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HomeMy WebLinkAboutTruss plans Lumber design values are in accordance with ANSI/TPI 1 section 6.3 Wig These truss designs rely on lumber values established by others. MiTek � RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke ee3East Blvd. Site Inforation: Customer Info:WYNNNE DEVELOPEMENT CORP Project Name: M11323 Modell '1a13233610-4115 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL Name Address and License#of Structural Engineer of Record, If there is,one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet, conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 IT9680954 I A i 10/17/16 I 11T9680955 IA5 10/17/16] 13 I T9680956 I A6 1 10/17/16 4 I T9680957 I A7 1 10/17/16 t `� I t� ti . .•a.� }� y .:. 5 T9680958 JAB 10/17/16 16 T9680959 I A9 1 10/17/16 17 _LT9680960 GRA __ L0/17/16 18 I T9680961 G R B 1 10/17/16 1 19 I T9680962 I J2 1 10/17/161 10 I T9680963 I J4 1 10/17/16 Ill I T9680964 I J6 1 10/17/16 1 12 IT9680965 I J8 1 10/17/16 1 113 I T9680966 I KJ8 10/17/16 The truss drawing(s)referenced above have been prepared by MiTek eQvIjy rV�o1 USA,Inc.under my direct supervision based on the parameters ee�pP G E N 3•C��,•®tee provided by Chambers Truss. �, c�''•, �� Truss Design Engineer's Name: Velez, Joaquin 6B 182 My license renewal date for the state of Florida is February 28,2017. IMPORTANT NOTE' The seal on these truss component designs is a certification 13•; STATE OF ��® that the engineer named is licensed in the jurisdiction(s)identified and that the ®0 ° designs comply with ANSI/TPI 1. These designs are based upon parameters ��T°•.� P•' `` shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ,�s� 4 O R GN eeo given to MiTek. Any project specific information included is for MiTek's customers •� eee file reference purpose only,and was not taken into account in the preparation of ®ode ON AL 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 Cert 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 orb Truss Truss--Type Qty Ply 62'Grand Carlton III with porch T9680954 4 •M11323 A 'COMMON 9 1 I 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:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91 rHM W rvchxpgeTUSEIMd6iD2tQGCyMySYQy 0_0 6-7-13 12-4-13 ) 17-0-0 21-7-3 27-4.3 r _ 34-0-0 1-0-0 6-7-13 5-9.0 4-7-3 4-7-3 5-9-0 r 6-7-13 1-0-0 ScaleScale=1:59.2 4.00 12 44= 6 25 2x3 11 24 2x3 11 3x6% 5 7 3x6 4 8 3x4 3x4 3 \ 10 11jrh 0 6 17 16 15 26 27 14 13 72 = 2x3 11 4x6— 3x8= 3x8= 46== 2x3 11 45 4x5 = I 6-7.13 12-4-13 I_ 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. J DEFL. in (loc) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.29 15 >999 360 MT20 244/190 Tf;DL 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/TP12007 (Matrix-M) i Weight:163 lb 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=1362/0-8-0 Max Horz 2=179(LC 7) Max Uplift2=-832(LC 8),10=832(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(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=-533/946,5-15=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=341t;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 41'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)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 froth(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:1-6=54,6-11=-54,18-21=20 Concentrated Loads(lb) Vert:24=-50(F)25=-50(F) LWARNINNG-verity design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE Af11-7473 rev.1 010 312 0 1 5 BEFORE USElld for use only with MITekro connectors.this design Is based only upon pwamelers shown,and Is for on Individual building component,notlent.Befexe use.the Mdkiing designer must verify the appllcabllity of design paramele6s and properly Incur fxxale this design Into the overallP��Tesign. Bracing Indicated Is to prevent buckling of individual fruss web and/or chord members only.Additional lempararyandpermanent bracing ;�iT�k• required for statxllty and to prevent collapse with passible personal Injury and property domage. For general guidance regarding the6904 Perke East Bivd. n,storage,delivery,erection and bracing of trusses and trusssystems•seeANSI/TP11 Quality Criteria,DS8-89 and BCSI Building Component Tampa,FL 3367D formation available from Truss Plate Insillute,218 N.ter,Street.Suite 312.Alexandria.VA 22314. rJob Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680955 1323 AS SPECIAL 9 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries.Inc. Mon Oct 17 10:4003 2016 Pagel ID:2GIScwwyY5hnGhXVARzUkuyuFUM-ellLyYSPZSX4m92_pLrBhuZhiZy4adbKKkll1 FySYQw )1-0-0 7-8.5 10-6-4 17-0-0 , 20-4.8 26-4-0 ___ 34-D-0 �_ 3_60 • 1-0-0----------------- 7-8-5 2-9-15 6-5-12 3-4-8 5-11-8 ^� 7-8-0 T'1.0-OI Scale=1:61.2 4.00 12 5x8 II 6 2x3 i i 2x3 II 7 4x6% 3x6 z 2x3� 4 5 8 3x4 9 3 14 � 10 �1 2'��•-- 5xl2MT1BHS= -- 11) I`r o l o — 13 12 5x12= 2x3 II 3x6= 3x10= 2.00 12 10-6-4 20-4-8 26-4-0 F 34.0-0 10-6.4 9-10-4 5-11-8 7-8-0 Plate Offsets X YE 2:0-2-2 0-0-7 f4:0-3-O,Edgel__ — — — — LOADING(psf) SPACING- 2-0-0 CSI. j DEFL. in (loc) Udell Vd PLATES GRIP — TOLL 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 j Vert(TL) -1.48 13-14 >275 240 MT18HS 2441190 BCLL ' Rep Stress Incr YES W B 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 100.0 A Code FBC2014ffP12007 I (Matrix-M) I _ Weight:154lb 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 micipt 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=3.0psf;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)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 ANSIffPi 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)•Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 Ib uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used In the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mn-7473 rev.1010312015 BEFORE USE. � Design valid for use only with Mllek(b)connectors.lids design Is based only upon parameters shown,and is for an individual building component not a in=system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. [tracing Indicated Is to prevent lxickling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WNW Is always required for stability and 10 prevent collapse wlih possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and tnrss systems,seeANSUTPll 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 [obTruss Type Qly nPly62'Grand Carlton III tvdh porchT9680956 11323 A6 SPECIAL 1 b Reference(optionap Chambers Truss, Fort Pierce,FL 7.640 a Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10AD:04 2016 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJj9uT1KmtxNJdBM3MNE56scyHtJ,?2UZOVsZhySYQv 1-0- 8-11-11 16-0-0 18-0-0_r 20-4-8 25-11-15 34.0-0 35-0•q -0-0' 8-11-11 7-0-5 , 2-0-0 2-4-8 5-7-7 8.0-1 r1=0-0 Scale:3116'_T 4.01)F12 6x8= 5x6= 5 6 2x3 3x4 5x6 WB% 5x6 34 78 m _._ 14 9 2 "— _1..,-.�--� 10 m 11 -- 5x12MT1 OHS= i3 -_'_-- - )d' 3x4 zz 12 11 o 5x6= 2t3 Ii 3x6= 3x10 2.00 12 10-6.4 r 34.0.0 ~ ! (--- } 0 10-6-4 4512 1-0-0 4-4-8 5-7.7 _ a-0-1_ Plate Offsets(X,yL-_2;0-2-2 7j,(3:0-3-0,ige]�[5:0-4-0,0-2-3),(7:0-2-7,Edgel LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TALL 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 n1a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:156 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30'Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 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=129810-8-0,9=1326/0-8-0 Max Horz 2=169(LC 7) Max Uplift2=-796(LC 8),9=811(LC 8) FORCES. (lb)-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=1110/2301,12-131043/2141,11-12=-1528/2799, • 9-11=-1 528/2799 WEBS 4-14=-487/484,5-14=1581/2900,5-13=-402/185,6-13=-166/517,8-12=-764/537, 8-11=0/257 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=1411;B=521t;L=341t;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'uniess 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 verity capacity i 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-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mir-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITeV0 connectors.This design Is based only upon parameters shown,and Is for an Individual building cornponeni,not a truss syslem,Before use,the bullding designer must verify the applicabtlity of design paraineleis and property Incorporate this design into the overall � building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chard members only.Additional temporary and permanent bracing M!Tek' is always required for stabllity and to prevent collapse with possible personal Injury and properly damage. For general guidance regarc i ng the fabrlcalton,storage,delivery,erection and bracing of trusses and muss syslems,seeANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute.218 N.Lee Sireel.Suite 312,Alexandtla.VA 22314. Tampa,FL 33610 Job 7Truss Truss Type City Ply 62'Grond Carlton III with porch tfjf T9680957 M11323 A7 �SPECIAL 1 1 _ Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M1Tek Industries,Inc. Mon Oct 17 10:40:05 2016 Page 1 I D:WSJgpGwal Ppeur6hk9UjG5yuFUL-a7t5N ETf53no?TCNwmtcnJfOEMeV2Pl dn1 E P58ySYQu 8.10.10 14-0-0 20-0-0 _r 25-11-15 _� 34-0-0 _ $5.017 1-0-0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1-1 01- -0 Scale=1:62.3 500= Sxs= 4.00 12 4 5 2x3 3x4 Z 3 6 N V 12 1 5x12MT18HS= --- - lc+ 6C" 10 9 _ Sx12= 3 I I 4x5 3xio= 2.00112 _ 10-6-4 74-0•D 20-4-8 25-11-15 34-0-0 h 10-6-4 3-5-12 f fi-4-8 �^ — 5 7 7 I B 0 1 Plate Oflsets X( •Y)-- f2:0-2 2 0-0-7 f4:0-5-0,0-1-131 LOADING(psf) SPACING- 2-0-0 CS1. i DEFL. in (loc) Vdefl L/d PLATES GRIP TGLL 20.0 Plate Grip DOL 1.25 TC 0.77 I Vert(LL) 0.66 11 >623 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 I MT18HS 244/190 BCLL . 0.0 ' I Rep Stress Incr YES W B 0.99 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 I Code FBC2014fTP12007 (Matrix-M) — Weight:147 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBS 2x4 SP Nc.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 6) 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 2-112785/5096,10-11=1430/2801,9-10=-1486/2746,7-9=1486/2746 WEBS 3-11—412/418,4-11—1327/2568,4-10=810/415,5-10=-166/455,6-10=-636/444 NOTES- 1)Unbalanced roof live loads have been considered for this design. ' 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.0psf;h=14fh B=521t;L=34ft;eave=61t;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1:60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf 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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9j"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.1 010 312 0 15 BEFORE USE Design valid for use only vrith Mile-kO conneclors.this design Is based only upon pararnelers shown,and Is tot an Individual building component,not a truss system.Before use,the building designer.musi Verify the appitcabllily of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent txtckiing of Individual miss web and/or chord members only. A.ddifional temporary cold permanent brdcing ,: iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabricailon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Instilule,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I Jo russ russ Type Qty Ply 62 Grand Corlion III with porch T9680958 M11323 A8 'SPECIAL it 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Mon Oct 17 1 D:40:07 2016 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-XW?sovVwdhl WEmM12BW4skkNSAK2WNRwFLjWAOySYQs j1-0-9 8-8-4 I 12-0-0 ( 15-8-4 �20.4-8 _ 2�2-0=0 248_12 34-04 3-0-0 1-0-0 8-8-4 3-3-12 3-8-4 4•B-4-4 1-7-8 2-8.12 9-3-4 1.0-0 Scale=1:62.2 I 5x6= 2x3 II 4x8= 3x4= 4.00 12 4 20 5 6 21 7 2x3 20 - - 8 3 i ---��.--_- 13 ` �.�_ 9 2 10 a I� a, 5x12MT18HS= im 0 0 12 11 _ Sx12 3x4 = 4x6 = 3x10= 2.00 112 F 10-6-4 20-4-8 22-0-0 34-" 10-GA 9-10-4 1.7-8 12-0-0 Plate Offsets(X,Y)-- 2:0-2-2 0-0- f7:0-5-8,0-2-4),(9:0-2-6,Edge) LOADING(pst) SPACING- 2-0-0 CSI. I DEFL. in (loc) Vdetl Ud PLATES GRIP TOLL 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 Na n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) I 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 4-3-14 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=-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=4.2pst;BCDL=3.Opsf•,h=14ft;B=52ft;L=34111,eave=6ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOt-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 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 1n the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTFEX REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid lot use only with MITek6 connectors!This design is based only upon parameters shown.and is for an Individual building component,not a truss systern.Before use,the building designer must verify the applicability of design parameters and pmpeily incorporate This design into the overall bullding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Addiltonal lemporaiy 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,dellvery,erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6004 Parke East Blvd,. Safety Information avdlaWe from Truss Plate Institute,218 N.Lee Streel,Sulte 312.Alexandria.VA 22314. Tampa,FL 33610 • Jo Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680959 M11323 A9 HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.64D s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:08 2016 Page 1 I D:_etCl cxC3ixVV?huls?ypJyuFUK-?iZE?FW YO_gMswxybvRJOxHgpalHFnB4 U?T3isySYQr 0.0-q 6-7-15 10-0.0 15-2-14 1 20.4-0 24-0-0 27-4.1 34-0-0 _5_0-� 1-0-0' 6.7-15 I 3-4-1 r 5-2-14 5-1-2 3-8-0 I 3-4-1 - 6-7-15 1-0.0 Scale=1:60.1 4x4= 3x4 2x3 I I 4x8= = 4.00 12 4 22 5 6 23 7 2x3 2x3 i 3 8 u1 m N1 2 9 10 6 Z- 2 - 6 o - - 15 14 13 t2 11 3x5= 3x8 3x6= 6x8- 3x6= 3x4 3x5= 10-0-0 __- 20-4-0 24-0-0 34-0.0 10-0-0 10-4-0 3-8-0 10-0-0 ^� Plate Offsets(X,Y)-- [2:0-2-8,Edgel,[7:0-5-4 0-2-0). 9:0-2222 Edge] _ LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/dell Lid 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 n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:156lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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=382/0-8-0,1 3=1 55410-8-0 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 16),13=1554(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1196/685,3-4—874/475,4-22=-797/472,5-22=797/472,5-6=-369/747, 6-23=-369/747,7-23=-369/747,7-8=-78/269,8-9—295/175 BOT CHORD 2-15=-543/1091,14-15=-39/316,13-14=-39/316,12-13=-245/259,11-12_245/259 WEBS 3-15=-349/338,5-15=-256/615,5-13=-1162/752,6-13=-260/229,7-1 1-156/325, 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=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. 41 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 tit 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-Verily design parameters and READ NOTES ON TN1S AND INCLUDED M?EK REFERANCE PAGE Mll-7473 rev.10/03,2015 BEFORE USE. Design valid for use only with MlTekp connecloisi This design is based only upon parameters shown,and Is for an individual hWding component,not a truss systom.Before use,the building designer must verify the applicability of design parameters and property ineolrxxale flits design Into the overall �/g T p�p'' building design. Bracing Indicated is to prevent buckling of Individual[Fuss web and/or chard members only.Addilional temporary and permanenf bracing '''IYI�IeR• Is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the o trusses and Truss systems,SeeANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. labrrlcalion,storage,delivery.erection and bracing i toh' gTampa,FL 33610 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. P JobTruss Truss Type Qty P y 62 Grand Carlton III wBh porch T966D96D M11323 GRA HIP 1 1 Job Reference�oQtional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 1 D:_etC1 cxC3ixVV?huts?ypJyuFUK-Tv7cDbW A91 HD U4 W 89cyYx9pgDz6A_CfDifCdEvySYQq 8-0-0 11-1-1 17-0-0 18-6-0 22-2-2 26-0.0 34-0-0 35-0_q 1-0-0 8-0-0 3-1-1 5-10-15 1-6-0 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 7x10 G 6 17 6x10 C 4.00 12 4 3x6 ' 19 3 — 131 16 Sx 21 2 1 22 23 N N r� — ---- — j cA 29 28 27 26 25 24 3x6 11 3x6= 6x8= 3x6= 6x8— 4x4= 3x5= 6x8= I 8•D-0 ) 11 �-1-1 _ 18-6-0 26-0-0 _34-0-0 _ 8-0-0 3-1-1 7-4-15 __7-6-0 8-0.0_ Plate Oflsets X,Y)-- 13:0-3-8,Edgel 21.0-3-8 EdgeL 24:0-3-8 0-3-0 27:0-3-8 0, 3-01 _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24 35 >999 360 MT20 244l190 TCDL 7.0 Lumber DO 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 ' Rep Stress Incr NO I WB 0.96 I HOfz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014/TP12007 , (Matrix-M) Weight:194 lb FT=0°b LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puffins. 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. (Ib)- 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(lb)or less except when shown. TOP CHORD 2-3—561/338,3-5=306/839,5-7=-584/1206,7-8=-584/1206,B-10_584/1206, 10-12_584/12a6,12-13=584/1206,13-15=-584/1206,15-16=584/1206, 16-18=-584/1206,18-20=2121/1203,20-21=-2121/1203,21-22=-2176/1197, 4-6=-173/256,6-9=134/313,9-11—114/371,11-14=-200/419,14-17=102/280, 19-21=151/268 BOT CHORD 2-29=-195/591,28-29=143/463,27-28=143/463,26-27=-772/440,25-26—393/630, 24-25=-393/630,22-24=-1014/2010 WEBS 3-29=-457/1105,3-27=-1643/836,5-27=769/636,5-26=-537/346,13-26=-934/608, 16-26_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;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft L=34ft;eave=6ft;Cat.11; •Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 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 purlin along the top and/or bottom chord. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated Ioad(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). OAD CASE(ST Standard WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIJ-7473 rev.1010312015 BEFORE USE. Design valid for use oNy with MITekG connec-lois.This design Is based ordy upon parameters shown.and is for on individual txrllding component.not a truss system.Before use.the building designer must verify the applicability of design parameters and propoily Incorporate this design into the overall r building design. Bracing indlcated Is to prevent buckling of Individual truss web and/or chord members only.Additional lemporary and permanent bracing "'MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfilule.218 IJ.Lee Street,Sulie 312,Alexandria.VA 22314. Tampa,FL 33610 I • Job I russ Type Qty, Ply 62'Grand Carilon III with porch T9680960 M11323 GRA HIP 1 1 j 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 ID:_etCicxC3ixVV?huts?ypJyuFUK-Tv7cDbWA91HDU4W89cyYx9pgDz6A,CfDifCdEvySYQq I LOAD CASE(S) Standard 1)Dead+Root 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(F=-72) Concentrated Loads(lb) Vert:29=641(F)24=-641(F) i I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valld for use only with MITek0 conneclols.This design Is based orgy upon parameteis shown,and Is for an Individual building component,not a(russ system.Before use,the MAIding designer must verify The applicoblllly of design fxuamelers and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual inrss web and/or chord members only.Additional Temporary and permanent bracing -.lVliTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabricallon.storage,delivery,erection and bracing of trusses and inrss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,SWIe 312,Alexandria.VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680961 M11323 GRB HIP 1 i Job Reference(optional) Chambers Truss, Fort Pierce,FL — 7.640 s Apr 19 2016 MTek Industries,Inc. Mon Oct 17 10:40:09 2016 Pagel 1 D:SrRaEyyrg04M78G4raW BL WyuFUJ-Tv7cDbW A91 HDU4W 89cyYx9piuz4F_CMDifCdEvySYQq 7-0- 8-0-0 13-8-0 r 17-0-0 _20-4-0 26-0-0 — 34-0-0 TM-1 1 g�•0-0 5-8-0 3-4-0 � 5-0.0 1-0-0 Scale=1:60.1 I Sx8 MT1 BHS= 4x10 5x8 MT18HS= 4.00 12 2x3 11 4x6= 2x3 l l 3 23 4 5 6 7 24 8 1 N I 9 10N cv N 1 2 I o .� f O - 16 t5 14 13 Y2 11 I 4x5— 3x6 11 46— 6x10= 6x10= 46= 3x6 II 45— g_D-D 13-8-0 _} 20-4-0 �-0-0----I— 34-0-0 ^� 8-0-0 5-8.0 6-8-0 5-8-0 Plate Offsets X Y)-- f2:0-2-2.Edg-el,f3:0 5-4A-2-81.i5:0-3-O,Edge] (8:0-5-4,0-2-8), 9:0-2-2 Edg_el LOADING(psf) SPACING- 2-0-0 CSI. DEFL. it (loc) I/dell L/d PLATES GRIP TALL 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 MT16HS 244l190 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 I Code FBC2014/TP12007 (Malrix-M) i Weight:15311) FT=0% LUMBER- BRACING- TOP 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 Horz2=90((_C 6) Max Upiift2=-871(LC 8),13=-2549(LC B),9369(LC 8) Max Grav2=1479(LC 13),13=4684(LC 15),9=563(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)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=126512545,8-9=692/331 BOT CHORD 2-16=1655/3336,15-16=-1676/3398,14-15=-1676/3398,12-13246/658, 11-12=-246/658,9-11=-225/595 WEBS 3-16=402/1155,3-14—1431l700,4-14=-847/699,7-13—886/720,8-13=-3505/1836, B-11=403/1157,6-14=-143112780,6-13=3151/1776 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=521t;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will •fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 871 lb uplift at joint 2,2549 lb uplift at joint 13 and 369 lb uplift at joint 9. !_ 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3—54,3-8—131(F=-77),8-10=-54,16-17=-20,11-16=-49(F=-29),11-20=-20 i ®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 with MITeW,connectors.Thts design is based only upon rr3rameters shown,and is for an individual building component,not a truss system.Before we.the building designer must verify the applicability of design parameters and properly incorporate 111s 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 MTek' is always required for slabilily and to prevent collapse with possible personal Injury and property damage.. For general guidance regarding the fabrication,storage,delivery,ereclion and bracing of trusses and truss systems,SeeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute,218 N.Lee street.Sulte 312,Alexandria.VA 22314. Tampa,FL 33610 I �, Job Truss —T`fruss-Typee Qty Ply 62'Grand Carbon III with porch M11323 GRB HIP 1 1 T9680961 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTsk Industries,Inc, Mon Oct 17 10A0;10 2016 Page 2 I D:SrRaEyyrgO4M78G4raW BLW yuFUJ-x5h_QxXowcP45E5KjJTnUMMteNQUjfcMxJyAnLYSYQP LOAD CASES) Standard Concentrated Loads(Ib) Vert:16=-641(F)11=-641(F) i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE ' Design valid for use only with Ivlltelofy connectors,ittis design is based oniy ury)n rrirorneters shown,and is for art individual building component,not a Russ system.Before trse,the building designer must verify the applicability of design patameters and propedy tncorrxnale this design into the overall building design. Bracing Indicated Is to prevent buckling of fndfvlduaf truss web and/or chord members only.Additional temporary and pennanenf bracfng -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 tracing of trusses and buss systems,seeANSI/7PI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available tram Muss Plate Institute,211111.Lee Street.Sulte 312.Alexandria.VA 22314. Tampa,FL 33610 - Jo Truss Truss Type Qty Ply762Ga.nfdCarlton III weh porch 79680962 J2 MONO TRUSS B rence(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10A0:10 2016 Page 1 I D:x11zS IzTbJCDII rGPH 1 QukyuFU I-x5h_QxXowcP45E5KjJTnUMM21NYIjuxMxJyAnLySYQp -1-0.0 2-0-0 1-0-0 2-0-0 Scale=1:7.9 ' 3 4.00 F12 2 1 4 3x4= _ 2-0-0 �— 2-0-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL, in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 I Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 I Vert(TL) -0.00 7 >999 240 BOLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:8 lb FT=0%u 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=42psf;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)This truss has been designed for a 10.0 psi 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 girders)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•Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE Design valid for use only with MITekb)connectas.This design Is based only upon ixuameleis shown,and Is for an Individual building componerd,not a buss system.Before use,the building designer must verify the applicability of design paramelers and property Incorporale this design into the overall r building design. Bracing indicated Is to prevent buckling of Individual fmss web and/or chord members only.Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible rxtrsonol Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and puss systems.seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available ffoin Truss Plate Insif0 le.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 T9680963 M11323 J4 MOND TRUSS B 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10A0:10 2016 Page 1 I D:PDYLfd_5MdK4MSQTz?Zf RxyuF U H-x5h_QxXowcP45E5KjJTnUMMOdN W ej uxMxJyAnLySYQp 1-0-0 4-0-0 _-I 1.0.0 I 4-0.0 Scale=1:11.2 3 4.00 12 2 4 3x4= i 4-0-0 _ 4-0-0 r LOADING(psi) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 1 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(rL) -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 FB02014frPI2007 (Matrix-M) ; Weight:14lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical,2=229/0-8-0,4=39/Mechanical Max Harz 2=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;Vuft=165mph(3-second gust)Vasd=128mph;TCDL=4.2pst;BCDL=3.Opsf;h=14ft;13=521t;L=34t1;eave=6tt;Cat.II; Exp C;Encl.,GCpl=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi bottom chord Iive load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 75 lb uplift at joint 3,171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i WARNING-Verify design parameters and READI NOTESON THIS AND INCLUDED AI TEKREFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITelr9 connectors.This design is based only upon parameters shown,and Is for an Individual txIDding cornponenL not a tnas system.Before rise,the bidding designer must verify the ar4ftabillty of design parameters and properly incoiporale this design Into the overall ITS building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Addilional lernporaiy and permanent bracing MiTek' Is always required for stability and to prevent collapse wgh possible personal injury and properly damage. For general guidance regardng the fabrication,storage,delivery,erection and bracing of ifusses and truss systems,seeANS1/71,11 Quality Criteria,DSE-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information availoNe from Truss Plate(nstifute.21If N.Lee Sheet.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i Job Truss ITruss Type Qty Ply 62'Grand Carlton III with porch T9680964 JobM11 Tr !MONO TRUSS B 1 Job Reference o tional) Chambers Truss, Fort Pierce,FL 7.64D s Apr 19 2016 MITek llndustries,Inc. Mon Oct 17 10:40:11 2016 Page 1 I D:tP6jtz-j7xSx_c_fXi4uzgyuFUG-PHEMd HYQgvXxjOgXH1_1 Oav6FnozSLAW AzhkJnySYQo 6 1 0 0 -0-0 6-0-0 l 1-0-0 'Scale=1:14.8 3 i 4.00 12 2 1 4 3x4= 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d 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 FBC20141TP12007 (Matrix-M) Weight:20 lb FT=O% 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: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 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. j ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MWEK REFERANCE PAGE MO-7473 rev.1010312015 BEFORE USE Design valid for use only with MIIekG connectors.This design is basted oNy upon risramelers shown.and Is for cm Individual twilling crnnrr�nent,not a truss system.Before use.the bullding designer musl verify the appticabulty of design pcnameiers and properly Incoipcaale this design Into the over building design. Bracing Indicated Is to prevent Wckiing of individual Intss web and/or chord members only.Addillonal temporary and pennanent bracing MOW is always required for stability and to prevent collapse wllh possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systetns,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 PM1b cuss rgssType Qty Ply 62'Grand Carlton III with porchT968D965 1323 JB MONO TRUSS 20 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2D16 MiTek Industries,Inc. Mon Oct 17 1 DADA 1 2016 Page 1 I D:tP6jtz-j7xSx_c_fXi4uz9yuFUG•PHEMdH YQgvXxjOgXH 1_1 Oav9TniQSLAW AzhkJnySYQo 1-0-0 8-0-0 Scale=1:17.7 3 4.00 12 2 4 3x4= 8-0-0 6-0-0 PlateOtfsets X( ,Y)-- f2:0-1-2,Edge1 LOADING(psf) SPACING- 2-0-0 CSi. I DEFL. in (loc) Vdefl 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 I Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 1 Horz(TL) 0.01 2 n/a Na BCDL 10.0 I Code FBC2014/TP12007 (Matrix-M) L Weight:26 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins. BOT CHORD 2x4 SP 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--1.2psf;BCDL=3.Opsf;h=14fh 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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MilekG connectors.1hls design is based only upon parameters shown,and Is for an Individual building component.not a truss syslern.Before use,the building designer mrsl verify the applicability of design parameters and properly Incorporate the design Into the overall building design. Bracing Indicated is to prevent buckling of individual buss web and/or chord members only.Addllional lemparory and permanent bracing .:M!Tek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the foUlcation,storage,delivery,erection and bracing of trusses and fnw systems,seeANSI/7Pll Quality Criteria,DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Ins tilute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i ob Truss Truss ype Qty Ply 62'Grand Carlton III with porch M11323 KJB MONO TRUSS q 1 T9680966 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10A0:11 2016 Page 1 ID:Lcg54J?LuEancmZr4Qb7 W MyuFUF-PHEMdHYQgvXxjOgXHi_10avAingZSFRW AzhkJnySYQo -1-5-0 7-3.4 _ 11-3-0 e -- 15-0 i— 7-3-4 ( 3-11-12 Scale=1:20.8 4 2.83 F12 3x4 • i 3 i f 2 7 6 3x4= 2x3 Il 5 3x4= 113-0 7-3-4 3-11-12 LOADING(psf) SPACING 2-0-0 CSt. DEFL in (loc) Well 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 I Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 i Horz(TL) 0.02 6 n1a Ala BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight 441b 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 Horz 2=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=14ft;B=5211;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)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 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 Ib 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(pit) 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-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.IOIO O15 BEFORE USE ■■■ Design valid far use only with Mllek0 connectors.ih(s design Is based only urnn rymarneters shown.and Is for an individual building component,not a muss sysicm.Before use.the Iwllding designer must verity the applicablilly of design potaineleis and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent trickling of Individual muss web and/or chord members only.Additional temporary and permanent tracing ;��'i'e�• is always required far stability and to prevent collapse with possible personal lnlrny and properly damage. For general guidance regarding the fabricallan,storage,delivery,erection and bracing of trusses and iniss systems,soc-ANSUIP1I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Sufle 312,Alexandria,VA 22314. Tampa,FL 33610 1, Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-In-sixteenths Failure to Follow Could Cause Property -- - 1 /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury _ Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 1 r c1-2 c2a 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves o WEBS ca 4 may require bracing,or alternative Tor I T � ✓y p bracing should be considered. I O= v �> 3 �� 3 c0 3. Never exceed the design loading shown and never as�°p (zj stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate cr-s cb-✓ ca r designer,erection supervisor,property owner and plates 0-1nd'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 of lumber shall not exceed 190/6 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 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 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 ff.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 occur. 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 Nil DSB-89: Design Standard for Bracing. is not sufficient. 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:MII-7473 rev. 10/03/2015•