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HomeMy WebLinkAboutENGINEEERING�® iRECEdUEfa cumber design values are in accordar vith ANSI/TPI 1 section 6.3 moil1UL , 6 2019 These truss designs rely on lumber values established by others. nb 1f41 Of . ng Department ® vF,4vc:ecocrllty SCANNED MiTek BY RE: 76106 - WAREHOUSE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. m a FL 33610-4115 Customer Info: DAVID MANN CONSTRUCTION Project Name: WAREHOUSE o�E l: Lot/Block: Subdivision: Address: 904 S MARKET AVE City: FORT PIERCE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 45.0 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 T17534188 A 7/8/19 2 T17534189 B 7/8/19 3 T17534190 DGEA 7/8/19 4 T17534191 DGEB 7/8/19 5 T17534192 E 7/8/19 6 T17534193 GRE 7/8/19 7 T17534194 J1 7/8/19 8 T17534195 J2 7/8/19 9 T17534196 KJE 7/8/19 10 T17534197 SDGE 7/8/19 REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY SOCC The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: 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/rPl 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 properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. O: TA tE OF1'D •,�S'`S��IV81111A� Thomas A Albanl PE No.39300 MRek USA, Inc. FL Bert 6634 6904 Parke East Blvd. Tampa R.33510 Bata: July 8,2019 Albani, Thomas I of 1 Job Truss - True' O1Y PIY WF+"'-_USE T17534188 76706 A Scissor 24 1 - Job Reference (optional) x,mmuuers r rase, ma, run nerce, rL a.m u s dun 11 2019 MI I ex Industries, Inc. Mon Jul 8 09:51:05 2019 Page 1 4.00 FIT 5x6 = 6 4x6 5 3x4 9 26 27 3x4 C 5 7 4x6 4 8 3x4 O 3xd C 3 e 25 15 n 2 16 7x10 MT18HS = 14 1 18 17 4x4 = 4x4 c 13 12 Sx12 MT18HS WB = 5x12 MT18HS WB = 3x4 II 1.50 F12 3.4 II Axle = 779-7 Tea 298.-111.-7] 3-2-9 4-0-0 9n 4 7 I 7 1 28 Scale = 1:78.5 4x12 = Plate Offsets (KY)- I2:0-0-9 Edge] 14:0-3-0 Edgel 18:0-3-0,Edgel 110:0-0-9 Edge] - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ver(LL) -0.76 15 >696 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -1.7314-15 >305 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor YES WE 0.50 Horz(CT) 0.77 10 We We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.74 15 >713 240 Weight: 2071b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 -Except- 1-4,8-11: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 6-15: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2123/0-8-0, 10=2123/0-8.0 Max Horz 2=150(LC 11) Max Uplift 2=-684(LC 12), 10=-684(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-9-11 oc bracing. WEBS 1 Row at midpt 7-15. 9-14, 5-15, 3-16 FORCES. (Ib) -Max. CompJMax. Ten. -All tomes 250 fib) or less except when shown. TOP CHORD 2-3=-7726/2813, 3-5=-6524/2429, 5-6=-4982/1914, 6-7=-4982/1896, 7-9=-6524/2449, 9-10=-7726/2831 BOT CHORD 2-18=-255277305, 16-18=-2556//316, 15-16=-2088/6182, 14-15=-2139/6182, 12-14=-2605/7316,10-12= 2601/7305 WEBS 6-15=-909/2663,7-15=-1589/690,7-14=-73/536, 9-14=-1194/465, 5-15=-1589/691, 5-16=-74/536, 3-16=-1194/467 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=22ft; B=45tt; L=44ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directorial) and C-C Extenor(2) -2-0-9 to 2-4-4, Interior(1) 2-4-4 to 22-0-0, Exterior(2) 22-0-0 to 26-4-13, Intedor(1) 26-4-13 to 46-0-9 zone;C-C for members and tomes & MWFRS 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 fora 10.0 pat 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-M wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) except 61=11g) 2=684, 10=684. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610. Date: July 8,2019 Q WARNING-VetlydesignpammeferseOCREADNOMSONMSANDMCLUDEDa KREFERANCEPAGEUX74Arev. 1d 015BEFOREUSE Oeslgn valid for we only win Mlrek,9 connectors. This design 6 based only upon parameters shaven, and Is for on intllWtlual building component, not ��- a truss system. Before use, the building designer must verity Me applactollity of design parameters and properly Incorporate this design Into the overall butchadesign. Bracing IndicatedIs to prevent buckling of hdNldual truss web antl/or chord members only. Additional temporary and permanent brocng MOW Is always required for stabliity and to prevent collapse win passbn personal Injury and properly damage. For general guidance regarding Me fobOcoitort storage, delivery, sma110n and bracing of lausses and truss systems. seeANSVrPl1 Qualby CriteM, DS11419 and 501 bultlbp Component 690/ Parka East Blvd. Safety Informatbnavolloble from Truss Plate Ins6lule. 218 N. lee street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job - Truss True - Oty Ply ' T77534189 �Reference 76106 B 3fAaaaf 10 A unamoers I=a, Inc., ran tierce, rL 8.31U s Jun 11 2019 MI IeK Industries, Inc. Mon Jul 8 U9:b1:U6 ZU19 4.00 F12 5x6 = 6 3x6 3x4 i 24 5 4 3x4 3 23 14 2 6x10 MT18HS= ] 1 16 15 5x6 MT18HS = 3x4 = 1.50 12 3x12 = 25 3x4 _— 3x6 C 7 8 3x4 8 13 12 5x8 MT18HS= 3x4 = Scale=1:65.5 26 c �10 v, 11d N d 3x12 = 9-1-8 a18.0-0 26-10-8 36.0.0 F 9.i.R I s as � R-ma I n Plate Offsets (X,Y)-- 12:1-0-9.0-0-31. 110:1-0-9,0-0-31 LOADING (psf) - SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(LL) -0.55 14-15 >786 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Ver(CT) -1.3414-15 >323 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.54 10 n/a n/a SCDL 10.0 Code FBC2017fTF`12014 Matrix -MS Wintl 0.5314-15 >808 240 Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* BOT CHORD 2-16,10-12: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1763/0-8-0, 10=1763/0-8-0 Max Horz 2=120(LC 11) Max Uplift 2=-579(LC 12), 10=-579(LC 12) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shaven. TOP CHORD 2-3=-6161/2262, 3-5=-5667/2047, 5-6=-4065/1541, 6-7=-4064/1526, 7-9=-5713/2077, 9-10=-6289/2335 BOT CHORD 2-15=-2037/5827, 14-15=-1690/4980, 13-14=-1738/4978, 10-13=-2147/5976 WEBS 6-14=-716/2145, 7-14=-1226/574-,,7-13=-1161732, 9-13=-605/348, 5-14= 1228/577, 5-15=-102f703,3-15=489/293 Structural wood sheathing directly applied or 2-3-13 oc pur ins. Rigid ceiling directly applied or 2-2-0 oc bracing. 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.Ops4 h=22ft; B=45ft; L=36f; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18: MW FRS (directional) and C-C Exterior(2) -2-0-9 to 1-6-10, Interior(!) 1-6-10 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3, Intedor(l) 21-7-3 to 38-0-9 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 nonconcurrem with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joints) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except at --lb) 2=579, 10=579. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 OWARNING- V dlYdesl9n0arametersandREADNOTES ON TNISANDINCLUDWMREKR£F£RANCEPAGEMO74TJrev. 10113Qa1SBEFOREUSE Design valid for use only with M6eM connectors, this design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the builtling designer must verity ire appicabllity of design parameters and properly Incorporate th6 design into the overall balding design. Bracing Indicated is to prevent buckling of lndMdual Muss web and/or chord members only. Ac c itlonal temporary and permanent bracing Is always required for stablllry and to prevent collopse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and hiss systems meANSUIPII Quality CrBrrM, OS11419 and SCSI Building Component Sabfy Inlam,atbnavariabte Mom Truss Plate Irutllute. 218 N. We Sheet Suite 312. Alexandria VA 22314. MOW 69M Parke East Blvd. Tampa, FL 33610 Thum' , Oty Ply W/-''- ^USE ;76106:�JDGrA ' T77534190 Common Supported Gable 1 7 Job Reference (optional) nus, Inc., Fort Pierce, FL 8.310 s Jun 112019 MiTek Industries, Inc. Mon Jul 8 09:51:12 2019 Page 1 ID:7ossND61ijq_33DIZK,_W2z439T-tiGiu2150tLzTsPA2sD76GKPOVxvriilwSwKFEz_9gT PER ICC CODES (IRC/IBC), TPI 1 AND REFERENCED BCSI, FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL OUT OF PLANE WALL BRACING IS48RWIFIED sx6 = BY THE ENGINEER OF RECORD. 11 12 13 Scale=1:71.1 3x5 3x5 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 5,6 = 5x6 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.07 BC 0.04 WB 0.12 Matdx-S DEFL. in (too) Vdefl Ud Vell n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.01 23 n/a n/a PLATES GRIP MT20 2441190 Weight: 235 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. Allbesdngs44-0-0. (lb) - Max Hoe 1=-132(LC 10) Max Uplift All uplift 100 lb or less at joints) 1, 34, 35, 36, 37, 38, 39, 40, 41, 42, 32, 31, 30, 29, 28, 27, 26, 25, 24, 23 Max Grey All reactions 250 Its or less at joint(s) 1, 33, 34, 35, 36, 37, 38, 39, 40, 41, 32, 31, 30, 29, 28, 27. 26, 25, 23 except 42=292(LC 21), 24=292(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 9-10=-94/277, 10-11=-110/323, 11-12=-126/367, 12-13=-126/367, 13-14=-110/323, 14-15=-94/277 WEBS 2-42= 218/321, 22-24=-218/321 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=22ft; B=45ft; L=44ft; eave=2ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) 0-10-1 to 5-2-13, Exterior(2) 5-2-13 to 22-0-0, Comer(3) 22-0-0 to 26-4-13, Fxtedor(2) 264-13 to 43-1-15 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 designer as per ANSVTPI 1. 4) All plates are 3x4 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 arectangle 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) 1, 34, 35, 36, 37, 38, 39, 40, 41, 42. 32. 31, 30, 29, 28, 27, 26, 25, 24, 23. -o d Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33810 Date: July 8,2019 AwARNiVadlydeslgnjaamametemamIRSIDNOTESONTNISANDINCLUDED MREI(REFERANCEPAGEMS-7473mv.IDNY10r5BEFOREUSE Design valid for use only with M9ekly 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 bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' b always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of lasses and buss systems SeeANSViPIT Quaft Cr9AM, DSO-69 and SCSI Building Component 69M Parke East DWI. Safety Intermationavolloble from Tnas Plate Institute. 218 N. Lee street. Butte 31Z Alexandra VA 22314. Tampa, FL 33610 Job Tnss Tru:. Oty -Ply Wl.rr `'!USE - T17534191 76106 DGEB Common Suppoded Gable 1 1 Job Reference (oWonall Chambers Truss, Inc., Fort Pierce, FL 8.310 s Jun 11 2019 MiTek Industries, Inc. Mon Jul 8 09:51:15 2019 Page 1 ID:7ossND6lijq_33DIzK_OJ2z439T-IHy1Z34z4vGwqxb_rAOwkkurdDWg73uCc09-rZz_9g0 18-0-0 36.0.0 PER ICC CODES (IRC/IBC), TPWRND REFERENCED BCSI, 18-0-0 FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE Scale -1:57.8 INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL OUT OF PLANE WALL BRACING IS SPECIFIED BY THE ENGINEER OF RECORD. 4.00I2 4x4- 10 11 37 d 3x4 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3z4 c 5x6 = 5x6 = Plate Offsets (X,Y)- [25:0-3-0.0-3-01 [29:0-3-00-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(L-) n/a - n/a 999 MT20 2"/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Ven(CT) n/a - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Hom(CT) 0.00 19 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 1741b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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 36-0-0. (lb) - Max Horz 1=-102(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 28, 29, 30, 31, 32, 33, 34, 26, 25, 24, 23, 22, 21, 20, 19 Max Gmv All reactions 250111 or less at joint(s) 1, 27, 28, 29. 30. 31, 32, 33, 26, 25, 24, 23, 22, 21, 19 except 34=292(LC 21). 20=292(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-8B/252, 9-10=-104/296, 10-11=-104/296, 11-12=-88/252 WEBS 2-34=-218/300, 18-20=-218/300 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=22ft; B=45ft; L=36ft; eave=2tt; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-10-1 to 4-5-4, Extenor(2) 4-5-4 to 18-0-0, Comer(3) 18-0-0 to 21-7-3. Fxtenor(2) 21-7-3 to 35-1-15 zone;C-C for members and forces & MW FRS 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 designer as per ANSI/TPI 1. 4) All plates am 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 20.0psf 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 28. 29, 30, 31, 32, 33, 34, 26, 25, 24, 23, 22, 21, 20, 19. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 Job - - Truss - Trot Oty Ply Wf'1 "..FUSE T17534192 76106 E COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.310 s Jun l l 2019 MiTek Industdes, Inc. Mon Jul 8 09:51:172019 Pagel 4x4 = 3.0.0 6-0.0 3-0.0 3-0.0 Scale = 1:19.1 N Io Plate Offsets (X ))-- [2:0-1-10 Edge] [4:0-1-10 Edge] LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.04 Horz(CT) -0.00 4 n1a n1a BCDL 10.0 Code FBC2017ITP12014 Matdx-MP Wind(L-) 0.01 6-12 >999 240 Weight: 261b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=413/0-8-0,4=413/0-8-0 Max Ho¢ 2=29(LC 8) Max Uplift 2=-275(LC 12), 4=-275(LC 12) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-294/527, 3-4=-294/527 BOT CHORD 2-6=-397/263, 4-6=-397/263 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extefior(2) -2-0-9 to 0-9-12, Interior(l) 0-9-12 to 3-0-0, Extedor(2) 3-M to 6-0-0, Interior(1) 6-0-0 to B-0-9 zone; porch left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=275, 4=275. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 Job - Truss Trus Oty - Ply Wig _ --'USE ' T17534193 76106 GRE HIP GIRDER 1 1 Job Reference (optional) russ, Inc., Fort Pierce, FL 8.310 s Jun 112019 MiTek Industries, Inc. Mon Jul 8 09:51:21 2019 Page 1 34-0 ID:70s ND6lijq_33DIZILDJ2z439T-60Jlq78kg104Ys20CRWK_7BrCeYV%o74 Mcl3Dz`9gK 2M:V 2-to-a 3,oU ap.e gpe z90 2-10-8 1 z-to-e I z-e0 at-e Scale = 1:19.4 4x4 = Id LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2017/TPI2014 CSI. TC 0.19 BC 0.08 WB 0.04 Matrix -MP DEFL. in Vert(LL) 0.01 Vert(CT) -0.01 Hord(CT) 0.00 (loc) Udefl Vd 6 >999 240 6 >999 240 4 n1a rJa PLATES GRIP MT20 244/190 Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. 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) 2=410/0-8-0,4=410/0-8-0 Max Ham 2=-29(LC 22) Max Uplift 2=-283(LC 8), 4=-283(LC 8) Max Grav 2=411(LC 17), 4=411(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-011/186,3-4=-411/186 BOT CHORD 2-6=-140/459, 4-6= 140/459 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22fq B=45f; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where arectangle 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 100lb uplift at joints) except 61=11b) 2=283, 4=283. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 232 lb down and 112 lb up at 3-0-0 on top chord, and 75 lb down and 13 lb up at 2-10-8, and 61 lb down and 7lb up at 3-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5= 70, 7-10=-20 Concentrated Loads (lb) Vert: 6=7(F) Thomas A Albani PE No.39390 MiTek USA, Inc. FL Cert 6634 9904 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 ,&WANNWG-VMfYdestgdpenmeten and NEADNOTES ON TN/SAND WCLUDMhSEKBEFENANCEPAGEMA74YJnre H=20158EFONE USE Design valid for use only with MtfekD connectors. this design Is based only upon parameters shown, antl 4 for an IndMdual building component not a truss system. Before use, the building designer must verify the applkablllty, of tleslgn parameters and properly Incorporate this design Into the overall balding tleslgn, Bracing lntllcated is to prevent buc9ing of lndMdual kuss web and/or chord members only, Additional temporary antl permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Wury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVrPI1 paa0y Cifoda. DSB419 and SCSI Building Component Safety lnfomrahoncvallable from Truss Plate Instlfute, 218 N. Lee Street Suite 312. Alexondna, 6904 Parke East BNd. Tampa, VA 22314. FL 33610 Truss Trus, City Ply WiP"iy USE -- E761O6 T17534194 J1 JACK -OPEN 4 1 _7 Job Reference (optomll was, Inc., ran Fierce, FL 8.310 s Jun 112019 MTek 8 09:51:22 2019 Page 1 Scale=.1:6.8 Plate Offsets (X,Y)-- [2:0-1-6.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.61 Vert(LL) 0.00 5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 6111 FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3— 27/Mechanical, 2=336/0-8-0, 4=-77/Mechanical Max Horz 2=56(LC 12) Men: Uplift 3=-27(LC 1), 2=-247(LC 12). 4=-77(LC 1) Max Grav 3=34(LC 12), 2=336(LC 1), 4=77(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=22ft; B=45ft; L=24ft; eave=aft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 001_=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (tt=lb) 2=247. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610, Date: July 8,2019 Q WARNING -yerlry des/gnpsramet...d NEADNOTES ON THISANDWCLUDEDWEKREFERANCEPAGEMIPUMniv, 1DT1ctolso FORE USE Design valld for use only with MTek® connectors. his design Is based only upon parameters shown, and Is for an IndMdual building component, not ��' a huts system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of lndMdual hum web and/or chord members only. Addinonal temporary end permanent bracing MiTek' Is always required for stability and to prevent collapse with Passible personal Nun, and property carnage. For general guidance regarding the fabrication, storage. delMery, eledlon and bracing of trusses and hum systems. seeANSUI1`l1 Cuoi6v CrCnb, V3549 and SCSI Building Component 69M Parke East Blvd.. Safety Informo6amvailable from Truss Plate InsttMe, 218 N. Lee Sheet Suite 312. Alexondrlo, VA 22314. Tampa, FL,33610 Jab Truss Trusi - City- Ply Wins "p USE ' T17534195 76106 J2 JACK -OPEN 1 1 Jab Reference (oDtionall Chambers Truss, Inc., Fad Pierce, Fl- 8.310 s Jun 11 2019 MiTek Industries, Inc. Mon Jul 8 09:51:23 2019 Page 1 ID:7ossND61iiq-33DIZK_OJ2z439T-3pR2FoA�CMGnoACWJsZo3CE4CSDs7hGNSg5P85z 9ql -2-0-0 2-10-8 2-0-0 2-10.8 Scale =1:10.o Plate Offsets (X,Y)-- 12:0-1-6,Edgel LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (Joe) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Wind(-L) 0.01 4-7 >999 240 Weight: 12 lb FT.=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=57/Mechanical, 2=322/0-8-0, 4=18/Mechanical Max Horz 2=80(LC 12) Max Uplift 3= 28(LC 9). 2=-225(LC 12), 4=-27(LC 9) Max Gmv 3=57(LC 1), 2=322(LC 1).4=42(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-10-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psk BCDL=3.Opsf; h=22ff; B=45ft; L=2411; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2)-2-0-910 0-9-12, Interior(1) 0-9-12 to 2-9-12 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live leads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for miss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3, 4 except Ot=lb) 2=225. Thomas A Albani PE No.38380 MiTek USA, Inc. FL Cart 6634 6961 Parka East Blvd. Tampa FL 33610 Date: July 8,2019 ,&WARNING -Verify design paramefsMand REAONOTES ON MNANDNCLUDWMITEKREFERANCEPAGEM&74mmre 1WoM)IS BEFORE USE ' Design valid for use only with MITek0connectors. This design Is based only upon parameters shown. and Is form Inc lOdual building component not o 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 b to prevent buckling of individual truss web and/or hard members only. Additional temporary antl permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal lryury and property damage. For general guidance regarding the fobricotlon storage, delWary, erection and bracing of trusses and num systems. seeANSUIPII Quality Criteria, DSB49 and SCSI Building Componr of 69M Parke East Blvd. Safely Infonnalbnovallabie from Truss Plate Institute. 218 N. Lea Street. Suite 312. Alexandra. VA 22314. Tampa, FL 33610 7nts Oty -Ply W!==�"'-"1USE ;76106� �KJ T77534196 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.310 s Jun 11 2019 MiTek Industries, Inc. Mon Jul 8 09:51:24 2019 Pagel ID:7cssND61ijq_33DIzK_DJ2z439T.X?_OSBBczgOePJnitZ41 cdmlLraukeWWgKgzg7(4_9gH -2-9-15 4-0-1 r 2-9-15 4.0-1 2.83 12 3.4 = 8 NAILED NAILED 3x4 = LOADING (psf) SPACING• 2-0-0 CSt. DEFL. in (loc) Utlefl Utl TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.02 4-7 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.00 Horz(CT) 0.00 2 n/a n/a DCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (IWsize) 3=68/Mechanical, 2=404/0-10-15, 4=9/Mechanical Max Horz 2=88(LC 4) Max Uplift 3=-31(LC 4), 2=-314(LC 4), 4=-26(LC 5) Max Grav 3=75(LC 28). 2=404(LC 1), 4=43(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale- 1:13.5 PLATES GRIP MT20 244/190 , Weight: 16 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except (jt=lb) 2=314. 6) "NAILED" indicates 3-10d (0.148'x3') or 2-12d (0.148'x3.25") toe -nails per NOS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plo Vert: 1-3=-70, 4-5=-20 Concentrated Loads (lb) Vert: 8=75(F=37, B=37) Thomas A Alban! PE No.39389 MTek USA, Inc. FL Cert 6634 6994 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 Job Truss Tms:' , Oty Ply W 7- "1USE T77534197 76106 EDGE Common Structural Gable 1 1 Job tleterence (optional) Chambers Truss, Inc., Fort Pierce, FL 8.310 s Jun 112019 MiTek Industries, Inc. Mon Jul 6 09:51:26 2019 4.00 12 6x8 II 4.4 II 5.6 = Scale =1:78.8 5x8 MT1BHS = axo - •- 12 3x8 = 1.50 12 6x8 = 3l C 3seU Plate Offsets(XY)-- [5:0-5-15,Edge] [6:0-4-10-2-41 [7:0-0-40-2-0] [8:0-0-00-1-12] [9:0-4-003-0] [9:0-0-150-1-8] [11:0-3-BEdgel [12:0-6-00-3-41 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.68 Ven(LL) -0.33 16-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.7716-17 >549 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.79 Horz(CT) 0.28 12 We n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.3216-17 >999 240 Weight: 2451to FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 9-12: 2x4 SP M 30, 10-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-2 oc Puffins. BOT CHORD Rigid ceiling directly applied or4-4-14 oc bracing. WEBS 1 Row at midpt 9-12 REACTIONS. (IWsize) 11=430/0-8-0,2=1547/0-8-0,12=2956/0-8-0 Max Horz 2=146(LC 11) Max Uplift 11=-448(LC 21), 2=-520(LC 12), 12=351(LC 12) Max Gmv ll=122(LC 12), 2=1547(LC 1), 12=2956(LC 1) FORCES. (Ib) -Max Comp✓Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5050/1861,3-5=-4600/1698,5-6=-3028/1198,6-7=-3002/1252, 7-9=-1395/617, 9-10=-903/2619, 10-11=-989/2598 BOT CHORD 11-12= 2383/1019, 2-17=-1693/4764, 16-17- 1162/3475, 15-16=-466/1702, 13-15=-157/567,12-13=-160/564 WEBS 7-15=-765/338, 9-15=-239/951, 9-37= 3794/1422,12-37=-3875/1428, 7-16=-704/1864, 5-16=-763/361,5-17=-341/1100,3-17=-544/328,10-12=-477/295 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=44ft; eave=5111; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-9 to 2-4-4. Interior(1) 24-4 to 22-0-0, Exterior(2) 22-0-0to 26-4-13, Interior(1) 26-4-13 to 43-8-0 zone;C-C for members and foxes 8 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 designer as perANSVTPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 11=448, 2=520, 12=851. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 8,2019 AWARNMG-VeritydestgnparametersandREADMOM ONMZANDMCLUDMUM REFERANCEPAGEMO74 ..10DY1015BEFOREUSE �■ Design wild forum only with Mrekaa connectors. This design is based oNy upon paromete s shown and a for an individual bulldlag component. not � a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design into the overall +.�irF,� bulding design. Bracing lntlicotetl is to prevent buckling of lntlh4dual truss web and/or chord members only. Additional temporary and mmonenl brocing MiTek' IS always required for stability and to prevent Collapse with possible personal lnsury and properly damage. For general guidance regarding the fobrlcaton storage, delivery, erection and bracing of busses and truss systems meANSVIPII Quality Criteria, DSB-69 end IICSI Bull Component 6904 Parka East Blvd. Safety Informalbrxrvailcble from Truss Plate Insfil 218 N. Lee Street SOO 312, Alexandra. VA 22314. Tampa, FIL 33610 Symbols PLATE LOCATION AND ORIENTATION -10 1 3/4 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. JF For 4 x 2 orientation, locate plates 0-111e from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE Thefirst 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/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4_8 I dimensions shown in ixeenths scale) IIII (Drawings not to scale) c O x O a O 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 ANSIIrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MRek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for two 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 two at each Joint and embed fully. Knots and wane at Joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 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 vMh fire retardant preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of two 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 calling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter two member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Critedo.