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HomeMy WebLinkAboutTruss Drawings Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTeke File COPY 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 Mode l.ga,��§1610 4115 Lot/Block: Subdivision: 1 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 HeighIl Wind Speed: 165 mph Roof Load: 37.0 sf Floor Load: N/A sf P P 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# I Truss Name I Date 1 IT9680954 I A 110/17/161 12 I T9680955 1 A5 1 10/17/16 1 13 I T9680956 I A6 1 10/17/16 1 14 I T9680957 1 A7, 1 10/17/16 1 15 I T9680958 I A8 1 10/17/16 6 IT9680959 I A9. 10/17/16 17 IT9680960 I GRA 1 10/17/16 1 MAY 1 111 , 18 I T9680961 I GRB 1 10/17/16 1 19 I T9680962 1 J2 1 10/17/16 I PE-01T -iej^ 110 I T9680963 I J4 1 10/17/16 1 Si.Lucie Gcunty, FL 111. I T9680964 1 J6 1 10/17/16 I 112 I T9680965 1 J8 1 10/17/161 113 I T9680966 1 KJ8 1 10/17/16 I The truss drawing(s)referenced above have been prepared by MiTek ��.%0QUIN 11111 ill,, , USA,Inc. under my direct supervision based on the parameters �% OP <<c provided by Chambers Truss. �•`� •'.,�GEN....... •E N SF'•;' cos Truss Design Engineer's Name: Velez, Joaquin 182My license renewal date for the state of Florida is February 28,2017. ?: "6 IMPORTANT NOTE' The seal on these truss component designs is a certification = ' :O : STATE OF :•�� that the engineer named is licensed in the jurisdiction(s)identified and that the 441 . designs comply with ANSI/TPI 1. These designs are based upon parameters o�,�'•,� p shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �, '• O R 1 .•'����` given to MiTek. Any project specific information included is for MiTek's customers ♦ S' ••. . e file reference purpose only,and was not taken into account in the preparation of , /,,,,O N Ae 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 MiTek USA,Inc.FL Cart 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 17,2016 Velez,Joaquin 1 of 1 Jo Truss ;Truss ypl= a --- - Qty Ply 62'Grand Carlton III with porch \R T9680954 M11323 A j COMMON 9 1 � � Job Reference(optional)____ 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:a3B4PavKnnZweXyJckS FBgyuFUN-iMeaXsQ91 i HM W rvchxpgcTUSEIMd6iD2lQGCyMVSYQy 1.0-0 6-7-13 12.4-13 _ 17.0.0 21-7.3_ 27-4-3 34-0-0 5-0- 10 0' 6-7-13 -- 5.9-0 4-7-3 — + 4-7-3 I— 5-9-0— �— 6-7-13 1-0-0 Scale=1:59.2 4.00 F12 4x4= 6 25 2x3 II 24 2x3 II 3x6% 5 7 3x6 4 8 3x4% 3x4 3 , \` 9 [—Z�::_: w1 2 10 11 -- — - Im 77 16 15 26 27 14 13 12 6 4x5— 2x3 I 46= 3x8= 3x8= 4x6= 2x3 II 45= i 6-7-13 12-4-13 21-7-3 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/dell 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 1 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.54 I Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) i Weight:163 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins. 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=136210-8-0 Max Horz 2=179(LC 7) Max Uplift2=832(LC 8),10=-832(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)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;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)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=IO.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)Hangef(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 Ib 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) 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 MITEK REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE Design valid for use only with IvlllekO connectors.This design is based only upon parameters shown,and is tot an Individual Ixrliding component,not a Truss system.Beforo use.the building designer must verity the applicability of design paramelers and properly incorporate this design Into the overall balding design. Bracing Indicated is to prevent buckling of individual muss web and/or chord members only.Additional temporary and permanent bracing MTek' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regcnding the fabrication,storage,delivery,erection and bracing of Inisses and Truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instilute,218 N.Lee Street Sulte 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Piy 62'Grand Carlton III with porch T9680955 M11323 AS SPECIAL 9 1 —) _ Joh Reference_(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTsk Industries,Inc. Mon Oct 17 10:40:03 2016 Page 1 ID:2GlScwwyY5hilGhXVARzUkuyuFUM-eliLyYSPZSX4mg2_pLrBhuZh1Zy4adbKKkll1 FySYQw 1 0-0 7.8-5 10-6.4 17-0-0 20-4-8 26-4-0 34-0-0 35_0-� j1-0 7-8-5 2-9-15 6-5-12 3-4-8 5-11-8 7-8-0 1.0-0 Scale=1:61.2 4.00[1z 5x8 II 6 2x3 11 2x3 117 7 4x6% 3x6 5 8 3X4 2x3� 4 3 9 2 � _ _ _ 10 11 N 1� 1 / �--~ 5xl2MT18HS= __ — 7� l� 13 12 Sx12= 2x3 II 3x6= 3x10 7::: 2.00 12 10-6-4 20-4-8 26-4-0 34-0-0 10-6-4 9-10-4 5-11-8 —�— 7-8-0 Plate Offsets(X,Y)-- f2:0-2-2�0-0-7, 4:0-3-0 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 I 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 BCLL 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:154lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-11 or,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 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=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)All plates are MT20 plates unless otherwise Indicated. 4)This truss has been designed for a 10.0 psi 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 ANSUTPI 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. Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE Design valid for use only with MlTek6D connectors.1hls design is based only ury-)n parameters shown,and Is for on Individual building component,not a truss system.Before use,the building designer must verify the applicability of design pararneleis and properly Incorporate this design Into the overall v building design. gracing Indicated Is to prevent buckling of individual imss web and/or chord members only.Additional lemporary and permanent bracing Mffek' is always required for stability and to prevent collapse Wlh possible personal Injury and property darnage. For general guidance regarding the fabrication,storage-delivery,erection and bracing of trusses and buss systems,seeANSi/TPIi Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available train Truss Piere Inslilute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T968D956 M11323 A6 SPECIAL 1 t Job Reference(optional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc. Mon Oct 17 10:40:04 2016 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJj9uT1 KmfxNJdBM3MNE56scyHt,1?2UZOVsZ11ySYOv 1r 0-0 8-11-11 16-0-0 r 18.0.0 20-4-8 25.11-15 34-0-0 '1 0.01 8-11-11 7-0.5 0 0 2-4-8 5-7-7 B-0.1 -0-0 Scale:3/16"=1' 4.00I'l 6x8= 5x6= 5 6 2x3 3x4 5x6 W B% 5x6 34 7 8 I �1 2 `_ 10 N 1 r:) 5x12MT18HS= 73 �1; 3x4= 12 11 O 5x6= 20 II 3x6= 3x10= 2.00 12 _ �o-s-a _ _1s-0-o � 2o-4-a 25-11-15 � 34-o-0 10-6-4 �— 4-5-12 0-0 44� 5-7-7 8.0.1 Plate Offsets(X,Y)-- 2:0-2-2 0-0 3:0-3-0 Edgej,5:0-4-0 0-2-3�(7:0-2-7 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud 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 I 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: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 REACTIONS. (lb/size) 2=1298/0-8-0,9=1326/0-8-0 Max Horz 2=169(LC 7) Max Uplifl2=-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, 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 root 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=14fh 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 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 five 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 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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valld for use only with MITek00 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the buliding designer must verify the applicability of design parameters and property Incorporate this design Into the overall bal r T ding design. Bracing indicated is to prevent Lxrckling pn���A of individual truss web and/or chord members only.Additional temporary and permanent bracing `I VifTek` B always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and buss 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 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch � o Job Reference tional) T9680957 M11323 A7 SPECIAL 1 1 - Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:4D:05 2016 Page 1 I D:W SJ gpGwal Ppeur6hk9UjG5yuFU L-a7t5N ETf53no?TCNwmtcnJtO EMeV2Pldn1 E P58ySYQu 1) 8.10-10 14-0-0 20-0-0 _ 25-11-15 34-0-0 3-0-0 1-0-0 8-10-10 5-1-6 6.0-0 5-11-,5 8-0-1 1-00 Scale=1:62.3 5X10= Sx6= r 4.00 F12 4 5 2x3 3x4 3 I 6 IdrJ Sx12 MT18HS= Ico 6 0 10 9 5x12= 2x3 li 4x5= 3x1D= 2.00 72 10-6-4 14-0-0 20-4.8 25-11-15 34-0-0 10-6-4 �3_5_12 6-4.8 •� sa-7 8-0-1_ ' Plate Offsets(X,Y)-- (2:0-2-2,0-0-71,(4:0-5-0,0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Veri(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 244/190 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) 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=-810/415,5-1 0=-1 66/455,6-10=-636/444 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.ll; 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 psi bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1 010 312 0 1 5 BEFORE USE Design valid for use only with MITekG connectors.This design is bred only upon parameters shown,and Is for an Individual building component,not ��pfq� a truss system.Before use.the building designer must verify the oppilcab0lty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent bxickling of Individual tnis web and/or cbwrd members only.Additional temporary and permanent bracing -MiTek' Is always required for stability and to prevent collapse with possible personal lnjtry and property damage. For general guidonce regarding the tabrfcalion,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.Stile 312,Alexandria.VA 22:314. Tampa.FL 33610 Job Truss Truss Type Oty Ply 62'Grand Carlton III with porch T968D958 M11323 AB SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:40:07 2016 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-XW?sovVwdhl WEinM12Bw4skkNSAK2WNRwFLjWAOySYOs r1-0-0 8-8-4 12-0-0 i 15-8-4 20-4-8 22-0-0 24-8-12 34-0-0 S5- '1.p-p 8-8-4 —1 3-3-12 3-8-4 —1 4.8-4 --I 1-7.8 1 2.8-12 ^� 9-3-4 b0-0 Scale=1:62.2 5x6= 3x4 2x3 11 4x8= = 4.00 12 4 20 5 6 21 7 2x3 -- �� 3 8 N 5x12MT18HS= 12 11 5x12= 3x4 4x6= = 3x10= 2.00 12 F 10-6-4 20-4.8 22-0.0 34.0-0 1 o•s-4 s 1D-a 1 7-B 12-0.0 Plate Offsets X 1_[2:0-2-2,0-0-7] (7:0-5-8,0-2-4],(9:0-2-6,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (ioc) I/defl Lid 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: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 20 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4 SP No.3 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) 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=-2492/1487,8-9—2808/1655 BOT CHORD 2-13=-2785/5078,12-13—1698/3180,11-12—1158/2331,9-11=-143212593 WEBS 3-13=-389/395,4-13=-895/1665,5-13=291l796,5-12=-894/538,7-12=303/452, 7-11=-228/474,B-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.Cpsf;h=14ft;6=52ft;L=3411;eave=6fF 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 pst 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 verity 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. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MIIeko 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 Iryiicafed Is to prevent buckling of Individual frss web and/or chord membes 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 tntss systems,seeANSf/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 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680959 M:1323 A9 IHIP �1 1 Job Reference(optional)_ Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10A0:08 2016 Page 1 I D:_etC 1 cxC3ixVV?huls?ypJyuFUK-?iZE?FW YO_9MswxybvRJOxHgpalH FnB4U?T3iSySYOr 1 _ 6-7-15 10-0-0 15-2-14 20.4.0 24-0-0 27-4-1 I 34-0-0 t� 1-0-0 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 4x4= 2x3 I I 4x8= 4.00 12 3x4= 4 22 5 6 23 7 2x3_1- 2x3 6 3 8 cS us1 2 �// 9 10 j 6 1m o — a 15 14 13 12 11 3x5= 3x8 3x6= 6x8= 3x6= 3x4 3x5= 10-0-0 _ 20-4-0 _ 24-0.0 34-" ~ 10-0-0 � 10-4-0 3-8-0 10.0-0 Plate Offsets LX,Y-- 2.0-2-8 Ede 7:0-5-4 0-2-01,f9:0-2-2,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 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 Na BCDL 10.0 Code FBC2014/TPI2007 (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 purlins. 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 Horz2—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—36W747, 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=-1162/752,6-13—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=3411;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)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 MITEK REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with ivlQek@)connectors.this design Is based only upon parameters shown•and is for an Individual building component,not a I=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 budding of individual truss web and/or chord members orrly.Additional temporary and permanent bracing -:,{{���A� ffek. 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 frarn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandrla,VA 22314. Tampa,FL 33610 Job Truss i Truss Type Oty Ply �62'_GrandCarlT9680960 M11323 GRA HIPb Reference L tip oval) Chambers Truss. Fort Pierce,FL 7.64D s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40!09 2016 Page 1 I D:_etC1 cxC3ixVV?I1uls?ypJyuFUK-Tv7cDb W A91 H D U4 W 89cyYx9pgDz6A-C1DifCdEvySYOq 8-0.0 + 11-1-1 i 17-0-0 _i18-6 0 22-2-2 26-0-0 34-0-0 350-q 1-0.0 B-0.0 3-1-1 5-10-15 1-G-0 3.8-2 3-9.14 8-0-0 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. 9 700% 6 17 6x10 4.00 12 4 I 3x6 19 _ I 3 [1B 5— 2 131 16 5&20'6 _ 21 10 " ,�1 2 22 23 rn 29 2827 26 25 24 o 3x6 11 3x6= 6x8= 3x6= 6x8—_ 4x4= 3x5= 6x8= 8-0-0 11-1-1 18-6-0 26-M 34-0-0 8-0-0 3-1-1 7-4-15 7-6-0 - —�� _____8-0-0 -- Plate Offsets(X Y)- i3:0-3-8,EdgejL 21:0-3-8,Edge].24:0-3-8,0-31 27:0-3-8,0-3-01 -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(ILL) 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 BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) I 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 puriins. 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 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(Ib)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=-584/1206,1820=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 2-29195/591,28-29=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;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water pending. 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 tit 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 purlin 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 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. 11)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). O C S S Standard WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Mg-7473 rev.1010312016 BEFORE USE Design valid for use only wilh MliekO connectors.This design Is I>ased only upon parameters shown,and Is for an Individual building component•not a Iruss system.Before use,the building designer must verify the applicability of design paramelers and properly Incorporate this design Into the overall p�dT building design. Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only.Additional temporary and permanent tracing 'I V l�lek• is always regdred for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,se.eANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslifule.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss �Truss Type Qty Ply 62'Grand Carlton III with porch T9680960 M11323 GRA 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 2 I D:_etCi cxC3ixVV?huls?ypJyuFUK-Tv7cDbW A91 H DU4 W 89cyYx9pg Dz6A_C(DifCdEvySYQq LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) 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(1`=72) Concentrated Loads(lb) Vert:29—641(F)24=-641(F) Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek®connectors.]Hs 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 Ihts 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 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 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 10:40:09 2016 Page 1 ID:SrRaEyyrgO4M78G4raW BLW yuFUJ-Tv7cDbW A91 H D U4 W 89cyYxgpiuz4 F_CMDifCdEvySYQq 1 0 8-0-0 T 13-8-0 17-0-0 20.4-0 �, 26-0-0 __i 34-0-0 -0-(� 11-0.0 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 6x8 MT1 BIAS= 4x10= 5x8 MT18HS= 4.00!12 2x3 II 4x6= 2x3 II 3 23 4 5 6 7 24 8 - N i I 9 N j � 2 10 �2 61C o I_ 6 16 15 14 13 12 11 4x5— 3x6 II 4x6— 6x10= 6x10= 4x6— 3x6 II 45— 8-D-0 13-8-0 20-4-0 26-0-0 { 34-0-0 B-0-0 5-8-0 6-8-0-0 5-8.0 8-0-0 Plate Offsets(X,Y)-- 12:0-2-2,EdgeJ(3 0-5=4i0-2-8,[5:0-3-0,Edg9]�L8:0-5-4,0-2-81�9:0-2_dgel__ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi 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 i 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 n/a BCDL 10.0 Code FBC2014ffPi2007 _(Matrix-M) T_ Weight:153lb FT=O%_ LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc pudins. 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 midpl 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 Upilft2=-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=-1265/2545,8-9=-692/331 BOT 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—1431f700,4-14=-847/699,7-13_886f720,8-13=-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=14fh B=52tt;L=3411;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 psi 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 MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with Mllek0 connectors.This design is based only upon parameters shown,and Is for an Individual Wilding component,not a miss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall d building design. Bracing Indicated Is io prevent buckling of individual truss web and/or chord members only.Addiflonal temporary and permanent brcicing M1Te k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erecilon and bracing of Irusses and tmss systems,seeANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslifute-218 Pl.Lee Street,Sulte 312.Alexandria.VA 22:314, Tampa,FL 33610 Job Truss Truss Type Qly Ply 62'Grand Carlton III with porch 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 I D:SrRaEyyrg04M78G4raW BLW yuFUJ-x5h_QxXowcP45E5KjJTnUMMteNQUjfcMxJyAnLySYQp LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:16=-641(F)11=-641(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with Ivlflek6 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 Info the overall Eva building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and petrnanent bracing °Mffek' Is always required for siablllly and to prevent collapse wilh possible personal Injruy and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing o1 tritsses 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 Sheol.Suite 312 Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply FJrence Carlton III with porch T9680962 M11323 J2 MONO TRUSS 8 1 Chambers Truss, Fort Pierce,FL 7. 0 2016 MiTek Industries,Inc. Mon Oct 17 10A0:10 2016 Page 1 I D:xl?zS lzTbJCDIIrGPH l OukyuFU l-x5h_Qxxowc P45E5KjJTnUMM2INYlj uxMxJyAnLySYQp F _ -1.0-0 2-0-0 1-0-0 2.0-0 Scale=1:7.9 3 4.00 12 2 4 3x4= 2-0-0 2-0.0 LOADING(pst) 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/TPI2007 (Matrix-M) I 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 puffins. 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;13=521t;L=34ft;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 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. ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only wifh MITek0 connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a muss 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 tarns web and/or chord members only.Addifional temporary and permanent bracing 'Mfferk' 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 Plafe Institute,218 N.Lee Street.Suite 312,Alexandria-VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty P y 62'Grand Carlton III with porch T9680963 M11323 J4 MONO TRUSS 8 1 _ I 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?Zf RxyuFU H-x5h_QxXowcP45E5KjJTnUMMOdNW ejuxMxJyAnLySYQp -1-0.0 i 4-0-0 I 1-0-0 r 4.0-0 Scale=1:11.2 3 4.00 12 2 i 4 3x4= 4-0.0 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) Well Ud 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 BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:14 lb FT=0% LUMBER- BRACING- TOP 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 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.Opst;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)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. ®WARNING-Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MITekMID connectors.this design Is based only upon parameters shown,and Is for an Individual building component.not amiss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p� building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mi iy 'ek• is always required for stability and to prevent collcpse 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 bnformalton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply F62GRraend Cadton III with porchM11323 J6 MONO TRUSS 8T9680964 ference(optional) Chambers Truss. Foil Pierce,FL 7.640 s Apr 19 2016 MiTek Industries.Inc. Mon Oct 17 10:40:1/2016 Page 1 I D:tP6jtz-j7xSx_c_fXi4uzgyuFUG-PHEMdHYQgvXxjOgXH 1_10av6FnozSLAW AzhkJnySYQo -1-0-0 6-0-0 1-0-0 6-0-0 Scale=1:14.8 3 4.00 12 v 2 1 4 3x4= 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in '(loc) I/defi 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 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 (Matrix-M) Weight:20lb 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. NOTES- 1)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2pst;BCDL=3.Opsf;h=14ft B=52fh 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 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. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10103J2015 BEFORE USE. Design valid for use only with MITeMD connectors.fits design Is based only upon parameters shown,and Is for an individual building componeni,not a tans systern.Before use,the building designer must verity the appllcablIlfy of design parameters and properly Incorporate ihls design Into the overall T building design. Bracing indicated Is to prevent buckling of Individual inns web and/or chord members only.Additional temporary and permanent bracing 'M`Tek. Is always requited 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,seeANSIM1 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 Conlon III with porch T9680965 M11323 JB MONO TRUSS I20 1 i tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 ID:tP6jtz j7xSx_c_fXi4uz9yuFUG-PHEMdHYQgvXxjOgXHi_10av9TniQSLAWAzhkJnySYQo B-0-0 B-0-0 Scale=1:17.7 3 4.00 12 2 4 3x4= 8-0-0 i 8-0-0 Plate Offsets(X,Y)-- 2:0-1-2,Edg_el _ LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 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 I Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 I Code FBC2014/TP12007 (Matrix_M)� _ Weight:26lb 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 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 Horz 2=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;13=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)This truss has been designed for a 10.0 psf bottom chord live load rlonconcurrent 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 Ito 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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE Design valid for use only wBh Mffeke connectors,This design is based only upon rrrromelets shown,and Is for an individual building component not a Iniss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall s building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffe k' Is always required for stability and to prevent collapse with possbie 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.Sutfe 312.Alexandria.VA 223)4. Tampa,FL 33610 russType City Ply 62'GrandCallon III with porchT9680966 �ob 11323 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?LtiEanci11Zr4Qb7 W MyuFUF-PHEMdHYQgvXxjOgXH 1_10avAingZSFRW AzhkJnySYQo -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 F12 3x4 3 I rtl1 2 7 6 3x4= 2x3 I 5 3x4= 7-3-4 1 11-3-0 7-3-4 3-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi 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 BCLL 0.0 Rep Stress Incr NO WB 0.43 HOrz(FL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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 pUriins. 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(LC 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. TOP CHORD 2-3—1090/498 BOT CHORD 2-7=-662/1072,6-7=-662/1072 WEBS 3-7=0/309,3-6=-1177/727 NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14fh B=52ft;L=34ft;eave=6fh Cat.II; 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)`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 girders)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(plf) Vert:1-2=54 Trapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-4=-152(F=-49,B—49),8=0(F=10,B=10)-to-5-56(F=-18,B=-18) ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.1 010 312 0 1 5 BEFORE USE Design valid for use only with MITekG cannectors.this design Is based only upon parameters shown,and Is for an Individual building component•not a in155 system.Before use,the building designer must veitfy the applicability of design parcimeteis and properly Incorpwale[his design into the overall r 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/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Symbols Numbering System ® 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 ff-in-sixteenths. Apply plates to both sides of truss 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. 1 TOP CHORDS diagonal or X-bracing,Is always required. See BCSI. c1-2 c2 3 2. Truss bracing must be designed by an engineer,For 4 wide truss spacing,individual lateral braces themselves WEBS c�a may require bracing,or alternative Tor I T c bracing should be considered. I O �O p 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 0 a- 4, Provide copies of this truss design to the building For 4 x 2 orientation, locate c�-s cba cep R designer,erection supervisor,property owner and plates 0-'rib"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,moisture content lumber shall not exceed 19%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 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 MiTekg 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. i��s 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 MiTek 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