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HomeMy WebLinkAboutBuilding Plans Lumber design values.are irS accordance with ANSI/TP1 1 section 6.3 These truss designs rely.ori lumber values_established by others. W . File COPY. M'iTek' RE: M11323 -62' Grand Carlton III with porch MiTek USA, Inc. 1 . 6904 Parke East Blvd. Site Information: T pa EE 610-4115 Customer Info:WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model: 113�3333 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 Rq!of 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. I Seal# Truss Name Date 1 IT9680954J A _ - 10/17/16 2 IT9680955 i A5 10/17/16 13 1 i T9680956 i A6 i 10/17/16 i 14 1 I T9680957 J A7 1 10/17/16 1 15 1 I T9680958 I A8 i 10/17/16 1 6 1 IT9680959 A9 1 10/17/16 7 �T9680960 GRA _ 110/17/16 f 18 I I T9680961 I GRB 1 10/17/16 19 1 i T9680962 J J2 1 10/17/16 110, I T9680963 J J4 1 10/17/16 1 1111 I T9680964 J J6 1 10/17/16 1 112 I T9680965 J J8 1 10/17/16 1 118 I T9680966 J KJ8 i 10/17/16 i The truss drawing(s)referenced above have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters �N•.VFC�c°��,� provided by Chambers Truss. E N S�.•e' ®, Truss Design Engineer's Name: Velez, Joaquin 611182 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 :1 STATE OF .•4� thatithe engineer named is licensed in the jurisdiction(s)identified and that the , designs comply with ANSI/TPI 1. These designs are based upon parameters .®.n'•,�`� p,;'�,`, shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �,o�s•.• O R IV GNP® file'eferenive n to ice purposeponly,anect d was not ecific �keno into account in the preparation ed is for MiTek's t ofers O N A;S��`®, 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 MRek USA,Inc.FL Cart 6634 into the overall building design per ANSUTPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 17,2016 Velez,Joaquin 1 of 1 Job Truss Truss Type City Ply 62'Grand Carlton III with porch • T9680954 M11323 A COMMON 9 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:01 2016 Page 1 I D:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91 rHM W rvchxpgcTUSEIMd6iD2tQGCyMySYQy ri-D•Q 6-7-13 12-4-13 17-0-0 21-7-3 27-43 34-0-0 S5-0-q 1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 Scale=1:59.2 4.00 12 4x4= 6 25 2x3 l l 24 2x3 . 3x6% 5 7 3x6 C 4 8 w 3x4% m 3x4 3 9 u 2 10 11 � 1 Ic, O 17 16 15 26 27 14 13 12 4x5— 2x3 ll 46= 3x8= 3x8= 4x6= 2x3 II 4x5= i 6-7-13 12-4-13 21-7-3 i 27-4-3__ _ _,___ 34-0-0 6-7-13 5-9-0 9-2-7 5-9-0 6-7-13 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL 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(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:163 lb FT=0% i 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 Uplift2=-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, 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 WEBS 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;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34fh eave=6ft;Cat.Il; 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 fitlbetween the bottom chord and any other members,with BCDL=10.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)Hanger(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 responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) i Vert:1-6=54,6-11=-54,18-21=20 Concentrated Loads(lb) Vert:24=-50(F)25=-50(F) ®WARNING-Verity desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 verify the applicability of design parameters and property Incorporate this design Into the overall A bulldng design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MBTek' Is always loqui:rxi for slaihiity and to provord collopsc=wllh rx.,w11Aa 1_.,r:anal Injury and prc,x rtv durnc.Ur.o, kr goncral guldtnco rcgarding 1 rc fabtbcatbon,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 Truss Type Qty Ply 62'Grand Carlton III with porch T9660955 M11323 A5 SPECIAL 9 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL, 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:03 2016 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-eIILyYSPZSX4m92—pLrBhuZh1Zy4adbKKk111 FySYQw r1-0-q 7-8-5 10-6-4 17-0-0 20-4-8 26-4-0 34-0-0 35-0-0 10-0� 7-8-5 2-9-15 6-5-12 3-0-8 5-11-8 7-8-0 1-0-0 Scale=1:61.2 4.00 F12 5x8 II 6 20 11 2x3 I 7 4x6% 3x6 5 2x3=. 4 8 3x4 3 9 14 Ir N 2 10 11 N . 1l 5x12 MT18HS= 16 o — o 13 12 5x12= 2x3 II 3x6= 3x10= 2.00 12 i 10-6-4 i 20-4-8 26-4-0 34-0-0 r 10-6-4 9-10-4 5-11-8 Plate Offsets(X Y)-- f2:0-2-2 0-0-71 f4:0-3-0 Edge) I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 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 BCLLI 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a BCD i L 10.0 Code FBC2014ITP12007 (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 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 8) 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 BOTH 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=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)All plates are MT20 plates unless otherwise indicated. 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)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 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 lb 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 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE �/■� D"gn valid for use only with MITek®connectors.This design is Based only upon parameters shown.and is for on 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 I VI iTek• 1;Ci Ways rrxluirod for stalAilty and To prcvcnl Collalxx,with lx�sa)ic lx�rumal Injury rind property dr.IMC 3C.t-OT gcncrc:!01.6dar;Co reacher KJ tfra foF rlcatiom storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty, Ply 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• 8-11-11 16-0:2 18-0-0 20-41 25-11-15 34-0.0 5-0- -0-0 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 -0-0 Scale:3/16'=1' I 4.00112 6x8= 5x6= 5 6 2x3 3x4 5x6 WB% 5x6 34 78 _N n i N %1 2 14 9 10I� ^ . I 5x12MT18HS= 13 , 3x4= 12 6 11 5x6= 2x3 II 3x6= 3x10= 2.00 12 I 10.6-4 15.0-0 6-0-0 20-4-8 25-11-15 34-0-0 10-6-4 4-5-12 -0-0 4-4-8 5-7-7 8-0-1 Plate Offsets(X,Y)-- f2:0-2-2,0-0-71,(3:0-3-O,Edge),(5:0-4-0,0-2-31,(7:0-2-7,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL 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:156 lb FT=0% I LUMBER- BRACING- TOP CHORD 2x4 SP M 30`Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 3-5:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. BOT CHORD 2x4 SP M 30 WEE S 2x4 SP No.3`Except' 5-14:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0,9=1326/0-8-0 Max Horz2=169(LC 7) Max Upljft2=-796(LC 8),9=-811(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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=-104312141,11-12=-1528/2799, 9-11=-1528/2799 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.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Prlovide 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 fitl 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)Piovide 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 MlTEK REFERANCE PAGE M11-7473 rev.10/03/2015 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 verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek• Is ahverys nXIIJIrrd for s-10blitly and To prevent collapse with 1:>oWI n lxrsonal Injury and Tnoix rty darnctgc. Ku Gonorat guldanco rogardini tho 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 I Job � Truss Truss Type Qty, Ply 62'Grand Carlton III with porch T9680957 M11323 A7 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:05 2016 Page 1 I D:W SJgpGwal Ppeur6hk9Uj G5yu FU L-a7t5N ETf53no?TCNwmtcnJfOEMeV2PI dn1 EP58ySYQu 1-0 8-10-10 1411 20-0-0 25-11-15 34-0-0 35-0- - -0-0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 Scale=1:62.3 5x10= 5x6= 4.00 FIT 4 5 . 2x3 3x4 3 6 I N 11 7 8 N rj1 .2 5x12MT18HS= Im 6 10 9 0 5x12= 2x3 4x5= 3x10= 2.00 12 10-6-4 14-0-0 20-4-8 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)-- f2:0-2-2 0-0-71 f4.0-5-0 0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:147lb 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 Horz2=149(LC 6) Max Uplift2=795(LC 8),7=812(LC 8) FOR (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPI CHORD 2-3=-5357/3035,3-4=-4993/2805,4-5=2157/1368,5-6=2364/1410,6-7=-2960/1697 BOTiCHORD 2-11=-2785/5096,10-11=1430/2801,9-10=-1486/2746,7-9=-1486/2746 WEBS 3-11=-412/418,4-11=1327/2588,4-10=810/415,5-10—166/455,6-10=-636/444 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.11; 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 between the bottom chord and any other members. 7)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 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 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-Ventry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use.the bLAding designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing irld[cated Is to prevent buckling of Individual truss web and/or chord members oNy.Additional temporary and permanent bracing I V pA I iTek' k;"A."a y.;roquirod for:toil,iiity and to provont polidpsn v.9th I-Y 5wi:IC ixxs<mal Injury and Pro;x:rty damrgc. I-OT gcncaai guld<-s,cc TegarcLng it rc; 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 availaLMe from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I I Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680958 M11323 AB SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:07 2016 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-XW?sovVwdhl WEmM12Bw4skkNSAK2WNRwFLjWAOySYQs r1-0-0 8-8-4 12-0-0 15-84 20-4-8 22-" 24-8-12 34-0-0 - $5-0-0 1-0-0 B-8-4 3-3-12 3-8-4 4-8-4 1-7-8 2-8-12 9-3-4 y-0-0` Scale=1:62.2 I 5x6= 3x4 2x3 II 4x8= = 4.00 F12 4 20 5 6 21 7 2x3 2x3 8 3 e 2 13 9 10 5x12MT18HS= Ioi o � 12 11 5x12= 4x6= 3x4= 3x10= 2.00 F12 I 10-6-4 20-4-8 22-D-0 34-0-0 10-6-4 9-10-4 1-7-8 12-0-0 Plate Offsets(X Y)-- f2:0-2-2 0-0-71 (7:0-5-8 0-2-41 f9:0-2-6 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 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 BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Weight:154lb FT=0% LUMBER- BRACING- TOPI CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. B0I1 CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4 SP No.3 RE TIONS. (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, 6-21=2472/1529,7-21=-2472/1529,7-8=-2492/1487,8-8=-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=-291/796,5-12=-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=52fh L=34ft;eave=6ft;Cat.11; 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 between the bottom chord and any other members. 7)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. B)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-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111II--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 tiuss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into The overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• fs C.9wctys roquln-XI to;ACIlAiriy and to prevent collapse wfih T)OWble fK:rsnrral Injury and proixrPf darf ioje. For general guldartco re jarclin-3 the fabrication,storage,delivery,erection and bracing of trusses and Miss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sat ety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa,FL 33610 r Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680959 M113231 A9 HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MUek Industries,Inc. Mon Oct 17 10:40:08 2016 Page 1 - ID:_etClcxC3ixVV?huls?ypJyuFUK-?iZE?FWYO_9MswxybvRJOxHgpalHFnB4U?T3iSySYQr rl-0-0 6-7-15 10-0-0 15-2-14 20-4-0 24-0-0 27-4-1 i 34-" 35-0-Q 1-0-0 6-7-15 "_1 5-2-14 5-1-2 3-8-0 34-1 6-7-15 1-0-0 Scale=1:60.1 i 4x4= 2x3 11 4x8= 4.00 FIT 3x4= 4 22 5 6 23 7 2x3 Z�l 2x3-5- 3 8 I r� 01 2 9 � 2 10 6 EeZI 6 6 15 14 13 12 11 3x5= 3x8= 3x6= 6x8= 3x6= 3x4= 3x5= 10-0-0 20-4-0 2411 34-0-0 10-0-0 10-4-0 3$-0 10-0-0 Plate Offsets(X,Y)-- f2:0-2-8,Edgel,(7:0-5-4,0-2-01,f9:0-2-2,Edge1 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 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 n1a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:156 lb FT=0% 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0,9=382/0-8-0,13=1554/0-8-0 Max Horz 2=-109(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) 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 BOTICHORD 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=-1162/752,6-13=260/229,7-11=-1 56/325, 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=14fF 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 fitlbetween 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. i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE MII-7473 rev.10/03,2016 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek• '^caw(r!s rc(lulrrxt for stalxity anal to prcvcnt coflap°sn with ixx-Ab to Ix�nrm(rl Injury and pK)p rty darnogo. for goncrai guldrincc T",gar(4ng Irro 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 Truss Type �Qty Ply 62'Grand Carlton III with porch j T9680960 M11323 GRA HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10.40:09 2016 Page 1 I D:_etC1 cxC3ixVV?huls?ypJyuFUK-Tv7cDbW A91 H D U4 W 89cyYx9pgDz6A_Cf DifCdEvySYQq r1-0-Q 8-0-0 11-1-1 17-" 18 5-0 22-2-2 26-0.0 i 34-0-0 35-0-0 1-0-0 8-0-0 3-1-1 5-10-15 1-0-0 3.8-2 3-9-14 8-0-0 1-0-0 i 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 3x6 19 3 = 131 16 5x 21 10 t2 N1 2 22 23 N N $ Im O 29 28 27 26 25 24 3x6 I l 3x6= 6x8= 3x6= 6x8—_ 4x4= 3x5= 6x8= 1 N- 11-1-1 18-6-0 26-0-0 34-0-0 -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,.f24:0-3-8,0-3-01,f27:0-3-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCD IL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:194 lb FT=0 LUMBER- BRACING- TOPI CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puriins. Except: BOT CHORD 2x4 SP M 30 1 Row at micipt 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 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. (Ib)-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=-58411206,15-16=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=1021280, 19-21=-151/268 BO 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, 14-15=549/402 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VUIt=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 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 puriin 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 8-0-0 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). Ak O, C S tan ar WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Deign valid for use oNy 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 pAv building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• B ahvcrys rrxlarod for slability and to provonf coilopf'o wirrn IX44 Ulo rJWrial Injury and propoity darncx.•. For gust ral guidcxrc;r gardirn trio fabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Nexandrta.VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply T9680960 62'Grand Carlton III with porch M11323 GRA HIP i 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr-19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 2 I D:_etCl cxC3ixVV?huls?ypJyuFUK-Tv7cDbW A91 H D U4W89cyYx9pg Dz6A_Cf DifCdEvySYQq 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=-1 26(F=-72),11-21=-126(F=72) Concentrated Loads(lb) Vert:29=-641(F)24641(F) I I i I i i I I i i i I I ®WARN/NG-Ve�i/y design parameters end 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,not a inks system.Before use,the building designer must vedry the applicability of design parameters and property Incorporate this design Into the overall bWlding design. �acfng Indicated Is 10 prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing iViiTek• :away:rcqulred Wr stc:f:>RIi•/ctnd to I?revcnt coL•c5�}Sa with I:.�ssu>Ie Lx;rt,incri Ir,J::ry arut IJropefty dart age- I-or 3r;neral guldcv re re3arcling:i is fatxlcation,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. Satety Information available from Truss PlaTe Institute,218 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610 i I Job "j Truss Tripuss Type Qcy Ply 62'Grand Carlton III with porch M11323 GRB - 1 1 Jab Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-Tv7cDbW A91 H D U4W 89cyYx9piuz4F_CMDifCdEvySYQq �7 8-0-0 13-8-0 17-0-0 20-4-0 26-0-0 34-0-0 35-0-0 14, 8-0-0 5-8-o 8-0-0 Scale=1:60.1 5x8 MT18HS= 4x10= 5x8 MT18HS= 4.00 12 _ 2x3 11 46= 2x3 11 3 23 4 5 6 7 24 8 N 1 2 g 10 N a r.. 16 16 15 14 13 12 11 4x5— 3x6 it 4x6— 6x10= 6x10= 4x6= 3x6 11 4x5— i 8-0-0 1328-0 i 20-4-0 26-0-0 34-0-0 8-0-0 5-8-0 5-8-0 8-0-0 Plate Offsets(X,Y)-- t2:0-2-2,Edge),f3:0-5-4,0-2-81,15:0-3-0,Edge),f8:0-5-4,0-2-81,19:0-2-2,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 BCLL 0.0 ' Rep Stress incr NO WB 0.98 Horz(TL) 0.07 9 n/a rVa BCD�L 10.0 Code FBC2014/fP12007 (Matrix-M) Weight:153lb FT=0% LUMBER- BRACING- TOPi CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. 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 Horz 2=-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, 1 6-7=1265/2545,7-24=-1265/2545,8-24=1265/2545,8-9=-692/331 BO I CHORD 2-16=-1655/3336,15-16=-1676/3398,14-15=-1676/3398,12-13=246/658, 11-1 2=-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, 8-11=-403/1157,6-14=-1431/2780,6-13=-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.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)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(plf) 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 MITEK REFERANCE PAGE 14II-7473 rev.10/03&015 BEFORE USE. Design valid for use oNy 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 Ivai building design. Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only.Additional temporary and permanent bracing M ftl( c;ctlwrrys K-Y lulrod for stability and to proven!c ollapso with rwK FsUlo lx rsonal injury and profx rty darfrctgv, For gonc x,co rai guidr re rho gard.-ng fafiricatlom storage,delivery,erection and tracing 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 parch T9680961 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 10:40:10 2016 Page 2 1 D:SrRaEyyrg04M78G4raW BLW yuFUJ-x5h_QxXowcP45E5KiJTnUMMteNQUjfcMxJyAnLySYQP LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:i6=-64i(F)i i=-64i(F) I I I i I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Hill building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addifional temporary and permanent bracing M!Tek* V ahvavS uxluirfxl 110(lQuillty and try provcrd jxy=IlIIQ pfjr:ilrK11 I<'ij:.tC V CA N11NOrXA ty dQUIfg r„ t<]r gr•r--I(:JIAIdanco rcjarf.ing tho fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSUTPII 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 I Job Truss Truss Type City Ply 62'Grand Carlton III with porch T9680962 M11323 J2 MONO 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:xl?zS IzTbJCDII rGPH 1 QukyuFU I-x5h_QxXowcP45E5KjJTnUMM21NYlj uxMxJyAnLySYQp -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:7.9 3 4.00 12 2 I 1 4 3x4= 2-0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 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: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) 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; 3=52ft;L=34ft;eave=6ft;Cat.11; Ezp 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 30 lb uplift at joint 3,131 lb uplift at joint 2 a6d 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. Y 9 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--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 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 awcm roqukc+:l for slalAllty and to prov�snt coii<4i:�,vAth{x,�9:��.Ix[wrial Inj�rry and prolx rty darnCXJC.. 1-or goncral guide nce;rcxjarCCng Yr:7 fatxicotfon,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 Truss Type Qty Ply 62'Grand Carhon III with porch T9680963 M11323 J4 MONO 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 • ID:PDYLfd_5MdK4MSQTz?ZfRxyuFUH-x5h_QxXowcP45E5KjJTnUMMOdNWejuxMxJyAnLy8YQp 1-0-0 4-0-0 1-0-0 4-" Scale=1:11.2 3 i 4.00 12 i I i I i 2 I 1 4 3x4= 4-0-0 4-0-0 i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCD IL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:14lb FT=0% LUMBER- BRACING- TOO CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 6),4=-2(LC 8) Max Grav3=79(LC 1),2=229(LC 1),4=60(LC 3) FOiCES. (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.11; Ex 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 five load nonconcurrent with any other live loads. 3)'TINS 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 i i i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrlEK REFERANCE PAGE Mf1-7473 rev.10/03/2015 BEFORE USE. .Design valid for use only wlih 101106 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 rLA building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ys; �y iTek• Is alwa rec,;rlrcrl for Mabltity arul to prcvcnt r_o11ai:�sr v/Ern rxx.,ll110 Ixx�rrutl Injury and Iworx ify ciclrnojr-. For gortorral guldarlco rCYJclydlrrrrj tiro 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 Truss Type city Ply' 62'Grand Carlton III with porch T9680964 M11323 J6 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 j. ID:tP6jtz-j7xSx_c_fXi4uzgyuFUG-PHEMdHYQgvXxjOgXH1_10av6FnozSLAWAzhkJnySYQo -1-0-0 6-0.0 1-0-0 6-0-0 ' Scale=1:14.8 3 I 4.00 12 j 2 1 4 i 3x4= 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 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 BCDL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rl/a BCDL 10.0 Code FBC2014/TPl2007 (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. BO 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(1-C 8),2=-218(LC 8) Max Grav3=120(LC 1),2=321(LC 1),4=89(LC 3) POKES. (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;13=5211t;L=34ft;eave=6ft;Cat.Il; E'x 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 218 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 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. *� Design valid for use ody with MITek®connectors.This design Is based only upon parameters shown,and Is for an indlOdual building component not Sol' 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 rrx;uirod for slafhllty and to prevent collapse with r ossilAo pcisonal Injury and pxorx rty darnago. Mr gonarol guidanco rogarc1rvg Ike fabiricatlon,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 T9680965 M11323 JB MONO TRUSS 20 1 Job Reference o tional Cham�ers 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_fXi4uz9yuFUG-P HEMdHYQgvXxjOgXH 1_10avgTniQSLAWAzhkJnySYQo -1-0-0 8-0-0 1-0-0 8-0-0 Scale=1:17.7 3 4.00 12 2 i cc!! 4 3x4— 8-0-0 8-0-0 Plate Offsets(XY)-- f2:0-1-2 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 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDIIL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:26lb FT=0% LUI BER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins. BOT CHORD 2x4 SP No.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) 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=52fh 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)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 gfrder(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 I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11­7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek�connectors.This design Is based oNy 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 �q building design. &acing Indicated Is to prevent buckling of Individual buss web andlor chord members only.Additional temporary and permanent bracing IMI. iTek* t;cxi4vc;,rc<:fuitrY:t for sic:::;€tty dn::i to prc vcnf coa[:;>a�with rx>=r u'c tx.r:;cinnE in¢�ry cnxi pro;x rry dc ling ea jm fab'rlcaTion,storage,delivery,erection and bracing of trusses and buss systems,seeANSiRP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Wate InsTitute.218 N.Lee Sheet,Suite 312 Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680966 M11323 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 Page 1 I D:Lcg54J?LuEancmZr4Qb7W MyuFUF-PH EMdHYQgvXxjOgXH 1_10avAingZSFRW AzhkJnySYQo 1-5-0 73-4 11-M 1-5-0 7-3-4 3-11-12 Scale=1:20.8 4 i 2.83 FIT 3x4 3 i I i 2 7 6 j 3x4= 15 3x4= 73-4 113-0 7-3-4 3-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCCL 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 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 6 n/a Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:44 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc 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(LG 8) Max Grav4=250(LC 13),2=482(LC 1),6=574(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOf, CHORD 2-3=-1090/498 BOT CHORD 2-7=-662/1072,6-7=-662/1072 WEBS 3-7=0/309,3-6=-1177/727 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.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)na 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'jThis 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+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pif) Vert:1-2=54 Trapezoidal Loads(pit) Vert:2=0(F=27,B=27)-to-4=-152(F=-49,B=-49),8=0(F=10,8=10)-to-5=-56(F=-18,B=-18) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.this design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must 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 rorluire d Ka stability and fo Ixcvant e-oll rlSvr with lx rsonai Injury rr,kd Ixorx rly darriagn. Mr ty:norol guldcxrcc rogarding trio_ 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 3361 D Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y L 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Dimensions are in ff-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 Cgs 2. Truss bracing must be designed by an engineer.For 0-/1 brr wide truss spacing,individual lateral braces themselves WEBS ca 4 may require bracing,or alternative Tor I f C 0 bracing should be considered. O >> �� M c = a 3 �, O 3. Never exceed the design loading shown and never a �° U stack materials on inadequately braced trusses. rz 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate O c�-s cb�. csv designer,erection supervisor,property owner and plates 0-'/,b"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 MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisturecontent lumber shall not exceed 19%at timeeofof fabrication. t 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 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 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values 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 occuf. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide-to-Good Practice for Handling,-- - - ---- --- -----ANSI/TPI 1-Quality-Criteria. - - -- Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015