII.7473rev. 1010312015BEFORE USE. i Design valid for use only with MlTekO 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 City LABERGE �Ply T15617441 J33917REP1-J33917REP—A V16 GABLE 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Man Nov 19 09:17:22 2018 Page 1 ID:e1ZK?Nn4BvITKjw36zS_t2zCxUd-aOgF7NaFegPhgEK4yg9zzElDl9lVes_bd_mfs5yHfnx 8-M 14 8-12 8-M 6-8-12 4x4 = Id 3x4 9 8 7 6 1x4 I I 1x4 I I 1x4 II Scale=1:32.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.11 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight: 62 lb FT = 0% 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 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-8-12. (lb) - Max Harz 1=260(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 1, 6 except 9=321(LC 8), 7=-297(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 6 except 8=309(LC 13), 9=434(LC 13), 7=390(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-9=-344/360, 4-7=313/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 6 except (jt=1b) 9=321, 7=297. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 19,2018 ®WARNING - VerW design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE M11-7473 rev. 10103)2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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 s Truss Type Qty Ply LAIIERGE T15617442 J33917REP1-J33917REP—A �T'2UOS GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Oct 6 2018 MiTek Industries, Inc. Mon Nov 19 09:17:23 2010 Page 1 ID:el ZK?Nn4BvrrKjw36zS_t2zCxUd-2CEdKjbuP_XYSOvGVYgCWSQNbZ4oNHUkreVDOXyHfnw i 10-0-0 _ 16-8-12 i 104-0 6-8-12 4x4 = 3x4 -i 111x4 II 101x4 II 9x4 119 1x4 118 7 Scale=1:40.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-S Weight: 77 lb FT = 0% 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 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-8-12. (lb) - Max Horz 1=368(LC 7) Max Uplift All uplift 100 Ib or less atjoint(s) 7, 9 except 1=167(LC 6), 10=315(1_10 8), 11=233(1_10 8), 8=289(LC 8) Max Grav All reactions 250lb or less atjoint(s) 1, 7 except 9=505(LC 13), 10=487(LC 13), 11=303(LC 13), 8=450(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=363/332, 2-3=328/277, 3-4=-247/312, 4-5=185/309 WEBS 4-9=-289/132, 3-10=346/364, 2-11=250/277, 5-8= 309/326 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 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 100 lb uplift at joint(s) 7, 9 except Gt=lb) 1=167, 10=315, 11=233, 8=289. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke.East Blvd. Tampa FL 33610 Date: November 19,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111I1.7473 rev. 10103M015 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 my a truss system. Before use, thebuilding designer must verify the applicability of design parameters and propedy 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 ANSYTPi1 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 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. Ol r - -I- 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 number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 Of O U o_ O H 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 BOTTOM CHORDS 8 7 3 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 mm Iml 0 MiTek 0 MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 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 ANSIfrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or 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 after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIfrPI 1 Quality Criteria. Carl G. Forbes, P.E. 555 South Pompano Pkwy. Pompano Beach, 'A'33069 (954) 682-6651 TYPICAL DETAIL INDEX SHEET L. DT1 Compression Member Bracing Requirements 2. DT2 Nailing Pattern for Open Jacks 3. DT3 Trussed Valley Set Detail 4. DT4 Trussed Valley Set Detail — High Wind 1 5. DT5 Trussed Valley Set *Detail — High Wind 1 6. DT6 Standard Piggyback Truss Detail 7. DT7 Standard Repair Detail for Broken Chords, Webs, ... 8. D'i8 Standard Repair for Adding=a False Bottom Chbrd 9. DT9 Scab Applied Overhangs 10. DT10 Standard Gable End Detail `= Sheet 1 11. DT11 Standard Gable End Detail— Sheet 2 12. DT12 Bearing Block Detail 13. DT13 Lateral Bracing Recommendations 14. DT14 Cantilevered Comer Strapping Detail 15. DT15 Repair to.'(Re)Move Interior Vertical Member 16. DT16 Mwdmuni:Allowable' Reactions for Toe -Nail Connections 17. DT17 Quick Reference Guide to Hanger Load Capacity Carl G. Forbes, P.E .License # PE=20699 Manuel Martinez, P.E. 4920 Parkway Drive Faint Cloud, FL 34771 ID: DT1 May 15, 2018 Subject: Compression Member Bracing Requirements Compression web bracing shall be applied to all specified members, indicated by and X on the corresponding engineering sheet supplied by East Coast Truss. Continuous lateral bracing is required in order to reduce the effective length of individual truss web members. To apply continuous lateral bracing, a minimum run of 3 like webs must be present. A lx4 Construction Grade Spruce — Pine — Fir or better, bracing material is adequate for continuous lateral bracing (CLB) in order to reduce the effective length of individual truss web members. A lx4 Construction Grade Spruce — Pine — Fir or better, 'IT" brace or one scab brace (same size and grade as web, attached with 10d nails at 4" o.c. staggered) may be substituted for single CLB: One 2x4 Construction Grade Spruce — Pine — Fir or better, "T" brace or two scab braces, one per face (same size and grade,as web, attached to each face with 1 Od nails at 4" o.c. staggered) may be substituted when two CLWs are specified. The "T" braces are to be nailed to flat edge (1 %2" dimension) of the web member with l Od common nails, spaced 4" o.c. The "T" brace and scab brace must be a minimum length of 90% of the web length. Whatever bracing you use, it may be placed on the top or bottom edge of the web member. Please note, since Construction Grade Spruce — Pine — Fir is the minimum allowed for lx4 or 2x4 CLB and "T71 bracing, better or equal grade of Spruce — Pine — Fir and Southern Pine may also be used. Also, you may substitute (2) lx4 for (1) 2x4 "T" brace. Manuel Martinez, RE License # PE-047182 ��[�gttalj,i DI91WIly signed by Manuel M.m— .!j ON: c=US, o=ldenTruI ACES Burineas ASSOCIATESN ou=M AND[ . �*. e�i/.if1 {•° Ga sP ASSOUATESPA, —Manuel Manlnex, 09.2342.19200300.100.1.1=A010980000 001484CFQFE960000211F Odle: 1610.05.211106:1644-00- No �7' �elSiu IryI�I1 e2 Adobe Acrobat DC—lon: 2015.006.30416 {g STATE OF 40 Q9 YAN 3$ FE M1 &19n 3& 43tQN54" 2E 6r F81 f URA-1.4 . ndatoo y�opua a.o mn:oarww.(wrr�.. 'f.tR,4t. aaT:Ql4naa6ab 4bm tnu�.n7Ma.: swa.rca.. we 'wiw 44Va:TJaaY moou a. aw ce.+n.zmadco W .nlaa W :he b.a : i\tas4M.as4Mo++va Ie ..rd+raa.aw. a>«Itwc :aeNS Carl ;G. Forbes, P.E. 555 South Pompano Pkwy. Pompano Beach, FL 33069 (954) 682-6651 ID: DT2 To Whom It May Concern: The nailing pattern specified for open end jacks also works for closed end jacks; as long as the spans are the same. The number of nail to top chord and bottom chord are the same for trusses of the same span. If a jack with an end vertical is only nailed at the bottom chord, then nailing pattern of hanger must be specified. If you have any questions, please free to contact me at (772)466-2480 Sincerely, Carl G. Forbes, P.E License # PE-20699 : L'iS 4P. 6 y,,.�..vn i� r w..c 4 f 7r ':'yet ..i•__�. v` �. QFEP 2013 a ,_ 6�� • Fri _ sr MiUk June 23, 2017 MiTek USA, Inc. 14515 North Outer Forty Drive East Coast Truss Suite 300 5285 St. Lucie Blvd. Chesterfield, MO 63017-5746 Ft. Pierce, FL 34946 314-434-1200 RE:Bracing of flat top chords To Whom It May Concern: Truss top chords and bottom chords require bracing to reduce the effective buckling length of the individual truss members. The bracing requirements for a given truss are shown on the sealed truss engineering drawing. Bracing may consist of continuous sheathing (such as plywood or gypsum board) or lateral bracing at specified intervals, depending on the speck truss design.; When lateral bracing such as purlins is specified on the sealed truss drawing for the flat top chord portions of a roof truss, structural roof sheathing (such as 3/8-in. or thicker wood structural plywood or OSB sheathing) attached to the top chord and fastened in accordance with the governing building codes or standards may be substituted for the lateral bracing (purlins). Please contact our office if you have any'questions or comments. Sincerely, J . 0 "9 ? No 58126 ' 0 0: STA E OF .pA% V- OR\O. \`% Philip J. D'Repan PE N0.58126 Mirek USA, Inc. FL Ced 6634 M Parka East Blvd. Tampa FL 33610 Date: June 23,2017 Ct ENGINEERED TRUSS SYSTEMS, TIMBER PRODUCTS EAST COAST TRUSS To whom it may concern: Re: Level returns 2 ft. long or less. Please be advised that level returns 2ft long or less do not need to be attached to the wall. If you have any questions please feel free to contact us. —MAN .. c 1 jH F ow OF C /((%��t�li� ,Ajned by Manuel Martinez Manl le y :r-US, o=ldenTrust ACES Business �•1 q Representative, ou=M AND i ASSOCIATES RA. cn=Manuel Martinez. Martinez., 0003.1304798E2190000A517 A01096900 Date: 2014A3.0413:16:23 -05'00' 5285 St. Lucie Boulevard • Fort Pierce, FL 34946 T 772.466.2480 • F 772.466.5336 I I IiUJJCU VNLLC.T JC I UC 1 MIL ID: DT3 (HIGH WIND VELOCITY) ST-VALLEY NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O!C. SPACING Page 1 of 1 ATTACH \ MEMBER: ENGINEEI OR ATTA( SPACINIC FORCE A' NOTES: - SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES - THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. MAXIMUM WIND SPEED = 170 MPH MAX MEAN. ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND DURATION OF LOAD INCREASE: 1.33 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12. (MAXIMUM 12112 PITCH) L CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH \ o � NON -BEVELED \ BOTTOM CHORD DT4 FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND -I 0 00 0 00 a MiTek Industries, Inc. VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. . GABLE END, COMMON TRUSS OR GIRDER TRUSS GENERAL SPECIFICATIONS MTek Industries, Chesterfield, MO Page 1 of 1 1. NAIL SIZE - 3" X 0.131" =10d 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUiUVANTTO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASETRUSSES VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS nR GIRDER TRUSS ATTACH 20 CONTINUOUS NO.2 SYP TO THE ROOF W/ TWO. USP WS3 (1 /4" X 3") WOOD SCREWS INTO EACH BASE TRUSS. m DETAIL A (NO SHEATHING) N.T.S. WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7.05 146 MPH WIND DESIGN PER ASCE.7-10 160 MPH MAX MEAN ROOF HEIGHT, = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM W12 CATEGORY It BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES w r STATE rJF 1r FL Gert. 6634 March 19, 2012 DT5 FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND2 MiTek Industries, Chesterfield, MO Page 1 of 1 GENERAL SPECIFICATIONS OO_ 1. NAIL SIZE = 3" X 0.131"= 4.5" 2. WOOD SCREW = 4.5WS45 USP OR EQUILIVANT 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MTek Industries, Inc. GABLE END, CoMMbN TRUSS 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. 4 ii it ii u n � i' i' a ii li p h 4 I{ II i BASETRUSSES VALLEY TRUSS TYPICAL �I L JJ VALLEY TRUSS TYPICAL SECURE --VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GABLE END, COMMON TRUSS OR GIRDER TRUSS WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT =30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING ATTACH 2x4 CONTINUOUS NO.2 SYP EXPOSURE C WIND DURATION OF LOAD INCREASE :1.60 TO THE ROOF W/ TWO USP WS45 (1/4" X 4.5" MAX TOP CHORD TOTAL LOAD = 50 PSF WOOD SCREWS INTO EACH BASE TRUSS. MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES $, jr LAC ��` ■'�� ,ice~~' .t s f � STATE C - 4 p iS FL Cert. 6B34 March 19, 2012 STANDARD PIGGYBACK FEBRUARY 12, 2014 I TRUSS CONNECTION DETAIL I T-PIGGY-180-D as 0 00 0 00 a MiTek USA, Inc. A - PIGGYBACK TRUSS MUST BE OF SOUTHERN PINE, REFER TO MITEK TRUS— B - BASE TRUSS MUST BE OF SOUTHERN PINE, REFER TO MITEK TRUSS DES C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24.O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) 0.131"X 3.5- NAILS EACH. D - 2 X_ X 4'-0- SCAB, SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF 0.131- X 3- NAILS @ 4.O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND PIGGYBACK SPAN DOES NOT EXCEED 12 It. E - ATTACH 8.5' x 12' x 1/2' PLYWOOD (or 7/16' OSB) GUSSET TO EACH SIDE, AT EACH END AND AT 48- O.C. OR LESS USING 7 - 6d (0.113- X 2-) NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 28 NAILS) PLYWOOD DEPTH MUST COVER TOP CHORD OF BASE TRUSS AND BOTTOM CHORD OF PIGGYBACK TRUSS. INCREASE PLYWOOD DEPTH AS NEEDED. WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE ATTACH 7.0" x 12" x 1/2" PLYWOOD (or 7/16" OSR) GUSSET TO EACH SIDE, AT EACH END AND AT 24" O.C. OR LESS USING 7 - 6d (0.113- X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 28 NAILS). PLYWOOD DEPTH MUST COVER TOP CHORD OF BASE TRUSS AND BOTTOM CHORD OF PIGGYBACK TRUSS. INCREASE PLYWOOD DEPTH AS NEEDED. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK MAXIMUM WIND SPEED =180 MPH MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. EXPOSURE B , C or D ASCE 7-10 DURATION OF LOAD INCREASE :1.33 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADD TIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x _ x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131- X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LEIS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS. REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. ' ��fulirrr�� �.`%�G?•�GEfVg• No 53681 • �STATE O F 4 v •��i�F • �� O R P ���% rlllil I FL Cert. 6634 I April 25, 2014 DT7 JANUARY 1, 2009 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS I ST-REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES a�aa 0 00 0 00 �a MiTek Industries, Inc. ►J MTek Industries, Chesterlield, MO Page 1 of 1 TOTAL NUMBER Of NAILS EACH SIDE OF BREAK' X INCHES I MAXIMUM FORCE (Ibs)15% LOAD DURATION SYP DF SPF HF 2x4 2x6 2x4 2x6 2x4 2x6 2x4 I 2x6 2x4 2x6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 1 4022 2454 3681 1 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829. 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS.SHOWN.(.1 31"dia. x 3") STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: �A L=(2)X+C • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES n [[r NOTES: t`61 r,y�. 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR.. DOES �y+:.�rJ`.�,G _,,4p SHATIMPLY THAT THE REMAINING PORTION LL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRUNDAMAGED.TRUSS A E REQUIRE D WHEN THE REQUIRED N O 536A 1 y r REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPOR ib THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR.ORIGINAL POSITIONS BEFORE APPLING REPAIR -..- = t • `" AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. STATE OF "'�C°:j . :P ••Ar -Z � '•� •' SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. ♦ ' 44 � '+; O R .. • S. THIS REPAIR IS TO BE USED FOR 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. �• , ii,tj+4 NAB tit, FL Cerk. 6634 March 19, 2012 n EPAIR FOR JANUARY 1, 2009 I A FALSE BOSTANDARD TTOM M CHORD ADDING I ST-REP10 0 00 0 00 a M1Tek Industries, Inc. VERTICAL STUDS @ 48" O.C.. ATTACHED WITH (3) -10d ( 0.131" DIAM. x 3" LONG ) NAILS AT EACH END OF VERTICAL (TYP.). VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, DF OR SYP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) 2 x 4 NO.2 (OR BETTER) SPF, HF, DF OR SYP FALSE BOTTOM CHORD (BOARD -SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) MTek Industries, Chesterfield, MO Page 1 of 1 MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN'TRUSS (SPACING = 24" O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. TRUSS SPAN. -NOTES: 1. LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL = 0 PSF, DL =10 PSF. 2. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. 3. MAXIMUM`BOTTOM CHORD PITCH = 6112. 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 5. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL_(SHEAR) LOAD ALLOWED. tt1,l i � rrrt'r fj � N[1 6�fifi1 ••': STATE PF . O, ��*tip !i�St�NA1�ti� FL Cert. 0634 March 19, 2012 DT9 JANUARY 1, 2009 I SCAB APPLIED OVERHANGS I ST-REP13A =00 0 00 0 00 s�aa MiTek Industries, Inc. TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR, 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 -12112 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION MTek.Industries, Chesterfield, MO Page 1 of 1 NOTES: 1. ATTACH 2x SCAB .(MINIMUM NO.2 GRADE SPF, HF, SYP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA. x 3") SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF, IMPORTANT I This detail to be used only with trusses (spans less than 401) spaced 24" o.c. maximum and having pitches between 4/12 and 12112 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES rtjq't.q. j x NO 5$13$1 ; STATE OF t` i� riJfr 10NA1, ,S1`'1 FL Cart. 5634 March 19, 2012 T T'1 n FEBRUARY 14, 2012 Standard Gable End Detail ST-GE130-001 aaaa 0 00 0 00 a MTelc Industries, Inc. I DIAGONALBRACE Typical 0 L-Brace Nailed To 2x Verticals W/10d Nails, 6" o.c. Vertical Stud SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 Q Varies to Common Truss MTek Industries, Chesterfield; MO Page 1 of 2 Vertical Stud (4) -16d Common DIAGONAL Wire Nails ePACE 16d Common Wire Nalls Spaced 6" o.c. (2) -10d Common 2x6 Stud ar Wire Nails into 2x6 2x4 No.2 of better Typical Horizontal Brace Nailed To 2x Verticals SECTION A -A 2x4 tud w/(4)-10d Common Nails SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO.TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) -10d NAILS AT EACH END. * * ATTACHDIAGONAL BRACE TO BLOCKING WITH (5) -10d COMMON WIRE NAILS. _ 3x4 = Diagonal Bracing ** - L-Bracing Refer Refer to Section A -A to Section B-B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION•BETW EEN BOTTOM CHORD OF GABLE END TRUSS AND WALLTO BE PROVIDED BY PROJECT ENGINEER, OR.ARCHrrECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY..CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:'1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY'45 DEGREES TO ROOF DIAPHRAM AT:4LD" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED W O.C. HORIZONTAL BRACE TO BE':LOCATED AT THE MIDSPAN OF THE LONGEST.STUD. ATTACH TO VERTICAL STUDS WITH (4)10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD`DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPETRUSSES. (4) - 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK 2 Max Roof Sheath Diag. Brace at 1/3 point,, if needed Minimum Sind Size Species and'Grade Stud Spacing Without Brace 1x4 L-Brace 2x4 L-Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 SPF Std/Stud 12" O.C. 4-0-7 4.3-2 6-0-4 8=0-15 12-1-6 2x4 SPF Std/Swd 16" O.C. 1 3-7-0 3.8-4 5-2-10 7-i-15 10-8-15 2x4 sPF std/Stud 24" O.C. 1 2-11-1 3-0-2 4-3-2 5-10-3 8-9-4 Diagonal braces over 6'-3" require a 2x4 T Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails Bin o.c., with 3in minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF H EIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH ASCE 7-10 160 MPH DURATION OF LOAD INCREASE :1.60 1'-3" End Wall STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. (2)-1 / (2) -1 Od NAILS jTrus s @ 24," o.c. 7x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d COMMON WIRE NAILS AND ATTACHED ' TO BLACKING WITH (5) -10d COMMONS. HORIZONTAL BRACE (SEE SECTION A -A) *t1�417filifttflff rj ON. .- ..�0t. No 514681 i �AkV STATE 6F •• '. . fit R 1 FL Cert. 6634 March 19, 2012 DT11 FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 aV-1aa 0 00 0 00 a MiTek Industries, Inc. MTek Industries, Chesterfield, MO Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses ar 24" ox. HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48" O.C. (SEE SECTION A -A) ATTACHED TO VERTICAL WITH (4) -16d Roof Sheathing \ COMON WIRE NAILS AD ATTACHED TOBLIOCNGWITH (5) r10d COMMONS. I Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENTTO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH. FASTEN PURLIN \ TO BLOCKING W/TWO 16d NAILS (MIN) Diag. Brace 1/3 \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES at points if needed \ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) -10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) -10d COMMON WIRE NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GA13LE TRUSSES MAY BE BRACED AS NOTED: METHOD I: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL SCAB MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTI NAILING SCHEDULE SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: - FOR W INDSPEEDS 120 MPH (ASCE 7-98, 02, 05),150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS>WITH ONE ROW OF 10d (.131"X 3") NAILS SPACED 6" O.C. - FOR WIND`SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131" X 3") NAILS SPACED 6" O.C. (2X4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAC- ." BRACING METHODS SHOWN ON PAGE 1.A..� VAUD AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD I l STRUCTURAL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM GABLE TRUSS / CHORD TO RESIST -ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY. ;<<u.urir�rr NOTE: THIS DETAIL ISTO BE USED ONLY FOR STRUCTURAL GABLES WITHINLAYED TRUSSES WITHOUT INLAYED .��� CJ •' E•�1 �'• ;.J,j / ♦~~ �� 1., SLC•'-•jY " STUDS. STUDS ARE NOT ADDRESSED HERE. STANDARD / GABLE TRUSS ; STATE 6F!a O9tiO�'��' .�,.••..,s FL Cert. 6634 March 19, 2012 PTl2 JANUARY 1, 2009 BEARING BLOCK DETAIL ST-BLCK1 �0 ® REFER TO INDIVIDUAL TRUSS DESIGN MTek Industries, Chesterfield, MO Page 1 of 1 FOR PLATE SIZES AND LUMBER GRADES IMPORTANT 0 0� This detail to be used only with one ply trusses with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. MTek Industries, Inc. 0-3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER ALLOWABLE REACTION BEARING BLOCK BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOAD (Ib) TOTAL EQUIVALENT BEARING LENGTH AND NAILING PATTERN GRADE (lb) * ALLOWABLE LOADS SYP 2966 975 3941 0-4-10 2x4 BOTTOM CHORD DF 3281 892 4173' 0-4-7 2 ROWS Ca 3- O.C. (8 TOTAL NAILS) HF 2126 772 2898 0-4-12 SPF 2231 754 2985 0-4-11 SYP 2966 1462 4428 0-5-3 DF 3281 1338 4619 0-4-14 26 BOTTOM CHORD 3 ROWS @ 3" O.C. HF 2126 1159 3285 0-5-6 (12 TOTAL NAILS) SPF 2231 1131 3362 0-5-4 SYP 2966 1950 4916 0-5-12 2x8 BOTTOM CHORD DF 3281 1784 5065 0-5-6 4 ROWS @ 3- O.C. HF 2126 1545 3671 0-6-0 (16 TOTAL NAILS)' SPF 2231 1 1508 1 3739 0-5=13 CASE 2 CASE' 1 4" MINIMUM T HEEL HEIGHT 1 BRGBLOCKTO BE SAME' 12• BLOCK SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. 12BLOCK ILa_ APPLY TO ONE FACE OFTRUSS. NOTES: OR TRUSS WOOD SPECIES. `+��1�y111l�ffljf} 1 SA L"••:, j( rrfi 1. USE LOWER OFT013 PLATE 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH ,��� ,4 �� f 1� EN 1 • •• r" AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ��~~ ' 3. NAILS DESIGNATED ARE 1od (A31" DIAM. x 3") N n .536A1 Y END FOR BEARINGS NOT NEARER THAN 3" TO THE OF A MEMBER (CASE 2), THESE VALUES MAY BE' STATE MULTIPLIED BY'A BEARING FACTOR OF 1.10 •r�tS . O R•1 O • \`,tip LOADS BASED ON FOLLOWINGVALUES: rr1f� �QjVA, +►�� 565 psiRPENDICULAR DF = 625 psi HF = 405 psi SPF = 425 psi FL Cert. 6634 NOTE: VALUES DO -NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. March 19, 2012 T)T13 FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK == ® MTekIndustries, Chesterfield, MO Page 1 of 1 =011 C== TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, a 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET Uvu ALONG A FLOOR TRUSS. MiTek Industries, Inc. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING U ATTACH TO VERTICAL WEB WITH (3) -10d NAILS ANCHOR TO ATTACH (0.131"x 3") TO:TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0.131"x 3") ATTACH T.O VERTICAL SCAB WITH (3) -10d NAILS (0.131"x 39 ATTACH 2x4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2)-10d NAILS (0.131"x 3") IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) -10d NAILS (0.131"x 3") 4-0-0 WALL TRUSS STRONGBACK (TYPICAL SPLICE) (BYO' It INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD.INTO EDGE -OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) ATTACH TO VERTICAL WEB WITH (3) -10d NAILS (0.131N 3") ATTACH TO CHORD WITH TWO #12 x 3" WOOD SCREWS (.216" DIAM.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) BLOCKING (BY OTHERS THE•STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) -1 Od NAILS (0.131" x 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) -1 Od NAILS (0.131" x 3") STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) i�;ttii w rt � tt��f STATE OF �+ ftjsS4�0 9 fly` FQI� Il �'d��ti FL Cert. 6634 1 March 19, 2012 • LATERAL TOE -NAIL DETAIL MII-TOENAIL AUGUST 1, 2016 aaaa 0 00 0 00 a MiTek USA, Inc. WmUfl A 1147ek Affiliate MiTek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH' AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (lb/.nail) DIAM, SP DF HF SPF SPF-S 0 .131 88.1 80.6 69.9 68.4 59.7 Z O .135 93.5 85.6 74.2 72.6 63.4 J .162 118.3 108.3 93.9 91.9 80.2 ri Z .128 84.1 76.9 66.7 65.3 57.0 0 J 131 88.1 80.6 69.9 68.4 59.7 N .148 106.E 97.6 84.7 82.8 72.3 cri 0 .120 73.9 67,6 58.7 57.4 50.1 p .128 84.1 76.9 66.7 65.3 57.0 J o .131 88.1 80.6 69.9 68.4 59.7 a7 .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ibinail) X 1.15 (DOL) = 317.0 lb Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEARSIDE NEARSIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE 1 NEARSIDE NEAR SIDE SIDE VIEW SIDE VIEW 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE -- -- ----� FAR SIDE NEARSIDE - i FARSIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE I FAR SIDE NEARSIDE ---I FAR SIDE STATE OF .• ,LOR1dQ'� A` Thomas X ftanlPE No 393,80 Wft 05A. Inm FL C2rt 0634 6904 Parke East Blvd. Talnjl3 FL33610 NEAR SIDE NEAR SIDE NEAR SIDE NEARSIDE SIDE VIEW (2x6) 4 NAILS August 15,2018 AWARN/NG - Vorify design parameters and READ NOTES ON THIS AND INCLUDED tH MK REFERENCE PAGE MI.7473 rev. 1010MO15 BEFORE USE. Design valid for use only with MT00 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 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 ®k' WOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 'y'T fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIrrP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Patke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 WAi2 M -I�HIP JACK FlRST ANDS ..;-.­'7liENiINSTALL'YiMg70IHE-DPPO§iffiPACt AQRAST71E, - NSTAUED'STRAPS. B EMBEMI- V, E.-,SUPPIJ'F-D' Y.- ALL N' STRAW: B THE.- i3ujLDER/CqmmtR- C. AN I; RRED COR ER S IN,G DE TAIL IL M 201 13, DT15 JANUARY 1, 2009 1 REPAIR TO (RE)MOVE INTERIOR VERTICAL MEMBER I ST-REP20 MTek Industries, Chesterfield, MO Page 1 of 1 l `TIF 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL 0 0o INTEN I'ION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION 0 0o OF THE TRUSS IS UNDAMAGED.7HE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING MTek Industries, Inc. THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN;PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. BOTTOM CHORD MEMBER MAY VARY IN PITCH FROM 8112 TO (- 8112) , CONNECTOR PLATE AND WEB MUST NOT BE DISTURBEDII NO BEARING MAYBE PRESENT AT THIS JOINT II TRUSS CRITERIA LOADING s 40-10.0-1.0,"(MAX) DURATION FACTOR 1.15 TRUSS SPACING 2e" MAXIMUM CHORD SIZE: 2X 4 OR LARGER (NO 2 MIN GRADE) TOP CHORD PITCH : 3/12 -12/12 BOTTOM CHORD PITCH:1.5/12 - 8112 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES O ATTACH 2X4 SPF NO.2 TO ONE FACE OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND CLUSTER OF (3)10d (3- X 0.131") NAILS IN EACH MEMBER. SCAB MUST BE ATTACHED TO A MINIMUM THREE TRUSS MEMBERS. fit ``r' Nn .53681 r� + + r ?j� a fj ;,'9r+r. ,STATE QF u1+T rr.• •�. rAS trtrrr���rt� FL Gerti� 6634 March 19, 2012 ID: DT16 MAXIMUM ALLOWABLE REACTION FOR TOE -NAIL CONNECTION: THIS DETAIL IS APPLICABLE ONLY TO 2X4 AND 2X6 SOUTHERN PINE LUMBER SPECIES. FOR ALL LUMBER , PLATES, ;ETC.; NOT SHOWN, REFER TO ORIGINAL TRUSS DESIGN DRAWINGS SEALED BY ROBBINS ENGINEERING INC. APPLY ALL FASTENERS SO AS TO AVOID DAMAGING OF LUMBER AND LOOSENING OF PLATES AT JOINTS. REFER TO THE TABLE PROVIDED FOR MAXIMUM ALLOWABLE REACTIONS FOR CASES SHOWN IN DETAIL. CASE A: MEMBERS ARE ATTACHED TOGETHER AT 90 DEGREES AND TOE —NAILS ARE DRIVEN AT 30 DEG. BEGINNING AT 1/3 OF NAIL LENGTH INTO SIDE MEMBER (*). CASE B: MEMBERS ARE ATTACHED AT 45 DEG. AND SIDE MEMBER HAS SINGLE OR DOUBLE BEVEL' CUT. IN THIS CASE, NAILS ARE APPLIED AT 45 DEG. TO THE SIDE MEMBER (*) AND PERPENDICULAR TO THE MAIN MEMBER. CASE C: MEMBERS ARE ATTACHED AT 45 DEG. AND SIDE MEMBER (*) HAS SQUARE CUT. IN THIS CASE, NAILS ARE APPLIED AT 45 DEG. TO THE SIDE MEMBER AND PERPENDICULAR TO THE MAIN MEMBER AS SHOWN IN DETAIL. I. CASE r.Au CASE E „S„ LOAD DURATION FACTOR OF 1.60 MAY BE USED ONLY FOR UPLIFT REACTIONS DUE TO WIND. CASE B 1 1.25 294 441 588 181 1 271 1 361 1.33 313 469 626 192 1 288 384 1.80 376 ' S64 753 231- 347 462 CASE C 1 1.25 1.33 1.60 248 262 315 1 393 1472 N!A NIA 143 172 216 258 WA NIA •F �ry R088INScouoederplatashell beapplied onboth reasoftrmsdeeebjofnLCenter the unla, Indicated mhrrwlum . No loelmots arweoein Flawcautoctosa. Robbins Eng. Cu. barsnorapomibWLyforthe ereedonorbuma,Bddbraetngor pc�sumthumbmdog Rdato BeS((-03mpubWhedbythe Ti=Plnbo ®B T I\�(I (qJ J, pWa, Sp166dyw1unrabown.Ovmu9spsnsaseume4'bariogset.aehend. oglesslnd;okd othcmisx OtdngmtdW mtLoasbel(bepafotmrdaoegWpmantwblcbpmdum Imtitow.215NoMLee Sb.4Suite 312.Alexendtm,VA22314. Pecousarci(o8 trusses am cautioned toscdclmrnsiandadvice eaaamlagProper awdonbmcing aoogfinmgjawt3 mdplatcs. Unlemothvwiunoted,mobw"camteotoflumba3}mg 19%at anscuffebricadca nd this design b nolspplicaWe for use with mpmveetuppl'mg end •damholog'..Cam should beahm to prevent domoge during fabrication, stenge, shipplog andereetioa. Yap turd bottom chests cbog be Engineering Inc. not er %eed Ere rcrmdent fimber cad someysaavadve Nam eau This deign was prcpmed to drraidmm whb'Natiamd Dafga Spocificed a rnrWood Construction' (AMPA), ad4usldy bmmd fa the abmnw of ehad4g nr s(gW ccDW& rc,pee54ely. 149 the respmn3lgryeEodva m sseardn thes tim daltpt fasdanttllred eo this dnewfog P.0.9on 28aa35, Tampa. FI. 33ga2 aNstimid Delg SLudsrd rorMeml Plme Comccwd Wood Truss Cunsuuceon• (ANSft?I 1.2002) end HUD Design Cited- forisusmd Rafters. mees oA the smut dead lads lmpnsed by the munme sod th Gve loads re imposed by the Ioa1 building code or historical dinm6e teeardt FURNISH ACOPY OF THIS DEMON TO ERE=ONCONTRACEOR. rriSTHERPSPONSIBILiTYOFTHEBUIL INC)DESIGNER TO REVIEW THIS TRUSS DEMON DAAWINO&VERIFY s s THATDATA INCLUDING D.M &LOADS CONFORM TO ARCH. PLANISPECS&FAH. TRUSS P(ACE1MMI)IACRAK • ip: .•. p }}r E hl 4T.ATE OF a w iyauu.+F'Div ���q�y. '��#aduR.9ltaga� is.6ir11>•FL�rxiD� - 'arbifr t:vis( Galad i 09/02/2008 Designed By: MG Checked By: MS Date: 09/12/06 GD-74 Carl G. Forb'e9, P.E. 555 South Pompano Pkwy. Pompano Beach, FL 33069 (954)682-6651 .v. u, I I Simpson Strong i ie QUICK REFRENCE GUIDE REFER TO CATALOGUE FOR DETAILS Manufacturer STOCK HANGER LIST page# GRAVITY UPLIFT GRAVITY UPLIFT ROOF Simpson U24 Loose 1113 364 Simpson HUS26 132 3335 1550 Simpson HUS28-2 74 1960 1550 Simpson HHUS28-2 133 6440 2000 Reduced for 2x6BC =4265 1550 Simpson HTU210 135 6995 3315 Heel less then 9.25" = 4355 1330 Simpson HUC414 76 4335 2015 Simpson HGUS28-3 133 7460 3235 Simpson HGUS28-2 133 7460 3235 Simpson HGUS414 133 .10100 5515 Simpson HGUS214-4 133 9600 5045 Simpson HGUS7.25 106 9100 4095 Simpson LSSU210 123 1205 785 Skewable & Slopeable Simpson LSSU410 123 3035 1150 Simpson MTH M 141 H>2010 / J-1005 H715/J360 Simpson SUL26 87 1055 765 Simpson SUR26 87 1055 765 Simpson THJA26 140 H-2450 / J-815 H-720 / J-240 FLOORS HHUS48 133 4215 2000 HGUS48 133 7460 3235 THA422 131 2254 0 THAC422 131 2254 0 THA426 90 2435 0 STRAPS H-6 STRAP 47? .�...�-'-�•.;':.�:+i �f.:-c. _. ; ..r ��;yL4;�r.�:.r:,-�5�'Ii.''rF'•�-`-•:6?��'.,zL •� :'7'V;.>� i• '',gyp �f•'e�� �+� �• •� /v SEP dr R 2013 ~~ No as G_enerales j Gene al Notes mcdo are not d in any way to the rn temporary lateral restraint Los trusses no estJn marcao� de ningdn qua identifique Is frecuen a o loc alizaci6n der strict 6n las fTrusses requency or local oof and diagonal bracing. Follow the recommendations lateral y amiostre diagonal tempoales. Use recomendeciones de manejo, i4stelaci6n, restdcci6n for handling, installing and temporary restraining and bracing of trusses. Refer to SCSI -Guide to y arnostre temporal do los; trusses. Vea a/ Guta de Buena PrSctica pars at Manejo, Inlstalaiate oi6n, Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Restriccibn y Arriostre de los Trusses de Madera Conectados con Places de Metal—paa informaci6n Trusses'" for more detailed information. mds detallada. Truss et alri may specify locations of lateral restraint or reinforcement for Los dibujos de diseno de los trusses pueden especi6rar permanent individual truss members. Refer to the BCSI-B3"' for more information. All other permanent bracing las localizaciones de restriccibn lateral permanente o refuerzo an los mtembros individuates del truss. Uea design is the responsibility of the building designer. permanentes son la , �e to/lde los diserios de rdo t s l responsabilidad del disenador del edificio. 46 DANGER The consequences of improper handling, erecting, installing, restraining ) and bracing can result in a collapse of the structure, or worse, serious personal injury or death. 1PELIGROI El resultado de un manejo, levanta- miento, instalacift restriccibn y ardsotre incorrec(o puede ser la calda de la estmctura o a0n pact, heridos o muertos. ® CAMON Exercise care when remov- ing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. IOAUTEW Utilice cautela al quitar las ataduras o los pedazos de metal de sujetar Para evitar dano a los trusses y prevenir la herida personal. Lleve el equipo protective personal Para Ojos, ' pies, manos y cabeza cuando trabaja con ®GAUTION Use ICRUTFAM trusses. special care in Utilice cuid'do windy weather or especial an II - - near power lines digs ventosos o Handling — Manejo( and airports. cerca de cables el6ctricos o de EmAvoid lateral aeropuertos. 1 bending. Evite la flexi6n lateral. Spreader bar for truss y The contractor is responsible for eQ�De properly receiving, unloading and storing '" O O the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tlene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses an le obra. Descargue los trusses an la tierra liso Para prevenir at dano. LI Q Use proper rig- Use equipo apropiedo ging and hoisting Para levantar e equipment. improvisar. . Trusses may be unloaded directly on the ground at (S) DO NOT store the time of delivery or stored temporarily in contact unbraced bundles with the ground after delivery. If trusses are to be upright. stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (oc). Los trusses pueden ser descargedos directa- mente an at sueld on equal momento de entrega o almacenada,s temporalmente an contacto con el suelo despuEs de entrega. Si tos trusses estaran guardados Para mas de una Samaria, ponga bloqueando de allure subcienle detrSs de la pila de los trusses a 6 haste 10 pies an contra, foc). Q If trusses are to be stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por md's de una semana, cubra los paquetes Para protegedos del ambiente. Refer to SCSI*** for more detailed information per- taining to handling and jobsite storage of trusses. Uea el follelo BCSI'•' pans informaci6n mils detal- lada sobre at manejo y almacenado de los trusses an Brea de trabajo. DO NOT store on uneven ground. NO almacene verticalmente los trusses sueltos. NO almacene an tierra desigual. ' •,� him I - , FEMO'�►.� Hoisting and Placement of Truss Bundles Recomendaciones Para Levantar Paquetes de Trusses DON'T overload the crane. NO sobrecargue la grOa. NEVER use banding to lift a bundle. NUNCA use las ataduras Para levantar un paquete. Q A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and parallel - WARNING Do not overload supporting chord trusses up to 45' (13.7 m). Use at least structure with truss bundle. three lift points for bundles of top chord pitch trusses >60' (18.3 m) and parallel chord trusses 1ADVERTENCIAI No sobrecargue Is >45' (13.7 IT). estructura apoyada con el paquete de trusses. Puede user un solo lugar de levantar Para paquetes de trusses de Is cuerda superior Q Place truss bundles in stable position. haste 45' y trusses de cuerdas paralelas de Puse paquetes de trusses an una 30' o menos. Use por to menos dos puntos posici6n estable. de levantar con grupos de trusses de cuerda superior inclinada hastd 60' y trusses de cuerdas paralelas hosts 45. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45. Mechanical Hoisting Recommendations for Single Trusses Recomendaciones Para Levantar Trusses Individuales Using a single pick -point at the peak can damage the truss. El use de un solo lugaran el pico Para levantarpuede hater dano at truss. S, or less Bade bar ?tigt T� oe-in —�I Tagline 3 m) TRUSSES HASTA 60 PIES Q Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. �. Approx. 1/2 it Tagline truss length E TRUSSES UP TO 30' (9.1 m) TRUSSES HASTA 30 PIES Locate Spreader barLLAdachabove or sailer b10' (3 h oc max. mid -height 1- Spreader bar to I 3/4 truss length —III TRUSSES UP TO AND OVER 60' (18.3 m) TRUSSES HASTA Y SOBRE 60 PIES Q Mi to e La m agonal. Q This re (PCTS). `lit(•�ia:fa:» Up to 30'. (9.1 m) 30'- 45' (9.1 m-13.7m) 45'- 60' (13.7m-18.3m) 60'- 80' (18.3 in - 24.4 m)' 'Consult a Registered Design Professio Consu/te a un Professional Registrado Q See BCSI-82••' for TCTLR o lrea at SCSI-B2"' Para las opci Refer to BCSI-B3•'• for Gable End Frame restraint/bracing/ reinforcement information. Para informacidin sobre restricct6N ardostre/refuerzo Para Armazones Hastiales vea at resumen BCSI-B3--- - Sostenga cada truss an posici6n con equipo de gr6a pasta qua to restriccibn lateral temporal de 10 Is cuerda superior esid instalado y el truss esta asegurado an los soportes. of Single Trusses by Hand Factions de Levantamiento de Trusses Por La Mano I_ Note: Ground bracing not shown for clal Repeat diagonal braces for each set of Repito los arrisotres diagonales Para C, s+r7.7 LATERAL RESTRAINT VERY IMPORTANT Q 1Trusses 20' Trusses 30' �1 ` (s.1 m) or (9.1 m) or less, } 'LA 1MPORTAN�S LATERAL V EL �ess, support support at near peak. quarter points. 12) WEB MEMBER PLANE — Soporte PLANO DE LOS MIEMBROS cerca to pico Soporte de S7r7ECUNDARIOS los trusses p delos cuartos Trusses u to 30' I Web members F Trusses u to 20' de tramo los de 20 pies o I I t up )to m) trusses de 30 (9.1 m) meri�Os. Trusses haste 20 pies pies o menos. Trusses haste 30 pies jI ®I Refer to BCSI-B2" for more information. Uea at re sumen BCSI-82— pare mils informaco6 Q Locate ground braces directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arnostres de tierra Para at primer truss directamente an lfnea con cada una de las frlas de restriccibn lateral t rd Temporary lestraint Zoo, typ, e mporal de Is cuerda //=go° Brace first superior (vea Is table an la pr6xima column). Cr/ Y7 truss DO NOT walk on unbraced trusses, securely NO canine an trusses sueltos. before erection of DO NOT stand on truss overhangs until additional Structural Sheathing has been applied to trusses. the truss and overhangs. 4 NO se pare an voladizos cerchas pasta Revesttmiento estructural he side aplicedo a la armadure y voladizos. 10' (3 m) -15' (4.6 m) max. Same spacing as bottom chord lateral restraint Diagonal braces ev 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for clarity, 31 B07TOM CHORD PLANE — CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses or CLR splice reinforcement.\ Bottom chords 10'(3m)-15'(4.6m)max. utagonal braces every - truss spaces 201(6.1 m)