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HomeMy WebLinkAboutTRUSS PAPPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: J38289 - J38289-Williams Const.-Shed MITek USA, Inc. Site Information: SCANNED 6904 Parke East Blvd. Customer Info: Williams Construction Project Name: Shed Model:BY Tampa, FL 336104115 Lot/Block: Subdivision: St. Lucie County Address: 2306 N 49th St. City: Ft. Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License M Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017[rPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 160 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 10 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T17961493 A01 8/26/19 2 T17961494 A02 8/26/19 3 T17961495 A03 8/26/19 4 T17961496 A04 8/26/19 5 T17961497 A05G 8/26/19 6. T17961498 ZCJ1 8/26/19 7 T17961499 ZCJ3 8/26/19 8 T17961500 ZCJ5 8/26/19 9 T17961501 ZEJ7 8/26/19 10 T17961502 ZHJ7 8/26/19 REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY S®CC Yee 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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MITek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. RECEIVED - NOV 2 2 71119 Permitting Department St. Lucie County �.` � .• �GENS' •'9Q.''. '9 , STATE OF Z JSS�CNA� Thomas A Albani PE No.39380 MITek USA, Inc. n Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2019 Albani, Thomas 1 of 1 Jab Truss Truss Type Oty Ply J38289-Williams Const-Shed T77961493 J30289 A01 Hip i 1 Job Reference (optional) �1 nr Tuss, R. rierce, rc a vxiv 8,240 s Jul 14 2019 M7ek Industries, Inc. Mon Aug 2613:04:26 2019 Page 1 ID:PHC 4FwUxEoe2mzHcuyOvpyjzkq-31RM5AOFe bnBockoeSwliMhl VXSlefAnt4LCLyiZPJ 15M1i2 10.114 1 22-2A 3POL 32fb 7-1-12 08 2 ]-t-12 ]58 21F0 Oh12 scale =1:55.a 44 = 30 = ix4 ll 3x8 = 3x4 = 1x4 II 3x4 = 15at2 ]98 I 10.1t4 1540 22-24 I 3080 ]+48 ]-t-t2 2 LOADING (psf) SPACING- 2-04) CSt. TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 TCDL 10.0 Lumber DOL 1.25 BC 0.71 BCLL 0.0 Rep Stress Ina YES WB 0.31 BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. Utilsize) 2=1323/0A-0, 6=1323/0-8-0 Max Holz 2=241(LC 7) Max Uplift 2=-740(LC 8), 6=740(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2445/1151, 34=1666/866, 4-5=1666/866, 5.6=-2445/1151 BOTCHORD 2-11=891/2192,10-11=-891/2192, 8-10=-891/2192, 6-8=89112192 WEBS 3-11-01311, 3-10=863/473, 5-10=864/473, 5-8=0/311, 4-10=348/807 DEFL. in (roc) Udell L/d PLATES GRIP VerULL) 0.16 10 >999 240 MT20 2441190 VerUCT) -0.28 10-11 >999 ISO Horz(CT) 0.10 6 n/a Na Weight: 1401b FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS IRow at midpt 3-10.5-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=30ft; L=3Dft; eave=oft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates Checked for a plus or minus 0 degree relation about Bs 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 200 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 10016 uplift at joint(s) except (jt=lb) 2=740, 6=740. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. .S1App����,,, NO 39380 SSiONA� im Thamas A. Albanl PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: 4YAPVINL-Wary eeag., pa.a-ar•I rlREV01e1CSON-1."11V0 rNCCJOEU MIrEK REFERENCE PAGE 6114V13-v. 10032015 BEFORE US_ Design wild for use onlyweh MRek®cmnedars. This design is based only upon paremeiam shown, and is for an Individual bugling component net a buas system. Before use, Me bwiding designermust vedyme, apptirabirayordew, parameie a and prope t iriou,orate finis design rate Me owreA � buiidragdesign. Bracing Measeted is to prevent bickfg of Individual Was web anNm chard members any.PdditionallemporaryaridpnneemembraWg MiTek' is afe4s required for stability and to prevent co0apse with recaltle personal In)unyand property damage. For general guldanee regarding die fabdcogen,storage, delivery,erection and trading ofbuwas and Miss systems. see ANSI?Pll Dualcy Criteria, DSBA9 and BCSI Building Component 6904 Palle East Blvd. Safervialb mal0n available from Trues Pieta Insixule.21H N. Lee Sireel, Suds 312 Alexandria, VA 2YJ14. Tampa R WIG 1$ August 26,2019 Job runs2 Truss Type pry ply J38289-Williams ConsL-Shed T77961494 J3B289 Hip 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34945 �1 Axis = 4x4 = 8.240 s Jul 14 2019 MTek Industries, Inc. Mon Aug 2613:04:28 2019 3x4 = 1x4 II 3x4 = 3x4 = 1x4 II 3.4 = 3.8 = 6&14 13-0-0 17-0-0 23.2-2 36-0-0 6-9-14 6-2-2 d-D-0 t 6-2-2 t 6.41d 1 Scale = 155.8 Plate Offsets (X,Y)— f4:0-5.4,0.2-01 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (lac) Vdeg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Verl(LL) 0.16 12 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.28 12-13 >999 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.67 Horz(CT) BAD 7 n/a nla BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 151 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=132310-8.0, 7=1323/0-8-0 Max Horz 2=214(LC 6) Max Uplift 2=740(LC 8). 7=740(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(I1b) or less except when shown. TOP CHORD 2-3=2503/1173, 3-4=1825/934, 4-5=1622/920, 5-6=1826/934, 6-7=-2502/1173 BOT CHORD 2-13=923/2252, 12-13=-923/2252, 11-12=-559/1621, 9-11=-923/2252, 7-9=923/2252 WEBS 3-13=01278, 3-12=744/404, 4-12=140/415, 5-11=140/415, 6.11=744/404, 6-9=0/277 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.OpsY h=15ft; 6=301C L=30g; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panning. 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 nonconwmenl with any other live loads. ••• 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=11b) 2=740, 7=740. 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. `%%% NSIA7F q4. ,.. a. No 39380 F 4SS/ONA� ��Ca,. Thomas A, Albert PE No.39380 MITek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August26,2019 ,&.N,.\G-V—', aes:gn paranterera antl BEAO I:DrrS ON •V., AND 1: CLU,3ED M TEK REFeRc \CC PAIL W1.74r3 rev I0,03,70156EFO RE- USE Design valid faruse onywah Mirewaconnecare This design Is baser) any upon parameters shown, and is Man Indlvidaal S AM, oomponenL not a Was system. Before use, Me building designer must wayme appllcabilAyof design parameters and properly Ncor,mote this design into the oVeral bugsingdesign. Bracing Indicated is to prevent buckling of Ndlddual truss web andlcr cord members will, MdGonaltemporaryandp==eMWchg MiTek' is always required for stability and to prevem cagapse with possible personal injury and property damage. Forgenerdiguldanceregardingthe fabdcagon, storage, der n, creation and binding aftmsses and bass systems, see ANSg7P11 Quality creeds, DSB49 and BCSI Building Component 6904 Parke East BIM. Saywfylnfwrmanda. analabla Wm Truss Plata lnstAule, 218 N. Lee SWH, Suneal2, Nexantlda, VA2a31A. Tampa, FL assia Job Truss Truss Type Qry Ply J38289-Williams Const-Shetl T17%1495 J38289 03 Hip 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.240 s Jul 14 2019 MiTek Industries, Inc. ID:PHC_4FwUxEoeZmzHcuyOvpyjzkq-Ut6YBS8v L7 i 19-M 24-2-2 fl B 5-2-2 4x8 = 4x6 = 4 20 21 5 26 13:04:29 2019 3x4 = 1.4 II 3x4 = 3x4 = 1x4 II 3x4 = 3x8 = 59-14 11-0-0 19-0-0 2d-2-2 30-0-0 59-14 5-2-2 1 8-0D 52-2 5-9-14 Style = 1:55.8 I$ Plate Offsets (X Y)— 14:0-5-4D-2-0) LOADING (pst) SPACING- 2-0-0 CsL DEFL. in (Joe) been Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Ven(LL) OA7 10-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.34 10-12 >999 180 SCLL 0.0 ' Rep Stress ]nor YES WB 0.35 Horz(CT) 0.10 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matnx-AS Weight: 1471le FT=0% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1323/0-8-0, 7=1323/0-8-0 Max Horz 2=185(LC 7) Max Uplift 2=-740(LC 8), 7=740(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 4-10 FORCES. ile)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-2535/1184, 3-4=-2036/1019, 4-5=1841/997, 5-6=2037/1019, 6-7=-2534/1185 BOT CHORD 2-13=-941/2287, 12-13=941/2287, 10-12=-680/1840, 9-10=941/2286, 7-9=941/2286 WEBS 3-12=-547/290,4-12=-83/443, 510=83/443, 6-10=-548/290 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wine: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=30ft; L=30ft; eave=411; Cat. II; Exp C; Encl., GCpl-0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcument 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-" 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 Ile uplift at joint(s) except Qt=lb) 2=740,7=740, 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. `,`,OOPS1A 1111<e,,'' E Ns i No 39380 Iz- 3- F �itC •.0RI0• •\�� ss�0NAI-En� nn%0' �la0" Thomas A Albans PE No.39380 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2019 �'NARMNG -VeAy das:pn pa,a... erers and PE40 NOTES IN NOS AND INCLLJ.-D R I Sh' REFEFCNCE PAGS MLL)4b rev. 10032015 Bc'"ORE USE Design valid for use ord wait MTeMsonnectors. This design is based only upon parameters shmen, and is for an individual building component nm atmsssystem.Before use, 0e building designer ..at verify the applicability ofdevgn parameters and proper Nwmorate Nis design motbe overall buddingdesign.BMCMgindiutedistopmvnLWWingofindiNdual Wssweband/or NoNmembemeny. Addeional temporary and permanerd bracing MiTek' is always required for stability and to prevent collapse with possible personal injuryand propemy damage. For general guidance regarding the fabncetlon, uomge:detvery,erection and trading ofbusees and tries symems, see ANSgrPN Duality e@eta, DSBA9 and BCS/ Building Component 6904 parke East Blvd. Saferyln/ormadon avatlable from Tmss Plate InsibNe, 21B N. Lee Street, aude312, Alexandra. VA 22314. Tampa. FL 36610 Job Truss Truss Type Qty Ply J38289-WIIiams Const:Shed T1796149fi J38269 04 Hip 2 1 Job Reference (optional) East Coast Truss, R. Pierce, FL 34946 8.240 s Jul 142016 MITek Industries, Inc. Mon Aug 26 13:04:30 2019 Pagel ID:PHC_4FwUxEoe2mzHcuyQvpyjzkq-y4glxXTmhD5CdPwV1UXsBYXPE71X liV22L6yjzPF 49-14 9-0.0 15 4 21-0-0 2i2-2 300.0 32-0.0 I-0-O I 4-9-14 T2-2 + 6-0-0 6-0-0 4-2-2 48.14 Scale =1:55a 4x8 = e— r 20 4x8 = 4x4 = 3x4 = 3x8 = 3x4 = 3x4 = 4x4 = Plate Offsets (X Y)— [4:0-5-4 0-2-0[ [6:0-5-0 0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 - Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.21 12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.371G-19 >981 180 BCLL 0.0 Rep Stress Ina YES WE 0.23 Horz(CT) 0.10 8 n/a rda BCDL 10.0 Code FBC2017/7P12014 Matnx-AS Weight: 147 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 WEBS 2x4 SP ND.3 REACTIONS. (Iblsize) 2=132310-8-0, 8=132310-8-0 Max Ho¢ 2=157(1_C 6) Max Uplift 2=-740(LC 8), 8=740(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2538/1230, 3-0=-2219/1076, 4-5=2396/1252, 5-6=2396/1252, 6-7=-2219/1076, 7-8=-2538/1230 BOTCHORD 2-13=-990/2315,12-13=-769/2013,10-12=-769/2013,8-10=-990/2315 WEBS 3-13=-075/243, 4.13=-45/399, 4-12=250/555, 5-12=399/291, 6-12=-250/555, 6-10=-05/399, 7-10=-376/243 NOTES. 1) Unbalanced mof 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=15ft; B=30ft; L=3Df: eave=4ft; Cat: II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=740,8=740. 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. J��QpS^A g��•,��.•�'�GEN F ••'t'i No 39380 WErz -R� •...%%`� 111,11011111110 Thomas A Alban) PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August26,2019 ® YYA4NItl9 4orily Qes,gn pararoe;ers antl READ NeTES 8N THu-NND INCLODED M1r/T-a n'chE4ENCE PAGE4114LV l rp¢ 19W 16153EK•Re' USE.assass Design veld for use only with MTek® connectors. This design is based only upon parameters shown. and is for an indivdual batting component, not MI stress system Before use, the building designer must verify Me applicability of design parameters and properly incorporate this design Into Me overall buidingdosgn. Bracing Indicated is to prevent buckling of individual miss web aralor NON members only. Addaionaltemporaryandpermanembraclog MiTeW is ateays required for slabifty and to prevent collapse won possible personal injury and pmpeny damage. Forgeneralguidareeregardingthe fabrication. stom9e.delNery,ereUionand loading oftnssea6,Wbuss systems, see ANSVIPil Duality omens, DSB49 and SCSI Building Component 6904 Parke East BIW. SaletylnPorestion available Man Tmss Plate Insiders, 218 N. Lee Street. Sue, 312. Alexandria, VA M14. Tampa, FL 36610 Job rus8 Truss Type Dty Ply J38289-Williams Catit: Shetl T17961497 J38289 OSG Hip Girder 2 1 Job Reference (optional) East Coast Thus., FL Pierce, FL 34945 8,240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 13:04:33 2019 Page 1 Scale=1:55.8 6x8 = 3x4= 1x4 II 6x8 = 4 22 23 6 24 25 26 6 27 28 7 4 3 2je :Zj>84x i 9 1 15 29 30 14 31 32 13 33 12 34 4x8 = 3x4 = 4x4 = 48 M18SHS = 3x10 = 3x4 = dx8 = 74}p 121-9 1]-7-7 23-0-0 3041-0 9 1 5-2-t3 5-0-9 ]-0O t Plate Offsets (X,Y)— 12:0-D-0,0.0-01.14:0-6-4,0-2-121.17:0-G4,0-2-121.19:0-0-0,0-031 LOADING (psf) SPACING. 2-0-0 CsL DEFL. in (loc) 9de0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.44 12-14 >820 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.6812-14 1528 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Inns NO WB 0.75 Hom(CT) 0.15 9 n1a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 1491E FT=0% LUMBER - TOP CHORD 2x4 SP No.2'Excepl' 4-7: 2x4 SP 270OF 2.2E BOT CHORD 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2450/0-8-0, 9=2450/D-8-0 Max Hors 2=129(LC 7) Max Uplift 2=-1285(LC 8), 9=1285(LC 8) BRACING. TOP CHORD Structural wood sheathing directly applied or 2-2-8 Be puriins. BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-5428/2598, 3-0=-5262/2531, 4-5=6561/3227, 5-6=6559/3224, 6-7=6559/3224, 7-8=-5263/2532, 8-9=-5428/2598 BOTCHORD 2-15=-2255/4958, 14-15=2155/4867, 12-14=-2999/6561, 11-12=2156/4867, 9-11=2255/4958 WEBS 3-15=310/273, 4-15=83/662, 4-14=963/1977, 5.14=690/530, 6-12=671/529, 7-12=.960/1974, 7-11=-84/662, 8-11=-311/273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=i 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.0psf, h=15ft; B=30f1; L=30ft; gave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Bonding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 self bottom chord live load nonconcument with any other live loads. 7) • 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001E uplift atjoint(s) except Gt=lb) 2=1285,9=1285. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 245 lb down and 317 Ito up at 7-0-0, 166 It, down and 166 Ito up at 9.0-12, 1661E down and 166 lb up at 11-0-12, 166 lb down and 166 go up at 13-0-12, 166 to dawn and 1661b up at 15.0-0, 1661E dawn and 1661b up at 16-114,1661b down and 1661b up at 18-11-4, and 166 Ib down and 1661b up at 20-114, and 2451b down and 317 Ib up at 23-0-0 on top chord, and 3661E down and 133 Ito up at 7-0-0, 821b down at 9-0-12, 821b down at 11-0-12, 821b down at 13-0-12, 821b down at 15-0.0, 821E down at 16-114, 82 Ib down at 18-11-4, and 82 lb down at 20-114, and 3661E down and 133 lb up at 22-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard `,`,O�PS1 A�aq<B�pi ENS$. No 39380 = D: :crz 411 Q pO�s�O N A" �?� Thomas A. Pi PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2019 e ,.AQRI ING -Venly Oe-gn parmnemrs antl Rc'AO IIDTES Oh T915 AIIOI:IGLUDED MITEK REFERE JC P4Ge' hhl.-473 rev. 1OU3 2015 BEFORE USE. Design valid for use ony with MiTeM® connectors. This design is based only upon parameters shown, and is for an individual building component, not L} a Buss system. seem use. We building designer must venythe appfrabiny of design parameters end property incoryonste this design into the overall �r� buildingdesign. Bracing indicated is to premed buckling ofindihdual tress web andlor chord! members any. Addenonsumpmaryandpermanentbracing MiTek is afways required for sdabllity and to prevent collapse with possible personal injuryand propeM damage. Forgenem guidance regaroing Ne fabncstion. storage. delivery, interim and bmddit ofimseds and truss systems, sea ANS&B711 deahyCMeda, DSB49 and SCSI Building Component 6904 Parke East Blvd. aaferyrnformation a bble Brun Truss Plate In9dute,218N.Lee SVeet,afte312,Alexandra.VA22314. Tampa, FL 36510 Job Truss Truss Type Oty Ply 138289-Williams Const: Shed T17961497 J38289 A05G Hip Girder 2 1 Job Reference joptionall buss. Ft. Pierce, FL J494G 8.240 s Jul 14 2019 MiTek Industries, Inc. Man Aug 2613:04:33 2019 Page 2 ID:PHC 4FwUxEceZmzHcuyOvpyjzkq-MfMOZZVe 7TnUtf4ic4ZPA9q_KMkA4000TGDyRyIzPC LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pip Vert: 14=60, 4-7=-60, 7-10=60, 16-19=20 Concentrated Loads (lb) Vert: 4=-172(F) 7=172(F) 15=327(F) 11=327(F) 22=121(F) 23=121(F) 24=121(F) 25=-121(F) 26=121(F) 27=-121(F) 28=-121(F) 29=59(F) 30=59(17) 31=-59(F) 32=59(F) 33=59(F) 34=59(F) 35=-59(F) ®/.APII:G Veiny desgn parameters antl REA111IF3 1110114NU INOLUOEOWEK111111=1r. 3E 4A,rW3rev. 10,03Q0f5 BEFORE USE Design valid mr use only with Mdelatconnectors. This design is based ony upon parameters shown, and is for an indiNdual biding componeM, not a moss "am. Before use, the building designer must venyihe applicability of design parameters and properly incorporate this design into the oveall � S buildingdesign. Baling indicated is to prevent budldng of indiwdual toss web andlor Nord members miry. MdNonal tempoary and permanent broom, MITOIC is afweys requiredfor stabilMy and to plawort Whiffs Wirt possible personal injury and property damage, Forgenealguidanceregamigthe faineagon. storage. delivery. median and baling ofhusses and buss systems, see ANSI?%1 Quality Coll DS&89 and BOSf Building Component 6904 Parke East BNd: Safetylnformation available horn Truss Plate toduse, 218 N. Lee Siren, Sude 312. Macaronis, VA 22314. Tampa, FL Seen Job rugs Truss Type Oty Ply J38289-Nfilliams Const.Shetl T17961498 J38289 ZCJ1 Jed -Open 8 1 Job Reference (optional) Last coast l russ, Ft. Plence, eL J4U4b 8.240 s Jul 14 2019 MiTek Industries, Ind. Mon Aug 26 13:04:34 2019 0-11 a-11-0-0 l Scale: 1.5 =1' Plate Offsets(X,Y)— (2:0-1-2,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TOLL 20.0 Plate Gnp DOL 1.25 TO 0.51 Vert(LL) 0.00 5 >999 240 MT20 244/190 TOOL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MP Weight: 6 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SIG No.3 REACTIONS. (Ib/size) 3=35/Mechanical, 2=29710-8-0.4=-65/Mechanical Max Hoe 2=91(LC 8) Max Uplift 3=35(LC 1), 2=-363(LC 8). 4=65(LC 1) Max Grav 3=64(LC 8), 2=297(LC 1).4=111(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260(lb) or less except when shown. BRACING. TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purling. BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=30f1; L=30ft; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pat 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 Tn between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 3, 4 except Ut=1b) 2=363, PSaA7r44 No 39380 1,11111115111, Thomas A Albanl PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2019 ®rt•.r .Y. JerirY wlYwsan.IPEAONOIFS ON THIS AND INCLUDED R:ITEK REF -PEACE PAGE ASI7I 'lr/in J]iarSeECC-e.'VSE Design valid far use onry wah MTexW connectors. This design Is based arty upon parameters shown, and Is for An IAdMEual Wilding component, not ��� a W AS rymem. Before use, Me building designer must vedWhe appgcabiliy of design parameters and properly Irompofate Nis design into Me averall buil0ingdesign. Bracing indicated is to prevent buckWg of lndMdual truss web andlor Nord members only. Addidonaltemporayandpermanentbrasing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Iamcatloa Storage. delivey.eledion and AGAIN oftresses and truss sy9ems, see ANSIMP11 Quality Cdreda, DS849 and SCSI Building Component 6904Parke East BNd. SayefylnyorrneNon avalablefmm Tmss PlWetnstAN9.218N.Let Street, do3lZAl ndO.VA22a14. Tampa. FL 36610 Job Truss Truss Type 0ty Ply J38289-NNliams Const.-Shed T17961499 J38289 ZCJ3 Jack -Open 8 1 Job Reference o tionat ImSS, Ft. Pierce, FL 34945 8,240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 2613:04:34 2019 Scale =1:122 Plate Offsets (X,Y)- [2:0-0-2,0-0-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(-L) -0.01 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-7 >999 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOM(CT) 0.00 2 n/a came BCDL 10.0 Code FBC20177TP12014 Matrix -MP Weight: 1316 FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=53/Mechanical, 2=282/0-8-0, 4=18/Mechanical Max Ho¢ 2=134(LC 8) Max Uplift 3=32(1-C 5), 2=-257(LC 8) Max GOD, 3=59(LC 13), 2=282(LC 1), 4=45(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All tomes 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-114 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=30ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about As center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle a 6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Ot=1b) 2- 257. E NSF No 39380 Off.WF rrnnm"` Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa R. 33610 Date: August 26,2019 lev9n raravlzl aantl READ NOTES ON THI54ND INCLUVEO 0TEH REF,:RENCE?AdE b:d-)lA.ov.+.,'2 I1 j54£FORE USE Design vsM foruse onlywim MTeM Ovnect0m.This design is based onty upon pa2mMers shovm, and is for an individual wading component, not a bass system. Before use, me building designer David witfythe applicobily of design parameters end propeM incorporate Nis design into Ise everdll buildingdesign. Bmhg indicated is to prevent busking 0 hdMwW bass web armor Nord members only. AcRiMcnaltemporwyarMpennanembradeg MiTek' is always rquawl for slabilxy and to prevent collapse win possible personal injury and pmpeM damage., Forgenece guidance regaining Ole fabdwRon,Storage. delives, erection and bradng clavicles and bassrysems. we ANSI?Plt Quality Criteria, DS"9 and SCSI Building Cmponenl 091 Parke East Blvd. Sahylnfamagon awflable Rom Truss Plade InsxNe. 218 N. Lee server, Suite312, Alera m. VA22314. Tampa, FL 3NIO Job Truss Truss Type Oly ply J38289-Williams Canst: Shetl T17961500 J38289 ZCJ5 Jack -Open e 1 Job Reference (optional) 8.240 s Jul 14 201 g MI leK industries, Inc. Mon Aug 2613:04:36 2019 Pagel IDTHC_4FwU.EOeZmzHcuyQvpyjzkgnEIBBaXXH2sMLKNMkeGRpnP1XSuNcx QVtZmyjzP9 Scale =1:163 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(L-) -0.02 4.7 1999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Ven(CT) -0.05 4-7 >999 180 BCLL0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 file file BCDL 10.0 Code FBC2017TrP12014 Mamx-AS Weight: 191b FT=O% LUMBER. BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=117/Mechanica1, 2=344/0-6-0, 4=52/Mechanical Max Harz 2=179(LC 8) Max Uplift 3=.90(LC 8). 2=-261(LC 8) Max Grav 3=126(LC 13), 2=344(LC 1), 4=84(LC 3) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. NOTES- 1) Wind: ASCE 7.10: Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=3.0psf, h=15f; B=30ft; L=30f1; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; IVWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load ndnconcunenl 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-" wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3 except Qt=lb) 2=261. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and 1/2r' gypsum sheetrock be applied directly to the bottom chord. `,,OoPStA.T44flee ' s .'•GENS'.9.y�i No 39380 WF OR E � %N �,�SS,�NA; L4� •, Thomas A Alight PE No.39380 MiTek USA, Inc. FL Cert6634 6904 Parke East Bird. Tampa FL 33610 Date: August26,2019 n rramelws and RE DAO Tea ON TtiIS A 4D INCLUDED KIrEK REFEAEbLE RA GE 4:IF 7473 rur. 10r03/2615 v"f 9— ISE Design valid for use onywgh MRek®connectors. This design Is based any upon parameters shown, and is fdran individual building component, not a Wss system. Before use, the building designermustwdy the applicoilyof design parameters and pmpedy NcoMorale this design lntothe swept t buildingdesign. Bracing ineiwted is to prevent buckling of lOMAdual puss web and/or Nord members only. MthronallempomryaMpomenentbracing MiTek' is always required for Msbilly and to prevent cWapse with passible personal iqugmd property damage. For garland guidance regarding the fabrication, smuts. deM , erection and breung oftrusses and buss systems. use ANSIRPII Quality CdMdd, DSBA9 andBCSl Building Component 6904 Parke Fast BiW. Sffieylnfendshon ava able tram Tuss Plate Ins Oe, 21e N. Lea Street. Suge 312. Nexandrfe, VA22314. Tampa. FL 36610 Job Truss Truss Type any Ply J38289-Williams Const.Shetl T17561501 J38289 ZEJ7 Jack -Open 18 1 Job Reference (optional) Truss, I-t. fierce, cL 64a 8,240 s Jul 14 2019 MTek Industries, Inc. Mon Aug 26 13:04:37 2019 Page 1 ID:PHC_4FwUxEDeZmzHcuyOvpyjzkq-FObWPwY92M_DyUymS9VzOJThxh363BnJ4E0SCyjzP8 Scale =1:204 Plate Offsets (X Y)-- [2:0.0-14 Edge]. LOADING (psf) SPACING. 2-0-0 CST. DEFL. in floc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.09 4-7 >891 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.81 Vert(CT) -0.21 4-7 >388 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 Na n/a BCDL 10.0 Code FBC2017frP12014 Matrix -AS Weight: 25 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=181/Mechanical,2=419/0�8.0,4=79/Mechanical Max Hom 2=225(LC 8) Max Uplift 3=-145(LC 8). 2=-281(LC 8) Max Grav 3=192(LC 13), 2=419(LC 1). 4=122(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=30ft; L=30ft; eavess4ft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to amount for these factors. 3) Plates checked for a plus or minus 0 degree rotation about As center. - 4) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 6t=1b) 3=145,2=281. 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. P51A IIIFq<e���i No 39380 0a; SS/ONAl ��%%%. Thomas A Albsnl PE No.39380 MTek USA, Inc. FL Cent 6634 6904 Parke East BW. Tampa FL 33610 Date: August26,2019 �.'ANvItiG.V:rily dosiy�p:e...•f]_n4 READ bores 0.A rNb ANDM6LWED MITER PCFEREVCE PAGEfi947473 rev 1d'a}:d15BEFOG£l':- Design valid for use Only with MmeloDconnectors. This design Is based only upon parameters shown, and is for an incMdual balding component, sea a Was system. Before use, the building designer must verythe applicability of deep parameters and property incorporate We design into the overall buiWingdesign. Bracing gMiwtetlis(o preuxM bucWing dfinS4dual Wssweb andlof NaMmembers any Adddi.millempearyandpermanembracing iwiTek' is always requiretl for stabOy and to prawns collapse wi h possible personal Injuryand property damage. For general guidance regarding the fabrication,storage. delivery,ereden and bowing dimsses and tress systems. we ANSVIPI1 Duality Canada, DSB49 and SCSI Building component stow Parke East Blvd. asset, handmaiden available from Truss Plate lnmhute,218 N. Lee street, Sulte 312. Alexandria, VA 22314. Tampa, P. 36610 Job Tess Truss Type Gty ply J38289-Williams Const: Shed T17%1502 J38289 ZHJ7 Diagonal Hip Girder q 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL 39946 8.240 s Jul 142019 M7ek Industries, Inc. Mon Aug 26 13:04:38 2019 Scale = 123.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Well Ud PLATES . GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(L-) -0.07 7-10 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Ina NO Wit 0.33 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 431b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied Or 9-11-9 cc bracing. WEBS 2x4 SP No.3 REACTIONS. fib/size) 4=136/Mechanical,2=552/G-lG-15,5=297/Mechanical Max Hoe 2=224(LC 24) Max Uplift 4=-111(LC 8). 2=457(LC 8), 5=-105(LC 8) Max Grav 4=136(LC 1), 2=613(LC 28), 5=344(LC 28) FORCES. (Ib) - Mar. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 23=-920/259 BOTCHORD 2-7=331/851, 6-7=331/851 WEBS 3-7=0/256, 3-6=906/353 NOTES. 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=30ft; L=30R; eave=4ft; Cal.' II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 loaf bottom chord live load nonconcument 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 to uplift at joint(s) except (P=1b) 4=111, 2=457, 5=105. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 104 lb down and 46 to up at 4-2-15, 1041b down and 46 Ito up at 4-2-15, and 144 Is down and 113 Ib up at 7-0-14, and 144 lb down and 113 lb up at 7-0-14 on top chord, and 63 Is down and 631b up at 1-4-15, 63 Is down and 63 Ito up at 1-4-15, 381b down and 31b up at 4-2-15, 38 Ib dawn and 31b up at 4-2-15, and 46 Ito down at 7-0-14, and 46 lb down at 7-G-14 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 5-8=20 Concentrated Loads (Ib) Vert: 12=65(F=-33, B=-33) 13=75(F=38, B=38) 14=5(F=3, B=3) 15=47(F=23, B=23) 014111111111111111 A. No 39380 * _ �9 w� Thomas A Albans PE No.39380 MTek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 26,2019 LVARNIN..V-1,pea9npara,nero,;:,dF''AP,;ODESO.NrW5AND,,VCLUDED.MI/EXREFERENCEFAGSNF.1:23rev. Mhi 2015eE`OREUSE. Design said for use onywdn Wake connectors. This desgn is based miry upon parameters shown, and is for an individual building component, not a loss Systems Before use, the building designer must swirly the appftability of design parameters and properly inooRorme Nis design into Ole overall m� buikingdra esgn. Bdng Indicated is to present buckling of individual truss web aMlm courd members any. Addrionaltemporaryandpml eanertbracing MiTek' Is always regubed for Stability and to present collapse with possible personal injury and pmpeny damage. For general guidance regarding Me fabncabon,storage,delivery,madion and baring oftruseesand muss systems, see ANSVTPlf dusty Comda, DSB49 and BCS1 Building Component 6904 Parke Fast BIM. SAey1marration andable ram Toss Plate InAROe, 218 N. Lee 6 met, B Ae 612. Alexandria, VA 22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 10 3/a' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O'yT1 fi r I For 4 x 2 orientation, locale plates 0- Nd' 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 th 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: ANSI1-rPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I I dimensions shown in ixteenths (Drawings not to scale) 1 2 3 TOPCHORDS 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 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. O 2012 MiTek® All Rights Reserved M1W M!Tek MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. Sea SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or altemative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials an 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 lace of truss al each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/IPI 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 nonstructural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load defiection. 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 alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSUTPI 1 Duality Criteria.