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® i n Lumber design values ire ih accordance with ANSI/TPI 1 sect .3 6 o g These truss designs rely on lumber values established by others. m File Copy MiTeko _.__._. . %J RE: M11323 -62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEM ENT CORP Project Name: M11323 Mode lTampla1 ff610-4115 Lot/Block: Subdivision: nn 323 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. N; Seal# Truss Name Date 1 1 IT9680954 I A loll 7/16 121 I T9680955 I A5 _1 10/17/16 131 I T9680956 I A6 110/17/16 141 I T9680957 I A7 110/17/16 151 I T9680958 I A8 110/17/16 161 I T9680959 I A9 110/17/16 I 71 I T9680960 I GRA _ 110/17/16 181 I T9680961 I GRB 110/17/16 191 I T9680962 I J2 110/17/16 110 I T9680963 I J4 1 10/17/16 I Ill I T9680964 I J6 110/17/16 I 12 _I T9680965 I J8 1 10/17/16 I 113 I T9680966 I KJ8 110/17/16 I The truss drawing(s)referenced above have been prepared by MiTek IN USA, Inc. under my direct supervision based on the parameters �e�� PQ........ VFW s,�s provided by Chambers Truss. �� Truss Design Engineer's Name: Velez, Joaquin 182 My license renewal date for the state of Florida is February 28,2017. �� • ;t1Z IMPORTANT NOTE' The seal on these truss component designs is a certification STATE OF :�/:that the engineer named is licensed in the jurisdictions)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters ?0,�•. A � shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ����• •.< 0 R O Q'••N�`� given to MiTek. Any project specific information included is for MiTek's customers �i,sS•........ file reference purpose only,and was not taken into account in the preparation of th d si e these designs. MiTek has not independently verified the applicability design parameters or the designs for any particular building. Before use,the building designer Joaquin Velez PE No.68182 should verify applicability of design parameters and properly incorporate these designs Mtrek USA,Inc.FL Curt 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 rr. , Truss Truss Type Qty Ply 62'Grand CarM1ton III w th porch 3,23 A COMMON _ Job Reference(opambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Ocl 17 10:40:01 20 _ ,age 1 ID:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91rHMWrvchxpgcTUSEIMd6iD2tQGCyMySYQy 1 0 _ 6-7.13 12-4-13 ____r 17-0-0 _21-7.3 27-4-3 34.0-0 _�5 0- (1-0-0 9-7-13 5-9-0 4-7-3 F— 4-7-3 5-9-0 6.7.13 11-0.0 i Scale=1:59.2 4.00 F12 4x4= 6 25 2x3 1 24 2x3 I I 3x6% 5 7 3x6 3x4 4 8 3x4 3 9 i i rn1 2 _ _ _ 10 11 v, G - - --- fm d 17 16 15 26 27 14 13 12 6 45— 2x3 11 46 3x8= 3x8= 4x6' 20 11 45= 6-7-13 12-4-13 21.7.3 27�4-3 � 34-0-0 6-7-7-13 5-9-0 9-2-7 5.9-0 6-7-13 LOADING(pst) SPACING- 2-0-0 CSI- DEFL` in (loc) I/deft Lid PLATES GRIP TC 1L 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 HOrz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:163lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2x4 SP No-3 REACTIONS. (lb/size) 2=1362/0-8-0,10=1362/0-8-0 Max Horz2=179(LC 7) Max Uplift2=832(LC 8),10—832(LC 8) FOR (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=-2606/1669, 6-25=-2608/1669,7-25=-2668/1672,7-8=-2616/1565,8-9=-2663/1558,9-10=-3188/1833 BO CHORD 2-17=-1629/2972,16-17—162912972,15-16=-1629/2972,15-26=-934/1925, 26-27=-934/1925,14-27=-934/1925,13-14=-1629/2972,12-13=-1629/2972, 10-12-1629/2972 WEBS 6-14=-533/948,7-14=-328/317,9-14—550/387,6-15=-533/948,5-15=-328/317, 3-15-550/387 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;6=52ft;L=34tt eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)TFiis 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=10.0pst. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832(b 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 Ito down and 29 Ito 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(pit) Vert:1-6=-54,6-11=-54,18-21=-20 Concentrated Loads(lb) Vert:24=-50(F)25—50(F) ©WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M117473 rev.1010312015 BEFORE USE Design valid for use only with MITek�connectors,this design Is based only upon barometers shown,and Is for an tndivfdual Lwilding component,not �• a buss system.Before use,the building designer must verify the appllcatrility of design parameters and propedy Incorporate ihk design Into the overall bu king design. &acing indicated h fo prevent fxtcklfng of fndivldual ttuss web arxJ/or chord members only.Addiifonal temporary and permanent braNng MOW ks cHtvrrys rr.Y:�.xt�;rJ irX r..trat:altY�aru:f to 1Xcvcrd�sAir�:ex,ttllfr rx�+1�fr�fxrx,rrrtl InJury arNa fxc�x,rly r:karnculr„ k:r gcnrxat Uutdcav�r,rcg:n<ar�;/fie: [atxlcalktn,storage,delivery,erec;lion artd bracing of inrsses and imsssystems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information availaLYe from Truss Plate Institute,218 Id.Lee Slreef.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 J0 Truss rruss Type` Qty P y 62'Grand Carlson III wish porch T9680955 M77323 AS SPECIAL 9 1 Job Reterence optional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:03 2016 Page i ID:2GIScwwyY5hnGhXVARzUkuyuFUM-oliLyYSPZSX4m92_pLrBhuZhlZy4adbKKkll1 FySYOw rt-O-Q 7-8-5 10-6-4 1 _ 17.0.0 20-4-8 I 26-4-0 34-0-0 35-0-0 1-0-0 7-8.5 2-9-15 6-5-12 &4-8 5-11-8 7-8-0 Scale=1:61.2 4.00 12 5x8 11 6 2x3 ll 2e3 II 7 4x6' 3x6 5 R 2x3 zzz 4 a 3x4 3 _\9 ra 2 14 '' \ 10 4r 5x12 MT18HS= _ i 11 J o / m 6 13 12 3x10= Sx12= 2x3 If 3x6= 2.00 12 10-6-4 1 20-4-8 - 26-4.0 ._� 34-0_0 10-6.4 '9-10-4 _ 5.11-8 7-8-0 Plate Offsets L Y)-- f2:0-2-2,0-0_7] 4:0-3-0 Edge] LOADING(pst) SPACING- 2-0.0 CSh , DEFL. in floc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.82 1 Vert(LL) 0.74 14 >553 360 MT20 244/190 TCDL. 7.0 Lumber DOL 1.25 BC 0.87 I Velt(TL) -1.4813-14 >275 240 MT18HS 244/190 BCLL 0.0 • Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a BCDL^10.0 Code FBC2014/rP12007 (Matrix-M) Weight:154 lb FT=D% LUMBER- BRACING- TOPi CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTH CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-14 6-14:2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0,10=1327/0-8-0 Max Harz 2=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=-3421309,5.14_297/306,6-14=i796/3265,6-13=-246/514,7-13=259/242, 9-13=-634/426 NOTES- 1)Un'balanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL--3.Opsf;h=14ft;B=52fh L=34tt;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(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 pst 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 wilt fit between the bottom chord and any other members. 6)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®V✓ARN/NG-Verl design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev.f01032015 BEFORE USE. R Design valid for use only with MlTelc�connectors.lhrs design is based only upon parameeets shown•and is for an Individual budding component not g]' a Truss system.Before use-the building designer mull verify the appilcabfltty of design Mometers and properly incorporate this design into the overall p�4 builtlinp design. &acing in�Ic-led Is io prevent tucklIn,of individual tnrss web and/or chord members orgy.Additional temporary and permanent ironing Ids;lek• fs a;wcaw;rcc;+.tlrrxA for etcst:�!fty rtnrf to;xrvcrri cotlrr,'r.,c w1SPr IXx:A:,ic rrxsrxKA krJltry and INigXsny draiulge. h rr;7cYrarpl L1rAUanp:rc3nrrtfrrJ 8u: fabrtcgtion,storage,delivery,erecflon and bracing of trrsses and irusssystems,seeAN51/TPII Hualfty Criteria.DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information avdlobI.from Truss Plate Institute,2181d.Lee Sheet,Suite 312,Atexantlrta VA72314. Tampa,FL 33610 FEJob Truss Truss ype Qty Ply 62'Grand Carlton III with porch, T9680956 A6 SPECIAL Job Reference(optlonalZ__mbers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 Mil ek Industries,Inc. Mon Oct 17 10:40:04 2016 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJj9uT1 KmfxNJdBM3MNE56scyHtJ72UZOVsZhySYOv 8-11.11 16-0.0 ______�-18.0.0 20-08 25-11-15 ____ 34.0-0 $5'0'� jj-0-00' 8-11-11 70-5 2-0-0 2-4-ti 5-7-7 8-0-1 Scale:3116°=1' 4.00 F12 6x8— 5x6= 2x3'�� - 3x4 i 5x6 WB% 5x6 3 q / 7 8 N � I,n 14 _ / 9 10 12 r —•-�—f Sx12 MT16HS= 13 0 o 3x4= 12 11 = 5x6= 2x3 11 3x6 3x10= 2.00 FIT _10-6-4 15-0-0 6.00 Q 20-4-8 25-11-16 34-0-0 - 4-11-21-0-0'4-4.8 ' 5-7-7 Plate Offsets N Y1 (2 �0-3 0_Ed 5:0 4-0 0-2-31 f7:0-2-7,Edgel LOADING(psf) SPACING 2 0-0 CSi. ! DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.76 Vert(LL) 0.6B . 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 i Vert(TL) -1.1314-17 >362 240 MTIBHS 2441190 BOLL 0.0 ' Rep Stress Incr YES W B 0.79 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 I (Matrix-M) I Weight:156 lb FT=0% �T LUMBER BRACING TOPICHORD 2x4 5P M 30'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5:2.0 SP All 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 4 Max Horz2=169(LC 7) Max Upllft2=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, 1 7-8=-2320/1368,B-9=-3010/1736 BOT CHORD 2-14=-2825/5111,13-14=1110/2301,12-13=-1043/2141,11-12 1528/2799, j 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 i, 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=14tt;B=52ft L=34ft;eave=6lt;Cat.Ii; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber.D01-=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 tfuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'Tliis 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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 lb uplift at joint`9. 9) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 rr Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE HII--7473 rev.10/03/2015 BEFORE USE 15eslgn ivallci for use only with M11ek61 connectors.This design Is based only upon parameters shown,and Is for an individual b ullding component nor a truss system.Before use,the building designer must verify the appllcabtllty of design parameters and property incorporate this design Into the overall n�T tuti(:ung design. &acing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iYl� GIC K afwcxj'-rorhr.t Text for s1(9:,F11y<.u,ct to rxovonl r.-c,8crlyv,wi1)I:x.;A'AC-f,rx!rKsl If'k.ay cx,d pu,1'(41y cb.amoo(". Fob of,,Ofol gtrictorlr..a Ira filr.0 no thr; 6904 Parke East Blvd.fabrfcaffom storage,delivery,erecllon and bracing of trusses and truss systems,seeANSi/rptI Quality Criteria,OSB-89 and BCSI Building Component Tampa,Parke 33s 10 Safety Information available from Truss Wale Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. i i EJob TrussTruss Type Qty Ply 162'Grand Carlton III with porch T9680957 323 A7 ,SPECIAL 1 1 _ Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:40:05 2016 Page 1 I D:W SJgpGwal Ppeur6hk9U)G5yuFUL-a7t5N ETf 53no?TCNwintcnJfOEMeV2Pl dni EP58ySYQu h0_9 __8-10-10 _r_ 14-0.0 Tl 20A•0 25-11-15 34.0-0 35-0-q 8.10-10 51-- 6 6-0-0 5-11-15 FT 8.0.1 7 0-0 Scale=1:62.3 Sx10= 5x6 4.00 F12 4 5 2x3 /��' 3x4 3 6 5x12 MT181-18= - _ 16 10 y o 3x10= 2.00 12 5x12= 2x3 11 45= 10-6-4 14-0-0 20-4-8 25-11-15 34-0-0 10-6.4 3-5-12 Plate Offsets(X,Y)-- L:0-2-2_0-0-71,4:0-5-0 0-1-131 I i LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/detl Ud. PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 1 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES I WB 0.99 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2o14IiP12007 I (Matrix-M) Weight:147 lb FT=O% 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. WEB' 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. (Ib)-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 BOTCHORD 2-11=-2785/5096,10-11=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 root 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=141t;B=52ft;L=3411;eave=61t;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.b 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 btetween 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)Pro de mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. I i I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEKREFERANCE PAGE 01-7473 rev.10/0312015 BEFORE USE Design valid for use orgy with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not �• a truss system.Before use.the building designer must verity the applicability of design parameters and property(ncotporate this design Into the overall building design. Bracing indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracfng MiTek� M olwav,oxpatrod for sicd ditt y orrct to I:acvcnt ceik>(:rt+?with rxJs :40 Ixxsonal Injury Orxl rxorx�rty dornOIJe. hn 0,r1f;ral gt8drxu c rogaroinct mr- fobdcalion.storage,delivery,erection and bracing of fnrsses and truss systems,seeANSIAPIT Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i i Job T1Uss Truss Type Qty Ply 62'Grand Carlson IH with porch - T9660956 M11323 A8 SPECIAL i 1 Job Reference(op rTektional) . Chambers Truss, Foil Pierce,FL 7.640 s Apr 19 2016 M Industries,Inc.Mon Oct 17 10:40:07 2016 Page 1 I D;W SJgpGwal Ppeur6hk9 UjG5yuFUL-XW?sovVwdh1 W EmMl2BW4skkNSAK2 W N RwFLj W AOySYQS 1-D- 8-8-4 12.0.0 r 15-8-4 r _20-4_8 22-0.0 24-8-12 34-0-0 _ 5-0- ,j1-0-0� 8-8-4 3-3-12 r 3-8-4 r 4-8.4 f 1-7.8 2-8+ T 9.3-4 _ 1-0-0 Scale=1:62.2 5x6= 3x4= 2x3 Il 4x8= 4.00 12 4 20 5 6 21 7 2x3 i 2x3 O - 8 3 ��� ---�-` l 13 --- `� n 2 Y.._... - —- �� _ 9 � 10 h 502MT18HS= o � 12 11 5x12= 3x4 4x6= = 3MO•=- 2.00 12 r 10-6-4 20-4-8 _ 22-0.0 34-0.0 i0-6-4 9-10-4 1-7-8 1 12-D—o { Plate Offsets X Y-- j2:0-2-2,0-0-71,17:0-5-8,0-2-4j j9:0-2-6,Edge] _ LOADING(psf) SPACING- 2-0-0 CSI. , DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0,87 (: Vert(TL) -1.36 12-13 >301 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FB02014/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 puriins. 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(ib)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=-2608/1655 BOT CHORD 2-13=-2785/5078,12-13=-1698/3180,11-12=1158/2331,9-11=-1432/2593 W EBS 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 NO ES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128n1ph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52fh L=3411;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)-Tl is truss has been designed for a live load of 20.Opst 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/fPI 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)"Se`mi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I 1 i Q WARNING-Ue"I y deslgn parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MIF7473 rev.10/03/2019 BEFORE USE. � Design valid for use oNy with MlTek®connectors.Thts design Is tx�sed only upon parameters shown,and Is bran Individual Wilding component,not a I_system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate ihts design Into the overall bulldinU deslgn. &acing indicated Is 10 prevent buckling of Indlviduaf lmssweb and/or chord members only.Additional temporary and permanent bracing f1�eTek' E; 8t.dyr,rnaUirr.Y!for�;ivl:x111y and lc(NCVCn1 colicy:rc with l:x)SJl:dc Tx,rsorKrl krp.ny crud l:rwir:rty ckrrnix3c. For genrxrf riidd<rnr-.o raarncting Itrc fobricaflen,storage,delivery,erecllon and brocing of tnrsses and truss systems,seeANS1/TPI I Quality C6lerla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon avalable from Truss Plate Insfilule,218 hJ.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 3361 D FFJob Truss Truss Type Oty Ply 62'Grand Carlton III with porch � T9680959 A9 HIP 1 1Job Reference L G'Iners Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10A0:08 2016 Page i ID_etClcxC3ixVV?huts?ypJyuFUK-?iZE?FWYO_9MswxybvRJOxHgpalHFnB4U?T3i5ySY0r .�7-Oq 6_7.1$ 10-0.0 15-2-14 20-4.0 24.0.0 27-4-1 34-0-0 —, 0 +--- t------i-- - -1 1-0-Or 6-7.15 3.4-1 5-2-14 5-1-2 3-8-0 3.4-1 6-7-15 1-0.0 Scale=1:60,1 4x4= 3x.4 2x3 11 4x8= ' = 4.00 F 12 4 6 22 5 23 7 2x3 2x3 i 3 8 I C6 fi N 10 r 1 2 1r 15 14 13 12 11 3x5 3x8= 3x6= 6x8 3x6= 3x4 3x5= = 10.0-0 20-4.0 24-0-0 34.0-0 f 10.0-0 10-4-0 3-8_0 10-0.0 T Pate Offsets X Y-- 2:0-2-S EdgeLE- 0-5-4,0-2-0],L9:0-2-2,EdgeL-„______ — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TC LL 20.0 Plate Grip DOL 1.25 TC 0.24 1 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 Inca YES WB 0.85 Horz(TL) 0.02 13 n/a rVa BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) i Weight:156 lb FT=090 i LUMBER-~ BRACING- TOP,CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6 0 0 or puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 RE ICTIONS. (lb/size) 2=687/0-8-0,9=38210-8.0,13=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(Ib)or less except when shown. TOPPHORD 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=-3691747,7-6=-78/269,8-9=-295/175 BOTICHORD 2-15=-543/1091,14-15=-39/316,13-14=-39/316,12-13=-245/259,11-12—245/259 WEBS 3-15=-349/338,5-15=-256/615,5-13=-1162/752,6-13=-260/229,7-11=-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=6fh 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 five loads. 5)`This truss has been designed for a live load of 20.Opst 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. 1 ,I l , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev.10/03/P015 BEFORE USE. Design valid for use only with MITek6 connectors.This design Is based only upon parameters shown.and Is for on individual building component,not a truss system.Before use.the building designer must verify the applicability of design paramelers and propeify incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of fndlvldud Truss web and/or chord members.only.Additional temporary card permanent bracfng MiTek' tv<fiwdy�'rrrAic:d 1oi 51r1t,xiity anri 1v rdra'oiA rollr�:r.;c:vatic r�:r=%0�<<7#-rsc�ro:r1 inpAry prx:f INupurty rham<rJ-. h:r;.y;nclr�t gidctwrr,.c rc.-g(ucEnrJ ibro 6904 Parke East Blvd.fabrication,storage,delivery,ereellon and bracing of tnrsses and tmsssyste ms,seeANSf/TPiI Quality Criteria,DSB-89 and BCSI Building Component Tampa,FL 3361 D safety Intormation avalabie from Truss Plate institute.21811.Lee Street,Suite 312,Alexandrla,VA22314. Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680960 M1132I GRA i HIP 7 1 —_ Job Reference Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Ocl 17 10:40:09 2016Page 1 I D:_etC1 cxC3ixVV?huls?ypJyuFU K-Tv7cDbW A91HD U4 W 89cyYx9pg Dz6A—Cf DifCdEvySYQq 1.0 8-0-0 11-1-1 17-0-0 18-6-0_ 22.2-2 26-0-0 34-0-0 35-0-0 r1-U-09 -- 8-0-0 I--31.1 F--- 5-10-15 1-60 3-8-2 --1- 3-9.14 8-0-0 0,0 Scale=1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, THIS COMPONENT IS TO BE USED IN ROOF DIAPHRAGM,OR PROPERLY CONNECTED CONJUNCTION WITH A RIGID DIAPHRAGM. PURLINS AS SPECIFIED. 4x4= THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND 11 14 WITH NEGLIGIBLE LATERAL DEFLECTIONS. 9 7x10 6 �. 17 6x10 4.00112 4 3x6 19 3 131I 16 - Sx 21 --J 5 _ ® 6 89 —10 fl rn, 2 c� i 22 23 N N o c 29 28 27 26 25 24 0 3x5= 3x6 11 3x6= 6x8= 3x6= 6x8= 4x4= 6x8= 8-0-0 113-1-1 7-4-15 —^� 26-0-0 3-0-0 5-0-0_ 3-1-1 7-4-15 7.6.0 g-p.p Plate Offsets(X Y)-- [3:0-3-8,EdgeL[21:0-3-8,Edgej,_[24:0-3-8,0-3-01 127:0-3-8,0-3-01 `! i LOADING sf) SPACING- 2-0-0 CSI.� (P � DEFL. in Qoc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 I Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 , Code FBC2014/TP12007 (Matrix-M) Weight:194 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):7,8,19,17,14 REACTIONS. All bearings 0-8.0. (Ib)- Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s)except 2=376(LC 8),27=-1146(LC 8).26=-1470(LC 8),22=-646(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=527(LC 13),27=2197(LC 13),26=2894(LC 14), 22=1015(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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=-584/1206,18-20=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 W EBS 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, 1.4-15=-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=34fh eave=6fh 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 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 Ib uplift at joint 2,1146 lb uplift at joint 27,11470 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 pudin 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 967lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In'the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). OAIDG Standard WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Deslpn valid for use only with MITek�1 connectors,Bds design Is based only upon parameters shown,anti Is for on Individual txrflding component not a buss system.Before use,the building designer rnusl verity the applicabflity of design parameters and properly(ncorporale this design Into the overall binding design. Bracing Indicated is to prevent twckl(ng of individual truss web and/or chord members only.Adtlltlonal ternlnrary and permanent bracing MOW M ctlwCrys t<"tr�r.FKa:1 IUf sKil:>illiy<in+:)to 1:4Uvrthl i:Uflrq:ra:Wiirr rug=,;dilr Iicr:,orKrl K,Jcuy[lrtp prrix:7ty(NrrnCg)c. kar r;rXrcliA{}i7(drurcn rr Jctt<8n31hr fabrhatlon,storage,delNery,erection arrd bracing of trusses and truss systems,seeANSi/1PI1 Huality Criteria,DSB-89 and BCSI Building Componenf 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. - Tampa,FL 33610 Job cuss Truss Type Qty Ply 62'Grand Carlton III with porch M11323 GRA IHIP 1 1 T9680960 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 Page 2 I D:_etC1 cxC3ixVV?huls?ypJyuFU K-Tv7cDbW A91 H D U4 W 89cyYx9pgDz6A_Cf 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(F=-72) Concentrated Loads(lb) Vert:29—641(F)24=-641(F) i i I I 0 WARNING-Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MBeW connectors.This design Is based only upon parameters shown,and is for on Individual building Component,not ®®�' a truss system.Before use,the building designer must vedry the applicability of design parameters and properly Incorporate]his design Info the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Addltlonal temporary and permanent bracing MBTek• e;Olvr%' u:y; r,fr-;uxf fw stalAlly and to provCnt coifrq,,�;with f:x.w4:ar.�z:r5orrrti Ink-try and t:uopoily ckrrnauu. her gonofol gruldarv;C n:goi c8ng Irtr.. fabrlcatlan,storage,delivery,erection and bracing of trusses and fruss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312 Alexandria.VA 22314. Tampa,FL 33610 Job- TrussI Truss Type — Oty PI'y 62'Grand Calton III Wh porch T9680961 M11323 GRB HIP 1 1 Job Reference tionap Chambers Truss, Pod Pierce.FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 I D:SrRaEyyrgO4M78G4raW BL WyuFUJ-Tv7cDbW A91 HDU4W 89cyYxgpiuz4F_CM DilCdEvySYOq 0� 8-0-0 5-8-0 i 3-4-0 1 3.4-0 5-8-0 —F 8-0-04 r150-Ot Scale=1:60.1 6x8 MT18HS= 410= 5x8 MT1eHS= 4,00112 2x3 11 46= 2x3 II 3 23 4 5 6 7 24 8 '� II 1 N '--1 9 0 — I1? 16 15 14 13 12 11 _ o 45= 3x6 li 46= 600= 6xio= 46.= 34 11 45— 1 _8-0-0 13-8-0 20-4-0 26-0-0 34-0-0 8.0-0 5-8-0 Platebtfsets(X,Y)-- 12:0-2-2,Ede],13:0 5-4,0-2-8),(5:0-3-0,Edge 8:0-5-4 0� 2-8]_(9 0-2-2 Edge] LOADING(psf) I SPACING- 2-0-0 CSI. DEFL: in (loc) I/dell 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 BCLLI 0.0 ` Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) ^^� T Weight:153lb FT_0%o I 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 midpt 8-13,6-13 4-14,7-13:2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0,13=3993/0-8-0,9=510/0-8-0 Max Horz2=-90(LC 6) Max Uplift2=-871(LC 8),13=-2549(LC 8),9=369(LC 8) Max Grav2=1479(LC 13),13=4684(LC 15),9=563(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP HORD 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 HORD 2-16=-1655/3336,15-16=-1676/3398,14-15=-1676/3398,12-13=-246/658, 11-12=-246/658,9-11=225/595 WEBS 3-16_402/1155,3-14=-1431/700,4-14=-847/699,7-13=-886/720,8-13=-3505/1836, 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=52ft;L=34fh eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All jplates 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit petween 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 Ito 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(pif) Vert:1-3=-54,3-8_131(F=-77),8-10=-54,16-17=-20,11-16=-49(F=29),11-20=-20 . I A WARN/NG•Verity design parameters and READ NOTES ON TN15 AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Design valid far use only with MlTelr®-connectors.fits design is based only upon parameters shown,and Is for an individual bullding component not a truss system-.Before use.lhe building tlestgner must verify the appllcablllty of design parameters and properly Incorporate this design into the overall bu0u design. &acing lndicaied is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permanent bracing MOW k+cOwray::re<:1r.Orcd Ti a stal:dllty[ur4l to rKc.a:rd caliCry�:rs wBh(x�::flata{:.:numal Inp.rry arxs rxorxxty darnr-rgo.I-or(3ancrrri rn,tir4:>ru�c uxsart&tn3 ihn fabrtaaflon.storage•delivery,erection and bracing of fnrsses and Irtrss systems,seeAN51/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salefy Information available from Truss Plate institute,2181V.Lee Street•Suite 312.Alexarrdda.VA 22314. Tampa,FL 33610 i ob 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 10:40:10 2016 Page 2 I D:SrRaEyyrg04M78G4raW BLW yuFUJ-x5h_QxXowcP45E5KjJTnUMMteNQUjfcMxJyAnLySYQp LOAD CASE(S)Standard Concentrated Loads(lb) Vert:16—641(F)11=641(F) I i I I I A WARNING-Verity design parameters end READ NOTES ON TN/S ANO INCLUDED MITEKREFERANCE PAGE M!I.7473 rev.10403/2015 BEFORE USE, Design valid for use only with MITek®conrleciots.liVs design Is based oNy upon parameters shown,and is for an Individual building component not a truss system.Before use.the building designer must vedfy the appllcablllfy o1 design parameters and properly Incorporate this design Into the overall bWld ng design. &acing Indlcaled is to prevent buckling o1 Individual truss web and/or chord members only.Additional temporary and permanent bracing 6VI6T�k�k;r.4wrtyr.rrYtukrYJ ux 5lgtxifly cmtl to ixcrent ec4lcgrx:with Ir��Nti:4e I:rrasr!rrai In)�rry arK!I'sti+liOr1V(krrn[uJe, for;1r-nruai Jr.rk:b:x'n3e regnrdirk3lhe fabrtcallon,storage,delivery,erecibn and bracing of inrsses and huss systems,seeANSI/TPI 19uality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety'Information available from Truss Plate Insfifule,218 N.Lee Sireet,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss JTruss Type — Qty Ply 62'Grand Carlton III with porch T9680962 M11323 J2 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 1 I D:xl?zS lzTbJCDIIfGPH 1 OukyftFUl-x5h_OxXowcP45E5KjJTnUMM2INYIjuxMxJyAnLySYOp -1-0-0 2-0-0 �— 1-0-0 - -- - 2-0-0 --� —I Scale=1:7.9 3 4.00 f2 2 1 i L 4 3x4= 2-0-0 P-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 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) ; Weight:8lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical,2=143/0-8-0,4=21/Mechanical Max Horz2=67(LC 8) Max Uplift3=-30(LC 8),2=-131(LC 8),4=-3(LC 5) Max Grav3=37(LC 13),2=143(LC 1),4=29(LC 3) FOR ES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=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 tit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 3,131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I • ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev.101OX201S BEFORE USE Design valid for use only wllh MITek®connectors.This design is based only upon parameters shown,and is for an individual b ullding component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW aiwdys ror.lulaxl for tloblfliy and to ploy'nt cailoIxrd with Kx;AAo pxxsorvai Irnjury and i:xorx�rty d(anogo, h)r grxuxat gr.t Price,regatr.Errg Ira; fabricallom storage,delivery,erection and bracing of inrsses and huss systems.seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avcgc bie from Truss Plate Institute.21814.Lee Street,Suite 312,Alexandria.VA 22314. r Tampa,FL 33610 Job Truss Truss Type Qly =62" lton III w0h porch T9680963 M113� I23 J4 �MONO TRUS jnce o tional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Pagel ID:PDYLfd 5MdK4MSQTz?ZfRxytiFUH-x5h_QxXowcP45E5KjJTnUMMOdNWejuxMxJyAnLySYQp 1 0 0 4-0-0 —� 1-0-0 Scale=1:11.2 3 I 4.OD r12 I 1 i i I 4 3x4= l 400 � 4-0-0 LOADING(psi) SPACING- 2-0-0 CSI. I DEFL. in (loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL)_ -0.02 4-7 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCD L 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:14lb FT=0% LUMBER- BRACING- TOPI CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puilins. 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=391Mechanical Max Horz2=104(LC 8) Max Uplift3=-75(LC 8),2=-171(LC 8),4=-2(LC 8) Max Grav3=79(1-0.1),2=229(LC 1),4=60(LC 3) FORT ES. (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 psi bottom chord live load nonconcurrent with any other five 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 lbetween 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 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.f0/0 312 0 1 5 BEFORE USE. ©� Design valid for use only with MiTek0 connectors.This design Is based only upon parameters shown.and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall T building design. Bracing Indicated Is to prevent tur kling of individual iruss web and/or chord members only.Additional temporary and permanent bracing �� eW y:owely;ro,lP iirod for fl,it:xiily and to wilrr f:ro!,O)k-rM:rf anal Injury and prorx:dy damajo. tof ge'ncrai guUunco rogcln:8ng 111<! 6904 Parke East Blvd. fabricallom storage,delivery.erection and Lxacing of trusses and truss systems,seeANSI/TPIi Quality Cfitefia,DSB-89 and BCS1 Building Component Tampa, e a FL 33610 Safety information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. I Job Truss Truss Type Qty Ply M11 32 3 J6 MONO TRUSS 62'Grand Carlton III with porch T9680964 � 8 1 I' Job Reference(o tp ional)�,� Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc,Mon Oct 17 10:40:11 2016 Page 1 I D:tP6jtz_j7xSx_c_fXi4uz9yuFUG-PHEMdHYQgvXxjOgXH 1_t 0av6FnozSLAW AzhkJnySYQo f—-1-0-0 � 6-0-0 —�—� 1-0-0 6-0-0 Scale=1:14.8 3 l 4.00 F12 i 2 1 / 4 3x4= i 6-0-0 �— _ 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/detl u Ud PLATES GRIP TCLL 20.0 I Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0,42 1 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 I Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:20 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=120/Mechanical,2=321/0-8-0,4=54/Mechanical Max Horz2=142(LC 8) Max Uplift3=117(LC 8),2=-218(LC 8) Max Grav3=120(LC 1),2=321(LC 1),4=89(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 1)Wind:Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.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 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 girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117lb uplift at joint 3 and 218 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i i I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII--7473 rev.1010312015 BEFORE USE. Design valid for use only with MITF*6 connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing tf;a ablrwicraa+t5io rnrY.s;utoleraxgie, a ra Cr:dfcg7}0 with r ,Ija r MA,ncl Injury anct prol:K-my dtroogo. kx gf-RCRAdr1:U'AC n3Iim �Tek• delivery,erection avd bracing of trusses and fnrss systems,see-ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type. Qty Ply 62'Grand Canton III with porch T9680965 M11323 J8 IMONO TRUSS 20 1 _ Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 10 2016 MiTek Industries,Inc. Mon Oct W 10:40:11 2016 Page 1 ID:IP6jtz j7xSx_c_fXi4uzgyuFUG-PHEMdHYOgvXxjOgXH1_10av9TniOSLAWAzhkJnySYOo 8-0-0 Scale=1:17.7 3 4.00 12 2 Y 4 3x4 i — 8-0-0 -- Plate OffsetsX,Y) 2:0-1-2 Edgel _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 36D MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(f L) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) I Weight:26lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc puffins. SOT CHORD,2x4 SP 1\10-3 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;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=521t;L=34fh 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 withstanding160 lb uplift at joint 3 and 265 lb uplift at P 1 P J oint 2. 6)°Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I II I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev,1010312015 BEFORE USE Design valid for use only with Mf1ekb connectors.This design Is based only upon parameters shown.and is for an Individual building component,riot a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Addi lonal temporary and permanent bracing +Tek• t;oewvay,tocr grr.;1 for sk11-Aity(Ind to Liu �Ixlt coli(gra;wilh f:xY:`ai71C rglvf crfai If1,41cy and Ixop rty dal nag(;,Hir g::nCKII aUld(ffiC(1 rogarcSfflg 11 to fabrication,storage,delivery,erection and bracing of tn1SSe5 and tn155 systems,see.ANSI/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avatiabie from Truss Plate institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. - Tampa.FL 33610 � • 1 Jo cuss russ ype Qty Pi=62'bGRrand arbon III with porch323 KJ8 iMONOTRUSS 4 T9680966 ence L 4p oval) Chambers Truss, Fun Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc; Mon Ocl 17 10:40:11 2016 Page 1 I D:Lcg54J?LLIEancmZr4Qb7W MyuFUF-PH EMdH YQgvXxjOgXH1_10avAingZSFRW AzhkJnySYQo 11-3-0 1-5.0 7.3-4 IT 1-5-0 I-- 7-3-4 _—. 3-1112 -- -{ Scale=1:20.8 4 2.83{12 3x4 6 7 I 3x4= 2x3 If 5 3x4= i i i'— — 7-3-4 -�. _ 11-3-0 7-3-4 ��— 3-11-12 LOADING(psf) I SPACING- 2-0-0 CSI. 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 ! Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FB02014frPI2007 (Matrix-M) 1 Weight:44lb FT=O°6 LUMBER- BRACING- TOPj CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTI CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP N0.3 REACTIONS. (lb/size) 4=207/Mechanical,2=48210-1 1-5,6=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(Ib)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=141h B=521;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 ! .2)na 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'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 Ib 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). LOADiCASE(S) Standard 1)Dead+Root Live(balanced):Lumber increase--1.25,Plate Increase=1.25 Uniform Loads(plf) 1 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) i i i WARNING-Ver17y design parameters and READ NOTES ON THFS AND iNCLt1DED M1TEK REFERANCE PAGE MlF7473 rev.70/03/2075 BEFORE USE � Design valid for.use oNy wlih Mifek�9 connectors.this design is based oNy upon parameters shown,and is for an IndiNdtial btrOding component not �' a truss system.Betore use.the building designer must verity the appticai�lity of deslpn parameters and properly incorporate ih5 destgn Into the overall �■�Y/�p building destgn. &acing Indicated is is prevent txlckling of IndNidual ituss web and/or chord members only.Additional temporary and permanent bracing IYIB tlek,G C11t�Uyt:rCcji.Urod Sor`1at:dilty and iG(:Yr�V4•rd[x�ilCs{xr:tVBrr{:x;s:U:>!�ix:rsotv6 inp try C:Kt Ixo{_r:Ry<ketru><}C. Kst 3enrrUi gu{rkctrrrr.regixrffr><7 thrt fabrication,storage,tlelivery,erection and bracing of trusses and tnrss systems,seeANSI/TPI1 Huallty Crlfer(a,DSB-89 and BCSI Building Component I 6904 Parke East Blvd. Safety Informaflon available from Truss Plate Insfifute,218 W.Lee Street Suite 312 Alexandda VA 22314. 1 Tampa,FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown inft-in-sixteenths Failure t0 FOIIOW Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.9, and fully embed teeth.CT TOP CHORDS diagonal or X-bracing,is always required. See BCSI, c1-2 c2a 2. Truss bracing must be designed by an engineer.For 0-1/1a' 4 wide truss spacing,individual lateral braces themselves 0 V may require bracing,or alternative Tor 1 bracing should be considered. 3 , Oz 3, Never exceed the design loading shown and never U yap U stack materials on Inadequately braced trusses. a_ O a_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7 e cb-7 c5° plates 0-",d'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. ,r `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for [CC-ES Reports: use with fire retardant,preservative treated,or green lumber, The first dimension is the plate 10,Camber is a non-structural consideration and is the 4 X 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots,Second dimension is ER-3907, ESR-2362, ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless Otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14,Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others, 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint _ number where bearings occur. 17.install and load vertically unless Indicated otherwise. Min size shown is for crushing only. �1>�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/TPII: 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. a BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance-with— Guide to Good Practice for Handling,---- .___ ,-- - _ANSI/7Pl 1 Quality Criteria. - Installing&Bracing of Metal Plate Connected Wood Trusses, MiTek Engineering Reference Sheet:MII-7473 rev. 10103/2015