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HomeMy WebLinkAboutBuilding Plans I Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek He Copy' RE: M11323-62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Site Information: �T FL 33610-4115 Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model: M� 3 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. V tith my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name Date I IT9680954 1 A 10/17/16 12' I T9680955 I A5 1101171161 I3' I T9680956 I A6 110/17/16 I 4 IT9680957 A7 10/17/16 [5 I T9680958 I A8 (10/17/16 I 16 I T9680959 A9 110/17/16 I I7, I T9680960 I GRA 110/17/16 I I8 I T9680961 I GRB 110/17/16 I I9 I T9680962 I J2 110/17/16 I (10 I T9680963 I J4 110/17/16 I 111 I T9680964 I J6 110/17/16 I j 12 I T9680965 I J8 110/17/16 I I13 I T9680966 I KJ8 110/17/16 I The truss drawing(s)referenced above have been prepared by MiTek "i USA,Inc.under my direct supervision based on the parameters ®���®,OQ.�;GVF(�. ,o� provided by Chambers Truss. ®o �� NW,....• ,�� Truss Design Engineer's Name: Velez, Joaquin • 182 y license renewal date for the state of Florida is February 28,2017, _ •: IMPORTANT NOTE:The seal on these truss component designs is a certification ••, :• that the engineer named is licensed in the jurisdiction(s)identified and that the STATE OF designs comply with ANSI/TPI 1. These designs are based upon parameters ��,�•. ,tom Q,•: moo® shown(e.g.,loads,supports,dimensions,shapes and design codes),which were e� p R O•. \�v given to MITek. Any project specific information included is for MiTek's customers �� S ••' thesefile ference purpose designs. MiTek has not inde not pendently taken verified the at In the applicability of the design �on of 'i�S f�n ll%0` `, P Y PP tY 9 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 Job Truss Truss Type City Ply 62'Grand Carlton III with porch T9680954 M-323, A COMMON 9 1 �C Job Reference footionall Chambers Truss, Fort Pierce,FL - 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon.Oct 17 10:40:01 2016 Page 1 ID:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91 rHMWrvchxpgcTUSE1Md6iD2tQGCyMySYQy r1-0-q 6-7-13 12A-13 i 17-0-0 21-7-3 27-4-3 _ 34-0-0 35-0-0 I1-0-0 6 7-13 5-9-0 4-7-3 4-7-3 5.9-0 6-7-13 1-0-0 Scale=1:59.2 4.00 12 4x4= 6 25 2x3 11 24 2x3 11 3x6% 5 7 3x6 3x4% 4 S 3x4 3 9 1 2 10 11 ro 17 i6 i5 26 27 14 13 12 d 4x5— 2x3 I I 4x6= 3xS= 3x6= 4x6= 2x3 I1 44= i 6-7-13 , 1241-13 r 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 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC LIL 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 SC 0.55 Vert(TL) -0.72 14-15 >567 240 BCIIL 0.0 ` Rep Stress Incr YES WB 0.54 Horz(TL) OA4 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight 163 lb FT=0% I LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purtins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WE BS 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) FO,RCES, (►b)-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, I 6-25=-2608/1669,7-25=-2668/1672,7-8=-2616/1565,8-9=-2663/1558,9-10=-3188/1833 B IT CHORD 2-17=-1629/2972,16-17=-1629/2972,15-16=-162912972,15-26=-934/1925, 26-27=-934/1925,14-27=-934/1925,13-14=-1629/2972,1 2-1 3=-1 6 2 9129 7 2, 10-12=-1629/2972 W 1 1S 6-14=-5331948,7-14=328/317,9-14=-550/387,6-15=-533/948,5-15=-328/317, 3-15=-550/387 NOTES- 1)Pnbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf,BCDL=3.Opsf,,h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)1'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-0-0 wide will 5)(fit between the bottom chord and any other members,with BCDL=10.Opsf. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 lb down and 29 lb up at 15-0-0, and 50 lb down and 29 lb up at 19-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)I Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-6=-54,6-11=-54,18-21=-20 Concentrated Loads(Ib) Vert:24=-50(F)25=-50(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MOW building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iYl{1��-is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IC fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPII 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 36610 - i Job Truss Truss Type Qty Ply 162'Grand Carlton III with porch T9680955 M11323 A5 SPECIAL 9 1 Job Reference(ootional) Chambbrs Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Mon Oct 17 10A0:03 2016 Page 1 I D:2GIScwwyY5hnGhXVARzUkuyuFUM-elILyYSPZSX4m92_pLr8huZhl Zy4adbKKk111 FySYQw r1-0-Q 7-8-5 10-6-4 , 17-0-0 20-4-8 Z6-0-0 34-0-0 35-0-Q 1-0 0 7-B-5 2.9-15 6-5-12 3 4-8 5-11-8 7-8-0 Scale=1:61.2 4.00 12 5xB II 6 2x3 11 2x3 I I US% 7 3x6 20 ZZ 4 5 B 3x4 3 9 14 ,n1 2 10 71 m r 5x12 MT18HS= Iri, o d 13 12 WO= 5x12 — 2x3 II 3x6= 2.00 12 r 10-6-4 20-0-8 26-4-0 aa-0-0 10-6.4 9-10 4 5-11-8 Plate Offsets(X.Y)-- 12:0-2-2.0-0-71,(4:0-3-O.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (foe) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 SCLL O.O ` Rep Stress liter YES WB 0.49 Horz(fL) 0.43 10 n/a n/a BCgI_ 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:164lb 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. WEI S 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=132710-8-0 I Max Horz 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. TO�CHORD 2-3=-540213080,3-4=-5047/2830,4-5=-5005/2833,5-6=-5093/2947,6-7=-235211498, 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;Vuft=165mph(3second gust)Vasd=128mph:TCDL=4.2psfi BCDL=3.Opsf,h=14ft 8=52f1;L=34ft;eave=6ft;Cat.11; 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 psf bottom chord live load nonconcurrent with any other live loads. 5)1 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 Pt between the bottom chord and any other members. 6)Bearing atjoint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8)"Semi-rigid pftchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a 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.Addtional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Past Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type , Qty Ply 62'Grand Carlton III with porch T9680956 M11323 A6 SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 1g 2016 M7ek Industries,Inc.Mon Oct 1710:40:04 2016 Page 1 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJj9uT1 KmfxNJdBM3MNE56scyHtJ72UZOVsZhySYQv 1-0-131 8-11-11 16 0 D 18-0-0 20 4 8 , 25 11-15 34-0-0 $5-D-Q 1-0 8-11-11 7-0-5 2 0 0 -42 8 5-7-7 6-0-1 1-0-0 Scale:3/16"=1' i 4.o0 12 6x8= 5x6= 5 6 2x3 3x4 5x6 WB 5x6 34 7 8 N Lb ut 14 9 10 � Ir 2 _ I 1 1 5x12 MT18HS— 13 0 6 3x4= 12 11 5x6= 2x3 11 US= 3x10 = 2.00 12 0-6-4 15-D-D 6-D- 20-4-8 2541-15 34-0-0 10-6-4 4-5-12 -0-0 4-4-8 5-7-7 8-0-1 Platte Offsets(X YL f2:0 2 2 0 0 71 13.0 3 0 Edgel 15:0-4 0 0 2-31 17:0-2-7 Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCt L 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:156 lb FT=0% i LUMBER- BRACING- TO�CHORD 2x4 SP M 30*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 3-5:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3*Except* 5-14:2x4 SP M 30 OTHERS 2x4 SP No.3 R I CTIONS. (Ib/size) 2=1298/0-8-0,9=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(lb)or less except when shown. TiP 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 BOTCHORD 2-14=-2825/5111,13-14=-1110/2301,12-13=-1043/2141,11-12=-1528/2799, 9-11=-I 52812799 WEBS 4-14=-487/484,5-14=158112900,5-13=402/185,6-13=-166/517,8-12=-764/537, 8-11=01257 NOTES- 1)'Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft,L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing atjoint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. � Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i'•���' building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiYek- 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,see ANSVTP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 - i 5.b Truss Truss Type JQty Ply 62'Grand Carlton III with porch T9680957 23 A7 SPECIAL 1 1 Job Reference optional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Mon Oct 1710:40:05 2016 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-a7t5NETf53no?TCNwmtcnJfOEMeV2Pidn1 EP58ySYQu 11-0-9 B-10-10 14-0-D , 20-0-0 , 25-11-15 34-0-0 35-D-Q 110-0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 1-D-0 Scale=1:62.3 5x10= Sx6= 4.00 12 4 5 2x3 3x4 3 6 v 11 it ,n1 2 7 g h l+ t� 6x12 MT18HS 10 9 0 3x10 2.00 12 = 5x12— 2x3 11 4x5= 10-6-4 , 14-M 20-4-6 25-11-15 34.0.0 10-6-4 3-5-12 8-4-8 5-7-7 8-0-1 Plate Offsets(X.Y)— f2:0-2-2Q-0-71.f4:0-5-0.0-1-131 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLIL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a BC9L 10.0 Code FBC20141TPI2007 (Matrix-M) Weight:147 lb FT=0% LUMBER• BRACING- TOO CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid Ceiling directly applied or 4-3-13 oc bracing. WEBS 2x4 SP No.3 REAL CTIONS. (lb/size) 2=1297/0-8-0,7=1327/0-8-0 Max Horz 2=-149(LC 6) Max Uplift2=-795(LC 8),7=-812(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5357/3035,3-4=-4993/2805,4-5=-2157/1368,5-6=-2364/1410,6-7=-2960/1697 BOT CHORD 2-11=-2785/5096,10-11=-I43012801,9-1 0=-1 486/2746,7-9=4486/2746 WEIBS 3-11=-412/418,4-11=-1327/2588,4-10=-810/415,5-1 0=-1 66/455,6-10=-636/444 NOS ES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;CaL 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 ANSI/TP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MI1-7473 rev.]0/0320]5 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • 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 andfor chord members only.Additional temporary and permanent bracing MOW 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,see ANSVrPt1 Quality Criteria,OSS-89 and SCSI Building Component 6904 Parke East Bfvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i i - I Job Truss Truss Type Qty Ply E'Grand M11323 AB SPECIAL 1 Carlton III with porchT96809581b Reference(ontionalj Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Mon Oct 17 10:40:07 2016 Page 1 j ID:WSJgpGwa IPpeur6hkgUjG5yuFUL-XW7sovVwdhl WEmM12Bw4skkNSAK2WNRwFLj WAOySYQs T1-0-Q 8-8-4 12-0.0 15-8-4 20-4-6 22-0.0 i 24-8-12 34-0-0 15 0.0 1-0-0 8-8-4 3-3-12 3-8 4 4-8-4 1-7-8 2-8-12 9-3-4 i Scale=1;62.2 5x6= 2.0 11 3x4= 4xe= 4.00 12 2x3 \ 4 20 5 6 21 7 2x3 FM 3 8 N A v 13 ,n1 2 9 5x12 MT18HS= lm 0 6 12 11 5x12= 3x4 = 4x6= 3x10= 2.00 12 10-6-4 20-4-B 22-0-0 , 34-0.0 10-6-4 9-10-4 1-7-8 12-0-0 Plate Offsets(X.Y)-- 12:0-2-2.0-0-71 f7:0-5-8 0-2-41 f9.0-2-6 Edgel LOdDING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 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 BCDL 10.0 Code FBC2014(rP12007 Matrix-M rn) 0.39 9 n/a n/a 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 Horz 2=129(LC 7) Max Uplift2=-794(LC 8),9=-813(LC 8) FORCES. (lb)-Max.CompJMax.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=-894/536,7-12=-303/452, 7-11=-228/474,8-11=4081405 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3) rovide adequate drainage to prevent water ponding. 4)AII 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)j'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 atjoint(s)2 considers parallel to grain value using ANSl/TPl 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 Ib uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev.10/09/2015 BEFORE USE Design valid for use only with MiTekm 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mrs R/��'r®W fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSflTPH Quality Criteria,OS13-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss F-Irluss Type JQty Ply 162'Grand Carlton III with porch T9680959 M11323 A9 1 1 Job Rpference o tional Chambl rs Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Mon Oct 17 10:40:08 2016 Page 1 ID:_etC1 cxC3ixVV?huts?ypJyuFUK-?iZE?FWYO_9MswxybvRJOxHgpatHFnB4U7T3iSySYQr Ti-O-q 6-7-15 10-0-0 15-2-14 204-0 24-0-0 274-1 34-0-0 35-0-q 1 0-0 6-7-15 3-4-1 5-2-14 5-1-2 + 3-8-0 r 3-4-1 6-7-15 1-0-0 Scale=1:60.1 i 4x4 = 2x3 II 4x8= 4,00 12 3x4= 4 22 5 6 23 7 2x3 2x3 i 3 8 r �1 2 O o 15 14 13 12 11 3x5= 3x8— 3x6= 6x8 = 3x6 = 3x4= 3x5= 10-M I 20-4-0 24-0-0 34-0-0 10-0-0 10-4-0 3-8-0 10 0-0 Plate)I Offsets(X.Y)-- f2:0-2-8.Edge1.f7:0-5-4.0-2-01,f9:0-2-2 Edgel LOA6ING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0,17 13-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCL- 0.0 ' Rep Stress Incr YES WB 0.85 HOrz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:156 lb FT=0% 1 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0,9=382/0-8-0,13=1554/0-8-0 Max Horz 2=-109(LC 6) Max Uplift2=441(LC 8),9=-262(LC 8),13=-904(LC 8) Max Grav 2=709(LC 17),9=420(1_C 18),13=1554(LC 1) FORCES. (lb)-Max.Comp,/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=41961685,3-4=-874/475,4-22=-797/472,5-22=-797/472,5-6=-369/747, 6-23=-369/747,7-23=-369/747,7-8=-781269,8-9=-295/175 BOTCHORD 2-15=-543/1091,14-15=-391316,13-14=-39/316,12-13=-245/259,11-12=-245/259 WEBS 3-15=-349/338,5-15=-256/615,5-1 3=-11621752,6-13=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=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)I This truss has been designed fora live load of 20.Qpsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 441 lb uplift at joint 2,262 lb uplift at joint 9 and 904 lb uplift at joint 13. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. ]Design valid for use only with MiTeW connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ,lbuilding design.Bracing indicated is to prevent buckling of individual truss web andfor chord members only.Additional temporary and permanent bracing ,{r/iTe is always required for stability end to prevent collapse with possible personal injury and property damage.For general guidance regarding the k' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSgTP11 Quality Criteria,OSS-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information awatlaWe from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 365,0 j Job- Truss Truss Type Qty Ply 62'Grand Carlton�withhT9680960 M11323 GRA HIP 1 1Job Refer nce Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Mon Oct 17 10:40:D9 2016 Page 1 ID:_etC1 cxC3txW7hu lsTypJyuFU K-Tv7cDbWA91 HDU4W89cyYx9pgDz6A_CfDifCdEvySYQq 1 0 Q 8-0-0 11 1 1 17-0-0 18-6-0, 22-2-2 26 0-0 34-0-05-0-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 4.00 12 7x10 6 17 6x10 4 3x6 19 3 — 13 16 5x 21 rM u 10 0 1 2 22 23 m �, 29 28 27 26 25 24 3x6 3x6= 6x8= 3x6 = 6x8 4x4 = i ll = 3x5= 6x8 = B_ 11--1 8-6-0 6-0-0 34-" B-0-0 3-1-1 7A-15 7-6-0 Plate Offsets(X Y) T3:0 3 8 Edgel T21:0 3-8 Edgel T24:0 3 8 0-3-01 T27.03-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCDL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 2441190 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(fL) 0.02 22 n/a n/a BC4L 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:194 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc pudins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):7,8,19,17,14 REACTIONS. All bearings 0-8-0. (lb)- Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less atjoint(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.CompJMax.Ten.-All forces 250(lb)or less except when shown. TO 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 BOIT CHORD 2-29=-195/591,28-29=-143/463,27-28=-143/463,26-27=-772/440,25-26=-393/630, 24-25=-393/630,22-24=-1014/2010 WEBS 3-29=-457/1105,3-27=-1643/836,5-27=769/636,5-26=-537/346,13-26=-934/608, 18-26=-2360/1437,18-24=-782/1690,21-24=38/353,4-5=-618/520,19-20=-3421310, 14-15=-549/402 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Pp 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),fit 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)1Provide 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)iGraphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 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. 11i)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 WARNING- erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ' to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing building design.Bracingindica[ed,s p g MjTW 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,see ANSVTPII Quality Criteria,DS13•89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job I F.U's sTruss Type Qty Ply 62'Grand Carlton III with porch T9680960 M11323 HIP 1 1 �i Job Re erence o tonal Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:40:09 2016 Page 2 ID:_elC1cxC3ixVV7huls7ypJyuFUK-Tv7cDbWA91HDU4W89LyYx9pgDz6A CfDi(CdEVySYQq LOAD;CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,21-23=-54,29-30=-20,24-29=-47(F=-27),24-33=-20,3-11=-126(F=-72),11-21=-126(F=-72) Concentrated Loads Qb) Vert:29=-641(F)24=-64 1(F) I� WARNING-VeHfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Crttorla,DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i i Job Truss TIIlu Type Qty Ply 6T Grand Carlton III with porchT968D961 MY 1323 i GRB 1 1 Job Referenceo tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:40:09 2016 Page 1 ID:SrRaEyyrg04M78G4raWBLWyuFUJ-Tv7cDb WA91HDU4W89cyYx9piuz4F_CMDifCdEvySYQq 11-0•Q B-0-0 i 13-8-0 i 17-0-0 20-0-0 26-0-0 34-0-0 35-0-Q 1-0 0 B-0-0 5-8-0 3 4.0 3-4-0 5-8-0 8-0-0 1-0-0 Scale=1:60.1 5x8 MT18HS= 4x10= 4.00 FIT 2x3 I1 4x6= 2x3 11 5x8 MT18HS= 3 23 4 5 6 7 24 8 1 2 g 10 N 0 6 16 15 14 13 12 11 4x5— 3x6 If 4x6_ 6x10= 6x10= 4x6 = 3x6 11 4x5— , 13-9- i 20-4-0 i 26-0-0 34-M 8-0-0 5-8-0 6-B•0 5-8-0 B-0-0 Plate Offsets(X.Y)-- 12:0-2-2.Edge1.13:0-5-4,0-2-81,f5:0-3-O.Edgel,f8:0-5-4.0-2-81.19:0-2-2.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC LIL 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(Q -0.27 14-16 >912 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(fL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:153 lb FT=O% 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. (Ib/size) 2=1296/0-8-0,13=3993/0-8-0,9=510/0-8-0 Max Horz 2=-90(LC 6) Max Uplift2=-871(LC 8),13=-2549(LC 8),9=-369(LC 8) Max Grav 2=1479(LC 13),13=4684(LC 15),9=563(LC 14) FORCES, (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. T IP CHORD 2-3=-3514/1878,3-23=-2062/1226,4-23=-2062/1226,4-5=-2062/1226,5-6=-2062/1226, 6-7=-1265/2545,7-24=-1265/2545,8-24=-1265/2545,8-9=-692/331 BOI CHORD 2-16=4655/3336,15-16=4676/3398,14-15=-1676/3398,12-13=-246/658, 11-1 2=-246/658,9-11=-225/595 WEBS 3-16=-402/1155,3-14=-1431/700,4-14=-847/699,7-13=-886/720,8-13=-3505/1836, 8-11=-403/1157,6-14=4431/2780,6-13=-3151/1776 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft,L=3411;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)IAII 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)1`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 Ifit 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. 9j Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-8=431(17=-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 REFERENCE PAGE MI1-7477 rev.10/07/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW 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,see ANSUTP11 Quality Criteria,DSO-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 38610 [11,b I Truss Truss Type Qty Ply 62'Grand Carlton III with porch11323( GRB HIP 1 1 T9680961 Jab e e ence o lio al Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 2 ID:SrRaEyyrg04M78G4ra WBLWyuFUJ-x5h_QxXowcP45E5KJJTnUMMteNQUjfcMxJyAnLySYQp LOAD CASES) Standard Concentrated Loads(Ib) Vert:16=-641(F)11=-641(F) II I ®WARNING-Verify design paramefets and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW 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,see ANSUTP11 Quality Criteria,OSB-89 and SCSI Building Component Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Blvd. Temps,6904 Parke East East i I Job Truss Truss Type �111y �Ply62'Grand Ca�IlonorchT9680962MONOob Refer l chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Ocl 17 10:4OM 2016 Pagel ID:x17zSlzTbJCDI IrGPH1 QukyuFUI-x5h_QxXowcP45E5NJTnUMM21NYljuxMxJyAnLySYQp 100 2-00 1 1-0-0 2-0-0 Scale=1:7.9 3 4.00 12 2 cS , 1 4 3x4= 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCpL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:8 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REI CTIONS. (lb/size) 3=37/Mechanical,2=143/0-8-0,4=21/Mechanical Max Horz 2=67(LC 8) Max Uplift3=-30(LC 8),2=-131(LC 8),4=-3(LC 5) Max Grav 3=37(LC 13),2=143(LC 1),4=29(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*1 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) efer to girder(s)for truss to truss connections. 5)�rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 3,131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall R A building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.AddGonal temporary end permanent bracing IV SiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety on, available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tempe,FL 36610 Job- Truss Truss Type Qty Ply Carlton III with porch i T9680963 M11323 J4 MONO TRUSS 6 AlJob enc o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MITek Industries,Inc.Mon Oct 1710:40:10 2016 Page 1 ID:PDYLfd 5MdK4MSQTz7ZfRxyuFUH-x5h_QxXowcP45E5KjJTnUMMOdNWejuxMxJyAnLySYQp -1-0-0 4-D-0 1-0-0 4-0-0 Scale=1:11.2 3 I 4.00 F12 2 al , 4 3x4= 4-0-0 4.0.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC L 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 2441190 TCdL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BC L�L 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BC IDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:14 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical,2=229/0-8-0,4=39/Mechanical Max Horz 2=104(LC 8) Max Uplift3=-75(LC 8),2=-171(LC 8),4=-2(LC 8) Max Grav 3=79(LC 1),2=229(LC 1),4=60(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf,BCDL=3.Opsf,h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 3)1 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 fjt between the bottom chord and any other members. 4)Defer 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 Ib uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . 'a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate This design Into the overall building design.Bracing indicated is to prevent buckling of individual Wss web end/or chord members only.Additional temporary and permanent bracing M!T®k" its always required for stability and to prevent collapse with possible personal injury and property damage.For generel guidance regarding the fabrication,storege,delivery,erection end breang of(fusses and Wss systems,see ANSUTPII 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 36610 i Job Truss Truss Type CityGrand Carlton III with porchT9680964 M11323 J6 MONO TRUSS Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:40:11 2016 Page 1 I D:tP6j tzj7xSx_c_f Xi4uz9yu FU G-PHEMdHYQgvXxjOgXH 1_10av6FnozSLAWAzhkJnySYQo 1-0-0 6-0-0 1-0-0 6-0-0 Scale=1:14.8 3 I 4.00 12 2 1 4 3x4= 6-0-0 6.0-0 LOI DING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 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(fL) 0.00 2 n/a n/a BCIDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:20lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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 Horz 2=142(LC 8) Max Uplift3=-117(LC 8),2=-218(LC 8) Max Grav 3=120(LC 1).2=321(LC 1),4=89(LC 3) FOIRCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft-,B=52ft;L=34ft;eave=6ft;Cat.Il; .Lxp 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)r This truss has been designed for alive 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 atjoint 3 and 218lb uplift at joint 2. 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1-7473 rev.101031201 S BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPi1 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 36610 Job, Truss Truss Type city Ply 62'Grand Carlton III with porch T9680965 M11323 JB MONO TRUSS 20 1 Job Refe e e o do al Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:40:112016 Pagel I D:tP6jtzj7xSx_c_fXi4uz9yuFU G-PHEMdHYQgvMOgXH1_10av9TniQSLAWAzhkJnySYQo -1-0-0 B-0-0 1-0.0 8-0-0 Scale=1:17.7 3 4.00 12 2 1 4 3x4= 8-0-0 8-0-0 Plate Offsets X Y 2:0-1-2 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TC LIL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(ILL) -0.10 4-7 >972 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:26 lb FT=0°l0 i LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 cc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical,2=411/0-8-0,4=68/Mechanical Max Horz 2=180(LC 8) Max Uplift3=-160(LC 8),2=-265(LC 8) Max Grav 3=164(LC 1),2=411(LC 1),4=118(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL--1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)i 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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE M Design valid for use only with Tek®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 MiT®k- Iis always required for stability and to prevent couapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPIl Quality Criteria,DSa.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 36610 JDb Truss Truss Type JQtY Ply 62:brence Carlton III with porch T9680966 M11323 KJ8Truss MONO TRUSS 4 1 Jo (optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:40:11 2016 Page 1 ID:Lcg54J7 LuEancmZr4Qb7W MyuFUF-PHEMdHYQgvXxjOgXH1_10avAingZSFRWAzhkJnySYQo -1-5-0 7-3-4 11-3-0 1-5-0 7-3-4 3-11-12 I i Scale=1:20.8 I 4 2.83 12 3x4 3 2 KA 7 6 f 3x4= 2x3 II 5 3x4 = I I7.3-4 -3.0 734 3 1 t 12 LOIPDING(psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:44 lb FT=0% I 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. W iBS 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 Grav 4=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=-10901498 BOT CHORD 2-7=-662/1072,6-7=-662/1072 WI BS 3-7=0/309,3-6=-11771727 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;End.,GCpi=0.18;MWFRS(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 five 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)I Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 207 lb uplift at joint 4,312 lb uplift at joint 2 and 277 lb uplift at joint 6. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)i In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54 Trapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-4=-152(F=-49,B=-49),8=0(F=10,B=10)-to-5=-56(F=-18,6=-18) WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10/07/2015 BEFORE USE. ! Design valid for use only with MiTekO connectors,This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall /� _ building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing iV(iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DS13-89 and BCSI Building Component 6904 Parke Fast Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 Center plate on joint unless x,y 6 4-8 dimensions shown in ft-in-sixteenths P y 1 /4 (Drawings not to scale) Damage or Personal Injury offsets are indicated. 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. CI-2 c2a 2. Truss bracing must be designed by an engineer.For 0'y1fi wide truss spacing,individual lateral braces themselves O WEBSa 4 may require bracing,or alternative Tor I p bracing should be considered. 2 c 0 3. Never exceed the design loading shown and never 19 a g U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building OI C7.8 C&7 ca_ designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0 'lid'from outside 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 ANSIfrPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 19%at time of fabrication,. 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 17.Install and load vertically unless indicated otherwise.number where bearings occur. Min size shown is for crushing only. _,p; 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 is not sufficient, DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.ffeke Design assumes manufacture in accordance with Guide-to-Good Practice-for-Handlin9,— ANSI/TPI 1 Quality Criteria. — - -- - --- --- -- Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015