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HomeMy WebLinkAboutBuilding Plans truss Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. File copy MiTek �k\ O c ka.\,�, � RE: M11323 -62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Modell n/Ipa1 EL33610 4115 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE 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: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf . This package includes 13 individual, dated 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 T9680954 A 10/17/16 12 LT9680955 JA5 10/17/16] 13 I T9680956 I A6 1 10/17/16 1 1 I T9680957 J A7 1 10/17/16 1 15 I T9680958 JAB 1 10/17/16 1 16 I T9680959 J A9 1 10/17/16 7 I T9680960 j G RA 1 10/17/16 18 I T9680961 I GRB 1 10/17/16 1 19 I T9680962 J J2 1 10/17/16 1 110: I T9680963 J J4 1 10/17/16 111; I T9680964 J J6 1 10/17/16 112 I T9680965 J J8 1 10/17/16 113 I T9680966 J KJ8 1 10/17/16 i The truss drawing(s)referenced above have been prepared by MiTek w Inc. by under rmy direct supervision based on the parameters `Oo%N otlQC NS ` pro Truss Design Engineer's Name: Velez, Joaquin 6 182 My,license renewal date for the state of Florida is February 28,2017. *' •: IMPORTANT NOTE: The seal on these truss component designs is a certification 3 that the engineer named is licensed in the jurisdiction(s)identified and that the % STATE O F �/ 0 designs comply with ANSI/TPI 1. These designs are based upon.parameters 00.(�°• shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ����••• O R e,O, •�N`�� given to MiTek. Any project specific information included is for MiTek's customers ss�°"• .. file reference purpose only,and was not taken into account in the preparation of i��/0 N A'''�o�� these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Joaquin Velez PE No.68182 should verify applicability of design parameters and properly incorporate these designs Mtrek USA,Inc.FL Cert6634 into the overall building design per ANSI/TPI 1,Chapter2. 6904 Parke East Blvd.Tampa FL33610 Date: October 17,2016 Velez,Joaquin 1 of 1 A w ypb Truss �TrussType���]Oty Ply �62'Grand Carlton III with porch A 7: eference o tional ,Chambgrs Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MI I ek Industries,Inc. Mon Oct 17 10:40:01 2016 Page 1 I D:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQg 1 rHMW rvchxpgcTUSEIMd6iD2tQGCyMySYQy -7-1 Q 63 12-4-13 i 17-0-0 21-7-3 27-43 1 _ 34-0-0 r-o 1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 1-0-0 Scale=1:59.2 4.00 12 4x4= I 6 25 2x3 11 24 2x3 1 3x6% 5 7 3x6 I 8 3x4 4 3x4 3 9 N1 !2 10 11 N � Io O i17 16 15 26 27 14 13 12 4x5= 2x3 II 46 3x8= 3x8= 4x6= 2x3 11 4x5= 6-7-13 12-4-13 21-73 27-4-3 34-0-0 6-7-13 5-9-0 9-2-7 5-9-0 6-7-13 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL I 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(fL) 0.14 10 n/a n/a BCDLI 10.0 Code FBC2014ffP12007 (Matrix-M) Weight:163lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0,10=1362/0-8-0 Max Horz2=179(LC 7) Max Upl1ft2=-832(LC 8),10=-832(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3188/1833,3-4=2663/1558,4-5—2616/1565,5-24=-2668/1672,6-24—2608/1669, 1 6-25=-2608/1669,7-25=-2668/1672,7-8=-2616/1565,8-9=-2663/1558,9-10—3188/1833 BOT CHORD 2-17=-1629/2972,16-17=-1629/2972,15-16—1629/2972,15-26=934/1925, 26-27=934/1925,14-27=934/1925,13-14=1629/2972,12-13=-1629/2972, 10-12=-1629/2972 W EBS 6-14=-533/948,7-14=-328/317,9-14=550/387,6-15=-533/948,5-15=328/317, 3-15=-550/387 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52fh L=34fh eave=6fh Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hdnger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 lb down and 29 lb up at 15-0-0, and 50 lb down and 29 lb up at 19-0-0 on top chord. The design/selection of such connection device(s)is the responsibtlity 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:1-6=54,6-11=54,18-21=-20 Concentrated Loads(lb) Vert:24=50(F)25=-50(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEKREFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overail building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Addtional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TP1I 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 s *5 Truss Truss Type Qty Ply 62'Grand Canton III with porch T9680955 M11323 A5 SPECIAL 9 1 t Job Reference(optional) " ChambSrs Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Mon Oct 17 10:40:03 2016 Page 1 I D:2GIScwwyY5hnGhXVARzUkuyuFUM-elILyYSPZSX4m92-pLr8huZh1 Zy4adbKKkll l FySYQw 1-0-0 7-8-5 10-6-4 17-0-0 20-0-8 26-4-0 34-0-0 35-0-0 1-0-0 7-8-5 2-9-15 6-5-12 3-46 5-11-8 7-8-0 Scale=1:61.2 4.00 12 5xS 11 6 2 I I 2x3 x3 7 4x6% 3x6 5 8 3x4 2x3� 4 3 9 14 10 „ ,o I^ N, 2 5xl2 MT1BHS= jm o o I 13 12 5x12= y I I 3x6= 3x10= 2.00 12 106-4 20-4-8 26-4-0 34-0-0 106-4 9-10-4 5-11-8 7-8-0 Plate Offsets(X,Y)-- f2:0-2-2 0-0-71 (4:0-3-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190 TCDL, 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCLLj 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a rVa BCDL! 10.0 Code FBC2014[TP12007 (Matrix-M) Weight:154 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. WEBS 2x4 SP No.3`Except* WEBS 1 Row at midpt 6-14 i 6-14:2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0,10=1327/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-795(LC 8),10=-812(LC S) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5402/3080,3-4=5047/2830,4-5=-5005/2833,5-6=-5093/2947,6-7=-2352/1498, 7-8=-2330/1420,8-9=-2383/1406,9-10=-2979/1705 BOT CHORD 2-14=-2837/5142,13-14=990/2054,12-13=-1496/2765,10-12=1496/2765 WEBS 3-14=-342/309,5-14=-297/306,6-14=-1796/3265,6-13=246/514,7-13=-259/242, 9-13=634/426 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14fh B=52ft;L=34fh eave=6fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);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 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)2 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of,bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 Ib uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010MO15 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 design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabilcation,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 3 1 Z Mexandrla.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680956 M11323 A6 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:04 2016 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJjguT1 KmfxNJdBM3MNE56scyHtJ?2UZOVsZhySYQv 1-0-q 8-11-11 16.0-0 18-0-0 20-4-8 25-11-15 34-0-0 5-0 -0-0 8-11-11 7-0-5 2-0-0 2-4� 5-7-7 8-0-1 -0-0 Scale:3/16"=l' I I 4.00 12 6x8— 5x6= I 5 6 2x3 3x4 5X6 WB% 5x6 34 78 N i J ui1 2 14 9 10I Ir; 5x12 MT18HS= 13 - d 3x4= 12 11 5x6= 2x3 II 3x6= 3X10 _ 2.00 F12 10-6-4 15-0-0 16-0-0 20-4-8 1 25-11-15 34-0-0 i 10-6-4 4-5-Y2 1-0-0 4-4-8 5-7-7 8-0-1 Plate Offsets(X Y)-- f2:0-2-2 0-0-71 13:0-3-0 Edgel (5:0-4-0,0-2-31,17:0-2-7,Edgel I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLLi 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 2441190 TCDLI 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLLI 0.0 ' Rep Stress Incr YES WB 0.79 HOrz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:156lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30-Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3`Except` 5-14:2x4 SP M 30 OTHERS 2x4 SP No.3 I REACTIONS. (lb/size) 2=1298/0-8-0,9=1326/0-8-0 j Max Horz2=169(LC 7) Max Uplift2=-796(LC 8),9=811(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5374/3073,3-4=5240/3075,4-5=-4981/2826,5-6=-2255/1421,6-7=-2312/1390, 7-8=-2320/1368,8-9=-3010/1736 BOT CHORD 2-14=-2825/5111,13-14=-1110/2301,12-13=-1043/2141,11-12=-1528/2799, 1 9-11=-1 528/2799 WEBS 4-14=487/484,5-14=-1581/2900,5-13=402/185,6-13=166/517,8-12=-764/537, 8-11=0/257 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.II; Ezp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)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 betweenthe bottom chord and any other members. 7)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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,notBet a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall A building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,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 Qty Ply 62'Grand Carlton III with porch T9660957 M11323 A7 SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:05 2016 Page 1 I D:WSJgpGwal Ppeur6hkg UjG5yuFUL-a7t5N ETf53no?TCNwmtcnJfOEMeV2Pl dnl EP58ySYQu 1-0 8-10-10 14-0-0 20-0-0 25-111-1-1 "_15 34-0-0 35-0- -0-0 8-10-10 5-1.6 6-0-0 5-15 -1 1-0-0 Scale=1:62.3 5x10= 5x6= 4.00 12 4 5 2x3 3x4 3 6 N 1 4 11 7 _ I^ 8 'r c1 2 5x12 MT18HS= l� o 0 10 g 4x5= Sx12= 2x3 11 WO= 2.00 12 10-6-4 1 14-0-0 2o-4-8 25-11-15 34-0-0 10-6-4 3-5-12 6-4-8 5-7-7 8-0-1 Plate Offsets(X Y)-- (2:0-2-2 0-0-7i (4:0-5-0 0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 2441190 TCDL1 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL1 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a BCDLi 10.0 Code FBC2014[TP12007 (Matrix-M) Weight:147 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0,7=1327/0-8-0 Max Horz 2=-1 49(LC 6) Max Uplift2=-795(LC 8),7=812(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5357/3035,3-4=-4993/2805,4-5=-2157/1368,5-6=-2364/1410,6-7=-2960/1697 BOT CHORD 2-11=-2785/5096,10-11—1430/2801,9-10=1486/2746,7-9=-1486/2746 WEBS 3-11=-412/418,4-11=-1 327/2588,4-10=810/415,5-10=166/455,6-10=636/444 i NU ES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52fh L=34ft eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All,plates are MT20 plates unless otherwise indicated. 5)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)Bearing at joint(s)2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity ofbearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Info the overall r�A building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,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 I A Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680958 M11323 A8 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 1 OAO:07 2016 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-XW?sovVwdhl WEmM12Bw4skkNSAK2WNRwFLjWAOySYQs 1-0 8-8-4 12-0-0 15 8-4 20-4 8 22:2 0 24-8-12 34-0-0 5-0- -o0 8-8-4 3-3-12 3-8-4 4-8-4 1-7-8 2-8-12 9-3-4 -0-0 Scale=1:62.2 5x6= 2x3 11 4x8= i 3x4= 4.00 12 4 20 5 6 21 7 2x3 2x3 O 8 3 N_ V rn1 2 13 9 10 r I� 5x12 MT18HS= IC? d o 12 11 5xl2= 3x4= 4x6= 3x10= 2.00 12 10-6-4 20-4-8 22-0-0 34-M 10-6-4 9-10-4 1-7-8 12-M Plate Offsets(X Y)-- f2:0-2-2 0-0-71 f7:0-5-8 0-2-41 f9:0-2-6 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL1 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a BCD! 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:154lb FT=0% i LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4 SP No.3 i REACTIONS. (lb/size) 2=1292/0-8-0,9=1332/0-8-0 Max Horz2=129(LC 7) Max Uplift2=-794(LC 8),9=-813(LC 8) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5337/3033,3-4=4970/2788,4-20=-3801/2193,5-20=-3801/2193,5-6=2464/1521, 1 6-21=-2472/1529,7-21=-2472/1529,7-8=-2492/1487,8-9=-2808/1655 BOT CHORD 2-13=2785/5078,12-13=1698/3180,11-12=-1158/2331,9-11=-1432/2593 WEBS 3-13=-389/395,4-13=-895/1665,5-13=-2911796,5-12=-894/538,7-12=-303/452, 7-11—228/474,8-11=-408/405 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)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)Bearing at joint(s)2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10MI2015 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 design parameters and properly incorporate this design Into the overall Met building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery.erection and bracing of trusses and truss systems,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 i r Job s Truss Type Oty Ply 62'Grand Carlton III with porch T9680959 M17323 JA1rus 9 HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:40:08 2016 Pagel I D:_etC1 cxC3ixVV?huts?ypJyuFUK-?iZE?FWYO_gMswxybvRJOxHgpalH FnB4U?T3iSySYOr r1-0-0 6-7-15 10-0-0 15-2-14 20-4-0 24-0-0 27-4-1 34-0-0 35-0-Q 1r-0-0 6-7-15 3-4-1 5-2-14 5-1-2 3-8-0 3-4-1 6-7-15 Scale=1:60.1 I 4x4— 2x3 4x8= 4.00 12 3x4= 4 22 5 6 23 7 2 Q 2x3 x3 3 8 N ! r m N1 2 FR 9 1010 o to 15 14 13 12 11 i 3x8= 6x8= 3x4= US 3x6= 3x6= 3x5= 10-0-0 20-4-0 24-0-0 34-0-0 10-0-0 10-4-0 3-8-0 10-0-0 Plate Offsets(X Y)-- f2:0-2-8 Edgel f7:0-5-4 0-2-01 f9:0-2-2 Edgel i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL I 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 2441190 TCDLI 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL' 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL; 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:156lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 i i REACTIONS. (lb/size) 2=687/0-8-0,9=382/0-8-0,13=1554/0-8-0 Max Horz 2=-1 09(LC 6) Max Uplift2=-441(LC 8),9=-262(LC 8),13=-904(LC 8) Max Grav2=709(LC 17),9=420(LC 18),13=1554(LC 1) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1196/685,3-4=874/475,4-22=-797/472,5-22=-797/472,5-6=-369/747, 6-23=-369/747,7-23=-369/747,7-8=78/269,8-9=-295/175 BOT CHORD 2-15=543/1091,14-15=-39/316,13-14=-39/316,12-13=-245/259,11-12=-245/259 WEBS 3-15=-349/338,5-15=-256/615,5-13=-1162f752,6-13=-260/229,7-11=156/325, 8-11=387/359,7-13=-762/448 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34fh eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 441 lb uplift at joint 2,262 lb uplift at joint 9 and 904 lb uplift at joint 13. 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 MrrEK REFERANCE PAGE MB-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MliekO connectors.This design Is based ody upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall rat building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek' 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:::��]Oty Ply �62'Grand Carlton III vrilh porch M11323 GRA HIP ference o tional :.Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi I A Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 I D:_etC1 cxC3ixVV?huls?ypJyuFU K-Tv7cDbW A91 H DU4W B9cyYx9pgDz6A_CfDifCdEvySYQq 1�r 17-0-0 18-6-0 22-2-2 26-0-0 34-0-0 -_ 35-0-Q 1-0-0 8-M 3-1-1 5-10-15 16-0 38-2 3-9-14 8-0-0 1-0-0' Scale=1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, THIS COMPONENT IS TO BE USED IN ROOF DIAPHRAGM,OR PROPERLY CONNECTED CONJUNCTION WITH A RIGID DIAPHRAGM. PURLINS AS SPECIFIED. 4x4= THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND 11 14 WITH NEGLIGIBLE LATERAL DEFLECTIONS. 9 7x10 6 17 6x10 4.00 12 4 19 3 13I 16 5x 21 10 N N ' N 1 2 22 23 N I�, b o 29 28 27 26 25 24 3x6 11 3x6= 6x8= 3x6— 6x8— 4x4= 3x5= 6x8= — 8-0-0 11-1-1 18-6-0 26-0-0 34-0-0 8-0-0 3-1-1 7-4-15 7-6-0 8-0-0 Plate Offsets(X Y)-- f3:0-3-8 Edgel f21:0-3-8 Edgel (24:0-3-8 0-3-0) f27.0-3-8 0-3-01 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL1 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDU 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLLI 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:194 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):7,8,19,17,14 REACTIONS. All bearings 0-8-0. (lb)- Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s)except 2=-376(LC 8),27=-1146(LC 8),26=-1470(LC 8),22=646(LC i 8) Max Grav All reactions 250 lb or less at joint(s)except 2=527(LC 13),27=2197(LC 13),26=2894(LC 14), 22=1015(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3—561/338,3-5=-306/839,5-7=584/1206,7-8=-584/1206,8-10=-584/1206, 10-12=584/1206,12-13=584/1206,13-15=-584/1206,15-16=-584/1206, 16-18=-584/1206,18-20=-2121/1203,20-21=-2121/1203,21-22=-2176/1197, 4-6=-173/256,6-9=-134/313,9-11=-114/371,11-14=-200/419,14-17=-102/280, 19-21=-151/268 BOT,CHORD 2-29=-195/591,28-29=-143/463,27-28=-143/463,26-27_772/440,25-26=393/630, 24-25=-393/630,22-24=-1014/2010 WEBS 3-29=457/1105,3-27=-1643/836,5-27=-769/636,5-26=-537/346,13-26=934/608, 18-26=-2360/1437,18-24=-782/1690,21-24=-38/353,4-5=-618/520,19-20=-342/310, j 14-15=-549/402 i NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft eave=6ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x3 MT20 unless otherwise indicated. 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 376 lb uplift at joint 2,1146 lb uplift at joint 27,1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967lb down and 461 lb up at B-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). OAD t-;KWST Standard WARNING-Vertly design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use orty with MITekV connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bu0dng design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek' 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/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 3M Alexandria VA22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680960 M11323 GRA IHIP 1 1 Job Reference(optional) a Charn4ers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 2 ID: etCl cxC3ixVV?huls?ypJyuFU K-Tv7cDbW A91H D U4W 89cyYx9pgDz6A_CfDifCdEvySYQq LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,21-23=-54,29-30=-20,24-29=47(F=-27),24-33=-20,3-11=-126(F=-72),11-21=-126(F=-72) Concentrated Loads(lb) Vert:29=-641(F)24=641(F) I i I I i f i i i I I I i I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII-7473 rev.101=015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSO-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Jab Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9630961 M11323 GRB HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page i ID:SrRaEyyrgO4M78G4raW BL WyuFUJ-Tv7c DbW A91 HD U4W 89cyYx9piuz4F_CM DifCdEvySYQq 1-0-Q 8-0-0 13-8-0 1� 7-0-0 20-0-0 26-0-0 34-0-0 35_0 1-0-0 8-0-0 5-8-0 3-4-0 3 4-0 5 8-0 8-0-0 1-0-0 Scale=1:60.1 5x8 MT18HS= 4x10= 5x8 MT16HS= 4.00 12 2x3 11 4x6= 2x3 3 23 4 5 6 7 24 8 N N N1 2 9 10 N 1 d) o O 16 15 14 13 12 11 4x5— 3x6 II 4x6— 6x10= 6x10= 4x6= 3x6 II 4x5— 8-0-0 13-8-0 20-4 2 26-M 34-0-0 8-0-0 5-8-0 6-8-0 5-8-0 8-0-0 Plate Offsets(X Y)-- f2:0-2-2 Edge],(3:0-5-4 0-2-81 f5:0-3-0 Edge],f8:0-5-4,0-2-81,f9:0-2-2,Edgel i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL, 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.27 14-16 >912 240 MT18HS 244/190 BCLU 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL'; 10.0 Code FBC2014lfP12007 (Matrix-M) Weight:153 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 8-13,6-13 4-14,7-13:2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0,13=3993/0-8-0,9=510/0-8-0 Max Horz2=-90(LC 6) Max Uplift2=871(LC 8),13=-2549(LC 8),9=-369(LC 8) Max Grav2=1479(LC 13),13=4684(LC 15),9=563(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3514/1878,3-23=-2062/1226,4-23=2062/1226,4-5=-2062/1226,5-6=2062/1226, 6-7=-1265/2545,7-24=1265/2545,8-24=-1265/2545,B-9—692/331 BOT'CHORD 2-16=-1655/3336,15-16=-1676/3398,14-15=-1676/3398,12-13=-246/658, j 11-12=246/658,9-11=225/595 WEBS 3-16=-402/1155,3-14=-1431/700,4-14=-847/699,7-13=-886/720,8-13=3505/1836, i 6-1 1=403/1157,6-14=-143112780,6-13=-3151/1776 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)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 871 lb uplift at joint 2,2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(pit) Vert:1-3_54,3-8=-131(F=-77),8-10=-54,16-17=-20,11-16=-49(F=-29),11-20=-20 ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE Design valid for use only with MITeW 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 vedty,the applicability of design parameters and properly Incorporate this design Into the overall r building design. Bracing Indk-afed Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSE-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 7'1' p y 62'Grand Carlton III with porch T9680961 M11323 GRB : HIP 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 2 I D:SrRaEyyrg04M78G4ra W BLW yuFUJ-x5h_QxXowcP45E5KjJTnUMMteNQUjfcMxJyAnLySYQp LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:16=-641(F)11641(1`) I I i i I I i I I i I i 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Bet valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,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 TT'Grand Carlton III with porch T9680962 M11323 J2 MONO TRUSS 8b Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:40:10 2016 Page 1 I D:xt?zS IzTbJC DII rGPH i QukyuFUI-x5h_QxXowcP45E5KjJTnUMM21NY1j uxMxJyAnLySYQp -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:7.9 I 3 4.00 12 2 1 4 I I I I 3x4= I 2-0-0 i 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL i 20.0 Plate Grip DOL 1.25 TIC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDLi 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLLi 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n1a BC DL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:8 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical,2=143/0-8-0,4=21/Mechanical Max Horz2=67(LC 8) Max Uplift3=-30(LC 8),2=131(LC 8),4=3(LC 5) Max Grav3=37(LC 13),2=143(LC 1),4=29(LC 3) i FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4:2psf;BCDL=3.Opsf;h=14ft;B=52fh L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=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.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. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 3,131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used In the analysis and design of this truss. I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE h111-7473 rev.f0/03/2015 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 design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,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 i Job Truss TIlulss, Type Qty Ply 62'Grand Carlton III with porchT9680963 M11323 J4 TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 1 I D:PDYLfd_5MdK4MSQTz?ZfRxyuFU H-x5h_QxXowcP45E5KjJTnUMMOdN W ejuxMxJyAnLySYQp 100 4-0-0 1-0-0 4-0-0 Scale=1:11.2 3 i 4.00 F12 2 1 4 I I 3x4= i 4-0-0 J 4-0-0 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Lid PLATES GRIP TCLL1 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDU 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLLI 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:14 lb FT=0% i LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS. (lb/size) 3=79/Mechanical,2=229/0-8-0,4=39/Mechanical Max Horz2=104(LC 8) Max Uplift3=-75(LC 8),2=-171(LC 8),4=-2(LC 8) Max Grav3=79(LC 1),2=229(LC 1),4=60(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=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.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. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 75 lb uplift at joint 3,171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i i Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII--7473 rev.10/03/2015 BEFORE USE. Design valld for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall txNtling design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCS1 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 162'Grand Carlton III with porch T9680964 M11323 J6 MONO TRUSS 8 1 Jab Reference o tional : Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 I D:tP6jtz_j7xSx_c_fXi4uzgyuFUG-PH EMdHYQgvXxj OgXH 1_10av6FnozSLAWAzhkJnySYQo -1-0-0 6-0-0 1-0-0 6-0-0 Scale=1:14.8 i 3 i i 4.00 12 2 ' � 1 4 i I 3x4= 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL1 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL' 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:20 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=120/Mechanical,2=321/0-8-0,4=54/Mechanical Max Horz2=142(LC 8) Max Uplift3=-117(LC 8),2=-218(LC 8) Max Grav3=120(LC 1),2=321(LC 1),4=89(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. i NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft B=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=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.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. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 21811b uplift at joint 2. 6)"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 MITEKREFERANCE PAGE MI1-7473 rev.101012015 BEFORE USE � Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with poss(ble 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 FPIY—]62'Grand Carlton III with porch T9680965 M11323 JB MONO TRUSS 20 Job Reference o liar Chamtors Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 I D:tP6jtz_j7xSx_c_fXi4uzgyuFUG-P HEMdHYQgvXxjOgXH 1_10av9TniQSLAW AzhkJnySYQo 1-0-0 8-0-0 1-0-0 Scale=1:17.7 3 4.00 12 i 2 1 4 3x4= 8-0-0 8-0-0 Plate Offsets(XY)-- f2-0-1-2 Edgel LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Udefl Ud PLATES GRIP TCLL I 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 244/190 TCDLi 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 1 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDLI 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:26 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins. BOT CHORD 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical,2=411/0-8-0,4=68/Mechanical Max Horz2=180(LC 8) Max Uplift3=-160(LC 8),2=-265(LC 8) Max Grav3=164(LC 1),2=411(LC 1),4=118(LC 3) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. i NU ES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft B=52ft;L=34fh eave=6fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=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.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. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of.truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I ®WARNING.Verily design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE M11-7473 rev.101o3201S BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a Truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �A building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing IYIiTek' 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 62'Grand Carlton III with porch T9680966 Ml1323 KJ8 MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Pagel ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-PHEMdHYQgvX iogXH1_1OavAingZSFRWAzhkJnySYQo 1-5-0 7-3-4 11-3-0 1-5-0 7-3-4 3-11-12 Scale=1:20.8 4 2.83 Fl2 3X4 3 2 I 7 6 2x3 11 5 3X4= 3x4= I 7-3-4 11-0-0 7-3-4 3-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL! 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL! 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLLJ 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:44lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical,2=482/0-11-5,6=556/Mechanical Max Horz2=244(LC 8) Max Uplift4=207(LC 8),2=-312(LC 8),6=-277(LC 8) Max Grav4=250(LC 13),2=482(LC 1),6=574(LC 13) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1090/498 BOT CHORD 2-7=-662/1072,6-7=-662/1072 WEBS 3-7=0/3091 3-6=-1177/727 I 1)Wind:Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)nal 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 207 lb uplift at joint 4,312 lb uplift at joint 2 and 277 lb uplift at joint 6. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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+Root Live(balanced):Lumber Increase--1.25,Plate Increase--1.25 Uniform Loads(pit) Vert:1-2=54 Trapezoidal Loads(pit) Vert:2=0(F=27,B=27)-to-4=-152(F=-49,13=49),8=0(F=10,B=10)-to-5=-56(F=-18,B=-18) Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11m7473 rev.101032015 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 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 Mffek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabficaflom 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. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated, (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. 1 c1-2 c2-3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves WEBS C�V may require bracing,or alternative Tor I v Q bracing should be considered. Oc0 b = 3. Never exceed the design loading shown and never a �P O stack materials on Inadequately braced trusses. '•> o 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate LC7-8 C6-7 CBb I designer,erection supervisor,property owner and plates 0-4,6"from outside BOTTOM CHORDS all other interested parties. 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 protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 19go 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 to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and li in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 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 14.Bottom chords require lateral bracing th 10 is spacing, 9 Y 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 16.Do not cut or alter truss member or plate without prior (supports)occur, Icons vary but ©2012 MiTek®All Rights Reserved 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, K 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI 1: 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 DSB-89: Design Standard for Bracing. a is not sufficient. BCSI: Building Component Safety Information,_ _- 20.Design assumes manufacture in accordance with M-iTek________ Guide to Good Practice for Handling, - - - ANSI/TPI 1 Quality Criteria _ Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:Mil-7473 rev. 10/03/2015