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HomeMy WebLinkAboutREVISION 2-21-18OFFICE USE ONLY: p DATE FILED: REVISION FEE: PERMIT # I'I I L)- 0 J n rl RECEIPT # 12 q r� PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2 ann VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 RECEIVED AF PLICATION FOR BUILDING PERMIT REVI ONS PROJECT INFORMATION FEB 212018 LOCATION/SITE ST, Lucie County, Permitting ADDRESS: DETAILED DESCRIPTION OF REVISIONS: rl I CONTRACTOR INFORMATIC STATE of FL REG./CERT. #: C BUSINESS NAME: QUALIFIERS NAME: , „n ADDRESS: Z-7.0 I - CITY: TA-- t-elLsL PHONE (DAYTIME): :),)-Z� OWNER/BUILDER INFORMA' NAME: i� we, r' S ADDRESS:_ o CITY:( PHONE (DAYTIME: ARCHITECT/ENG\INEER INFI _ NAME: o `1 El ADDRESS: CITY: PHONE (DAYTIME): l �zr.•LE C DSZ1 O 3 ST. LUCIE CO CERT. #: -eo Ls s A.�,Cne- STATE: )A K� . C, ZIP: FAX: Ayp _ STATE 020 I,TION: U-C ZIP: �3 3 ;-( FAX: S�� I In u 1 O STATE: ZIP: FAX: SLCCC: 9123109 Revised 06/30/17 REVISION M1I. MiTek' RE: 74565 - Sedona I V Lumb e r design values are in accordance with ANSI/TPI 1 section 6.3 Theseltruss designs rely on lumber values established by others. Site Information: Customer Info: EDWARDS LANDING, LLC Lot/Block: S Address:. 3156-3166.Morningdew. Lane ..City: ` FORT PIERCE S. Name Address and License # of Structura Name: John-M. Foster -Architect Address: 11205 Ridge Ave City: Fort Pierce General Truss Engineering Criteria & Des Loading Conditions): Design Code: FBC2014ITP12007 • Wind Code: ASCE 7-10 -Roof Load: 37.0 psf This package includes 10 individual, Truss With my seal affixed to this sheet, I hereby i conforms to 61G15-31.003, section 5 of the No. I Seal# Truss Name Date 1 IT129268621A 1 1/10/18 12 I T12926863 J Al 1 1/10/18 13 1 T12926864 1 B 1 1 /10/18 14 1 T12926865 1 GEA 1 1/10/18 15 1 T12926866 1 VA 1 1 /10/18 16 1 T12926867 1 VB 1 1/10/18 17 1 T12926868 1 VC 1 1 /10/18 1 18 1 T12926869 1 VD 1 1 /10/18 1 19 1 T1 2926870 1 VE 1 1/10/18 1 110 1 T12926871 I VGE 1 1/10/18 The truss drawing(s) referenced above have been MiTek USA, Inc. under my direct supervision ba provided by Chambers Truss. Truss Design Engineer's Name: Albani, The My license renewal date for the state of Florida i; IMPORTANT NOTE: The seal on these truss compoi thELt the engineer named is licensed in the jurisdiction(s) iden designs comply with ANSI/TPI 1. These designs are based t shown (e.g., loads, supports, dimensions, shapes and desigr given to MiTek. Any project specific information included is file reference purpose only, and was not taken into account it these designs. MiTek has not independently verified the app parameters or the designs for any particular building. Before should verify applicability of design parameters and properly into the overall building design per ANSI/TPI 1, Chapter 2. MiTek USA, Inc. 6904 Parke 3East Blv1d. 15 Project Name: 3156-3166 Morningdew �'aatie� Model: )division: SEDONA Ite: FL Engineer of Record, If there is one, for the building. License #: AR0008511 State: FL Loads (Individual Truss Design Drawings Show Special Design Program: MiTek 20/20 7.6 Wind Speed: 160 mph Floor Load: N/A psf i Drawings and 0 Additional Drawings. that I am the Truss Design Engineer and this index sheet a Board of Professional Engineers Rules. � I`(ed•OQ�r3 RECEIVED FEB 21202 STD woe r9gnty; Permitting )repared by `��,� I,..10i 4e ,-d on the parameters nas 380 • February 28, 2019. ent designs is a certification S1 STA E O F fied and that the Son parameters codes) which were , .� . . xN ��� �' 4 OR 1'D x MiTek's customers ��i SS'/ ...... the preparation of cability of the design ase, the building designer Thomas A. Albans PE No.39380 icorporate these designs MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 10,2018 Albani, Thomas 1 of 1 Job Truss Truss Type a Qty r Ply Sedona T12926862 74565 A SPECIAL 24 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL -2-0-0 , 6-10.0 2-0-0 6-10-0 ID:1rBy73sLN6PTWiq FgX2KypcYO-Pl8E7eawbTHxPQr3oE2_810vzKrzEHeAbYOFdKzwkuX 11-0-0 16.11-9 22-8.0 28.4-7 34 4-0 38 6-0 45-4-0 47.4-0 4-2-0 5.11-9 5-8-7 5.8-7 5-11-9 4-21 6-10-0 Scale = 1:82.7 4.00 12 sxs 11 � 6 3x5 3x5 5 26 27 7 5x6 % 5x6 3x5 i 3x5 3 15 9 25 7x10MT18HS= 28 0 N 2 1 16 14 10 ,e 3x5 - 71Ioi 3x5 d o 18 17 13 12 3x4 II 5x12 MT18HS= 400 12 3x4 I 4x6 4x6 — 5x12 MT18HS— r! 6-70-0 11-0-0 16-11-9 22-8-0 28-4-7 34-4-0 38-6-0 45-4-0 6-10-0 4-2-0 5-11-9 5-8-7 5.8-74-2-0 6-10-0 Plate Offsets (X Y)-- f4:0-3-0 0-3-0) f8:0-3-0 0-3-01 f13:0-8-4 0-2-41 f17:0-8-4 0-2-41 —A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.64 15 >852 360 MT20 244/190 TCDL - 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -1.46 14-15 >372 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.59 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Mat'x-M) Wind(LL) 0.82 15 >666 240 Weight: 226lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-8 oc bracing. WEBS 2x4 SP No.3 `Except` 6-15,8-13,4-17: 2x4 SP M 30 REACTIONS. (lb/size) 2=1788/0-8-0, 10=1788/0-8-0 Max Horz2=-273(LC 10) Max Uplift2=-1040(LC 12), 10=-1040(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less exc pt when shown. TOP CHORD 2-25— 4160/2449, 3-25=-4092/2464, 3-4=-3849/2367, -5=-4990/3002, 5-26= 5305/3127, 6-26=-5252/3141, 6-27=-5252/3121, 7-27= 5305/3108, 7-8=-4990/3023, 8-9=-3849/2367, 9-28=-4092/2462, 10-28= 4160/2448 BOT CHORD 2-18=-2179/3882, 17-18=-2179/3882, 16-17=-2117/38 9, 15-16= 2659/4952, 14-15= 2721/4952, 13-14=-2153/3838, 12-13=-2217/3 82, 10-12=-2217/3882 WEBS 6-15= 1670/3040, 7-15=-194/527, 7-14=-524/372, 8-1 556/1105, 8-13=-949/593, 9-13=-337/193, 5-15=-61/514, 5-16=-524/359, 4-16=-54/1105, 4-17= 949/585, 3-17=-333/195 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TC , L=4.2psf; BCDL=3.Opsf; h=13ft; B=95ft; L=481t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterlor(2) -2-0-9 to 2-8-10, Interior(1) 2-8-10 to 22-8-0, Extedor(2) 22-8-0 to 27-5-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load noPconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom, chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate c pable of withstanding 1040 lb uplift at joint 2 and 1040 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIF7473 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 applicabllityof d sign parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web rnd/or chord members only. Additional temporary and permanent bracing KWIC Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 3121 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qty s Ply Sedona T12926863 74565 Al SPECIAL 16 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1 -2-0-0 1 Ho-02-0-0 6-10-0 1.04v snug 10 zv] r Mn eK rnausmes, inc. wea van iv i4:6r:vi zuie rage i I D:1 rBy73sLN6PTgDg3xFgX2KypcYO-tUidK_bYLnPnOaQGMxZDhW Y65kE2zf2JpC7o9mzwkuW 28-4-7 34-4-0 38-6-0 i 45-4-0 i 5-8-7 5-11-9 4-2-0 6-10-0 Scale = 1:81.5 5x6 = 4.00 12 6 3x5 3x5 25 26 5 7 5x6 5x6 4 4x5 % 4x5 3 14 9 27 24 6x8 = o m 2 15 13 10 w m 1 x5 3x5 - Im 0 6 17 16 12 11 3x6 15x8 = 4 00 F12 5x8 = 3x6 11 4x5 = 4x5 — • 6-10-0 11-0-0 16-11-9 22-8-0 28-4-7 34-4-0 38-0-0 38-1 -0 45-4-0 6-10-0 4-2-0 5-11-9 5-8-7 5-8-7 5-11-9 -0 4-2-0 0-06" Plate Offsets (X,Y)-- f4:0-3-0,0-3-01,18:0-3-0,0-3-01,(12:0-5-12,0-2-81,r16:0-5-12,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.32 14-15 >999 360 MT20 244/190 TCDL ` 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.76 14-15 >612 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.35 11 n/a rUa BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(ILL) 0.4214-15 >999 240 Weight: 223lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1496/0-8-0, 11=1969/0-8-0 Max Harz2=270(LC 11) Max Uplift2=-886(LC 12), 11=-1043(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less exceRt when shown. TOP CHORD 2-24=-3350/1840, 3-24=-3288/1854, 3-4=-2986/1724, 4--5=-3625/2002, 5-25=-3463/1806, 6-25— 3409/1820, 6-26= 3409/1801, 7-26= 3463/1787, '/-8=-2678/1415, 8-9= 1111/609, 9-27=-1304/868,10-27=-1318/814 BOT CHORD 2-17=-1645/3147, 16-17=-1645/3147, 15-16=-1510/2969, 14-15=-1706/3591, 13-14— 1154/2646, 12-13= 429/1084, 11-12=-772/1331 10-11=-772/1331 WEBS 6-14=-874/1880, 7-14=-407/882, 7-13=-822/601, 8-13=- 57/1617, 8-12=-1197/780, 9-12=-1459/1973, 9-11=-1828/1503, 5-14=-344/397, 4- 5— 195/618, 4-16=-649/376, 3-16= 392/247 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=95ft; L=4811; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -210-9 to 2-8-10, Interior(1) 2-8-10 to 22-8-0, Extedor(2) 22-8-0 to 27-5-3 zone; cantilever right exposed ;C-C for members and forces & fvlW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nohconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom, chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 886 lb uplift at joint 2 and 1043 lb uplift at joint 11. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was ised in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTek® connectors. This design Is based only upon Orameters shown, and Is for an individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design building design. Bracing Indicated Is to prevent buckling of Individual truss web parameters and property Incorporate this design Into the overall bnd/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , city Ply sedona T12926864 74566 B COMMON 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1 3x5 = fi 6.00 F12 7-0-0 12 / 4x5 = 2 4 2X3 11 I D:mxt3zU UQIcPw?thmwC9H W gzwlOu-MhG?XKcA65Xeek?Swf4SDj5J28fdiGMT2stLiCzwkuV 14-0-0 7-0-0 Scale = 1:26.7 f-u-u 1 ,-v-u LOADING(psf) SPACING- 2-0-0 CS1. DEFL, in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.03 4-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.08 4-10 >999 240 BCLL - 0.0 Rep Stress Incr YES W B 0.11 Horz(TL) 0.01 3 n/a fda BCDL 10.0 Code FBC2014/TP12007 (Mattrix-M) Wind(LL) 0.04 4-10 >999 240 Weight: 49lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=518/0-8-0, 3=518/0-8-0 Max Horz 1=150(LC 11) Max Upliftl=-275(LC 12), 3= 275(LC 12) Max Gravl=519(LC 17), 3=519(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exce t when shown. TOP CHORD 1-11=-637/458, 11-12=-556/468, 2-12=-535/480, 2-13= 535/480, 13-14=-556/468, 3-14= 637/458 BOT CHORD 1-4=-259/498, 3-4=-259/498 WEBS 2-4=-7/282 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCgL=4.2psf; BCDL=3.Opsf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) 0-0-0 to 4-9-3, Interior(1) 4-9-3 to 7-0-0, Exterior(2) 7-0-0 to 11 9-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load noi iconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottochord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate c pable of withstanding 275 lb uplift at joint 1 and 275 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-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 cl sign parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss weband/or chord members only. Additional temporary and permanent bracing MiT®k• Is always required for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute; 218 N. Lee Street, Suite 3121 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type t Qty Ply Sedona T12926865 74565 GEA GABLE 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL -1-4-7 r 7_4_7 3x4 = 7-0-0 6.00 12 j 16 3 15 14 I D:mxt3zU UQIcPw?thmwC9H W gzwl0u-gtgNlgdotOfVGuaeUMbhmxeW sY2nRjicH W cvEfzwkuU 14-0-0 i 15-4-7 i 7.0-0 ' 1-4-7 ' Scale = 1:27.9 4x4 = 5 6 17 7 18 8 9 71 I°' 12 11 10 3x4 = I 14-V-V 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) -0.00 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 9 n/r 90 BCLL - 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Ma rix) Weight: 65 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-0-0. (lb) - Max Horz 2=181(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=-192(LC 12), 8= 192(LC 12), 13=-111(LC 12), 14=-103(LC 12), 11=-111(LC 12), 10=-103(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 8, 1 , 13, 14, 11, 10 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less exc pt when shown. TOP CHORD 4-5=-81/283, 5-6=-81/293 WEBS 4-13=-131/308, 3-14=-171/343, 6-11 =-1 30/308, 7-10= 171/343 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; T DL=4.2psf; BCDL=3.Opsf; h=13ft; B=95ft; L=48ft; eave=2ft;,Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) - -5-4 to 3-4-0, Exterior(2) 3-4-0 to 7-0-0, Comer(3) 7-0-0 to 11-9-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building design ar as per ANSVTPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. . 7) This truss has been designed for a 10.0 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 192 lb uplift at joint 2, 192 lb uplift at joint 8, 111 lb uplift at joint 13, 103 lb uplift at joint 14, 111 lb uplift at joint 11 and 103 lb uplift at joint 10. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model as used in the analysis and design of this truss. ® WARNING. Veri%y design parameters and READ NOTES ON THIS AND INCLUDED MI M REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MITekO connectors: This design Is based only uPgl a InrSs system. Before use, the building designer must verify the applicability o n parameters shown, and Is for an Individual building component not f design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss w b and/or chord members only. Addifional temporary and permanent bracing MiTele is always required for stability and to prevent collapse with possible personal 11"Jury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss system , seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 3 2. Alexandria, VA 22314. Job Truss Truss Type Qty Ply Sedona T12926866 74565 VA VALLEY 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.00 F12 13 2x3 II 10/ 2 8 3x4 i 2x3 I I I D:mxt3zU UQIcPw?thmwC9H W gzwlOu-gtgNlgdotOfVGuaeUMbhmxeUGY2eRjkcH W cvEfzwkuU 13-4-0 6-8-0 Scale = 1:23.5 4x4 = 3 7 2x3 11 14 11 \- \ 42x3 11 6 2x3 11 12 3x4 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL - 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matnx) Weight: 48 lb FT = 20% LUMBER- BRACING- ' TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling. directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. . All bearings 13-4-0. (lb) - Max Horz 1=-130(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except E=-196(LC 12), 8=-196(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=324(LC 18), 8=324(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6= 241/336, 2-8=-242/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL11.2psf; BCDL=3.Opsf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 017-7 to 5-4-10, Interior(1) 5-4-10 to 6-8-0, Exterior(2) 6-8-0 to 11-5-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 botto chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate c pable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=ib) 6=196, 8=196. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model wa used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with MITekO connectors. This design Is based only upor�� parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �' building design. Bracing Indicated is to prevent buckling of Individual truss web' and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I 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 33610 Job Truss Truss Type Qty � Ply Sedona T12926867 74565 vB GABLE 6 t Job Reference (optional) cnamners i russ, inc., ron Warta, IL I D,mxt3zU UQIcPw?thmwC9H W azwlOu-1301vOdQeinMt29al47w1 BAazxIuAA_mW AMSm5zwkuT 5-4-0 4x5 = 2 6.00 FIT ' c ' 1 4 3x4 5- 2x3 11 3x4 3 Scale = 1:19.0 I.AADING(psi) SPACING- 2-0-0 CSII DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC ' 0.37 Vert(TL) n/a n/a 999 BCLL - 0.0 Rep Stress Incr YES WB 0.10 Horz(fL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 35lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=157/10-8-0, 3=157/10-8-0, 4=383/10-8-0 Max Horz 1=-101(LC 10) Max Upliftl=-98(LC 12), 3= 98(LC 12), 4=-174(LC 12) Max Grav1=161(LC 17), 3=176(LC 18), 4=383(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-247/334 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; T DL=4.2psf; BCDL=3.Opsf; h=13ft; B=9511; L=48f; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) one;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load gonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) 4=174. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED 1011EK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE.. Design valid for use only with MITek® connectors. This design Is based only up¢n parameters shown, and Is for an Individual building component, not �' a truss system. Before use, The building designer must verify The applicability o building design. Bracing Indicated Is to prevent buckling of Individual truss web design parameters and properly Incorporate this design into the overall and/or chord members only. Addillonal temporary and permanent bracing Mii'ek` Is always required for stability and to prevent collapse with possible personal Injury storage, delivery, erection and bracing of trusses and truss systems, and property damage. For general guidance regarding the seeANS,/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.fabrication, Solely Information available from Truss Plate Institute, 218 N. Lee Street. Suite 112, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type city Ply Sedona T12926868 74565 VC VALLEY 6 1 J. Job Reference o tional • Chambers Truss, Inc., Fort Pierce, FL 4-0-0 6.00 12 I D:mxt3zU UQIcPw?thmwC9H W gzwlOu-130ly0d&inMt29g147wl BAcUxKZAAQmWAMSm5zwkuT 8-0-0 40-0 Scale = 1:15.4 4x4 = 2 3 4 3x4 i 2x3 3x4 8-0-0 8-0-0 LAADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL - 0.0 Rep Stress Incr YES W B 0.07 Horz(TL) 0.00 3 Na n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix) Weight: 25lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=125/8-0-0, 3=125/8-0-0, 4=250/8-0-0 Max Harz 1= 73(LC 10) Max Upliftl=-85(LC 12), 3— 85(LC 12), 4=-96(LC 12) Max Gravl=126(LC 17), 3=137(LC 18), 4=250(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less exce It when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TC L--4.2psf; BCDL=3.0psf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat.[[; Exp C; Encl., GCpi=o.18; MWFRS (directional) and C-C Exterior(2) zdne;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beating. 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 bottorrl chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3, 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of dsign building design. Bracing Indicated is to buckling of individual truss web parameters and properly Incorporate this design Into the overall and/or chord members only. Additional temporary and permanent bracing rt� Mi prevent Is always required for stability and to prevent collapse with possible personal Inlur� and property damage. For general guidance regarding the YT et` fabricallon, storage, delivery, erection and bracing of trusses and truss systems, s eANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sul ie 312, Mexandria, VA 22314. Job Truss Type Qty Ply SedonaT12926869 74565 VD FVAIsLsEy 6 1 Job Reference (optional) • Chambers Truss, Inc., Fort Pierce, FL 1 3x4 i 6.00 12 2 4 2x3 I I 4x4 = I D:mxt3zU UQIcPw?thmwC9H W gzwlOu-mGy7AMe2POvDVBk1 bnegrMj rBLijve2vkg5? IXzwkuS 5-4-0 2-8-0 Scale = 1:11.6 3x4 3 ' 2-ti-U I L-t1-V LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL - 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=76/5-4-0, 3=76/5-4-0, 4=151/5-4-0 Max Horz1=-44(LC 10) Max Upiiftl=-51(LC 12), 3=-51(LC 12), 4=-58(LC 12) Max Grav1=76(LC 17), 3=83(LC 18), 4=151(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less exce t when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=9511t; L=48ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load noconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model wasl used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTek® connectors. This design Is based only upon Parameters shown, and Is for an Individual building component, not �' a truss system. Before use, The building designer must verify the applicability of building design. Bracing Indicated Is to prevent buckling of Individual truss web design parameters and properly incorporate this design into the overall bnd/or chord members only. Additional temporary and permanent bracing p/� Mi 9T ek` Is always required for stability and to prevent collapse with possible personal blury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I 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 33610 Job Truss Truss Type Qty Ply Sedona T12926870 74565 VE VALLEY 6 1 Job Reference (optional) 1-4.0 6.00 ri2 2 1 4x6 = I D:mxt3z000IcPw?thmwC9H W gzwlOu-mGy7AMe2POvDVBkl bne9rMjtU Lj Evenvkg5?IXzwkuS 2-8-0 3 LOADING (psf) SPACING- 2-0-0 CSI DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 TCDL - 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) 0.00 3 n/a nla BCDL 10.0 Code FBC2014/rP12007 (Matrix) Scale = 1:6.1 PLATES GRIP MT20 244/190 Weight: 6 lb. FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=53/2-8-0, 3=53/2-8-0 Max Horz1=15(LC 11) Max Upliftl=-28.(LC 12), 3=-28(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exc pt when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; 13=95ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) ione;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 botto4n chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mff-7473 rev. 10/0-VOIS BEFORE USE. Design vaild for use only with MITek® connectors. This design Is based only updn parameters shown, and Is for an Individual building component not a tnrss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to buckling of Individual truss wgb and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal loury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss system, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3,12, Alexandria. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Qty , Ply Sedona T12926871 74565 VGE GABLE 3 1 (optional) Job Reference Chambgrs Truss, Inc., Fort Pierce, FL 6.00 12' 3 2 13 y ,v ID:mxt3zUUQIcPw?thmwC9HWgzwi0u-ESVVNithAJ147LJD9U900ZG?GI3Pe4g2zU;2 r_zwki R 15-9-5 7-10-11 Scale = 1:26.5 4x4 = 4 6 16 7 1' 3x4 f- 12 1 10 9 8 3x4 15-9-5 15-9-5 LOADING (psf) SPACING- 2-0-0 CS —II DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a n/a 999 BCLL - 0.0 ' Rep Stress Incr YES W B 0.09 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Mi dx) Weight: 64 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-9-5. (lb) - Max Horz 1=-156(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 11, 9 except 12=-175(LC 12), 8=175(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 10, 11, 9 except 12=288(LC 17), 8=288(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-12=-210/291, 6-8=-210/291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=95ft; L=48ft;-eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) b-7-7 to 5-4-10, Interior(1) 5-4-10 to 7-10-11, Exterior(2) 7-10-11 to 12-7-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x3 MT20 unless otherwise indicated. 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, 7, 11, 9 except Qt=lb) 12=175, 8=175. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M11EK REFERANCE PAGE M➢-7473 rev. f0/03I2015 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 the a truss system. Before use, the building designer must verify the applicability oft building design. Bracing Indicated is to prevent buckling of individual truss wEb design parameters and properly Incorporate this design Into overall and/or chord members only. Additional Temporary and permanent bracing Mel( 1�lll el( Is always required for stability and to prevent collapse with possible personal In, and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss system seeANSI/TPi1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street,. Suite 3, 2, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply platers to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully ehlbed teeth, TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 1 r c1-2 c2a 2. Truss bracing must be designed by an engineer. For WEBS 4 wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I p bracing should be considered. I 0 O 3. the p = Never exceed design loading shown and never inadequately braced trusses. y�° U stack materials on a 00 a- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-8 cba csv BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-'rya0"from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates, THE LEFT. 7. Design assumes trusses will be suitably y protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. - " Plate location details available in MiTek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 1 Wo at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice Is to to slots, Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel t0 slots. 11, Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL, BRAG-ING-L-OC--ATIO*N 1-2. Lumber -used -shall -be -of -the species-ands¢e,-and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use`T or I bracing spacing indicated on design. if indicated. ' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 9 Y 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 4�no (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ,q 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone Is not sufficient. DSB-89: Design Standard for Bracing. ® BCSI: Building Component Safety Information, MANSI/TPI +Tek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, 1 Quality Criteria. , Installing & Bracing' of Metal Plate Connected Wood Trusses. tbllTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015