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7WIG MiTek° Lumber design values are in accordance with QNS /TPI' 1 sectlora These truss designs rely on lumber values established by others. JUN 1 9 2017 Public Nivorks St. Lucie County, M RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Site Information: T pa E 3610 4115 Customer Info: WYNNNE DEVELOPEMENT Subdivision: Project Name: M11323 Model:%1113�� Lot/Block: ,Copy, 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 HeighH 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date__ 1 T9680954 A 10/17/16 12 I T9680955 I A5 I.10/17/16 j 13 j T9680956 I A6 110/17/16 I 14 I T9680957 I A7 110/17/16 15 I T9680958 I A8 110/17/16 I 6 IT9680959 IA9 10/17/16 I7 IT9680960 I GRA 110/17/16 8 I T9680961 I GRB 110/17/16 I 19 I T9680962 I J2 110/17/16 I 110 I T9680963 I J4 110/17/16 I 11 ' I T9680964 1,16 110/17/16 112 I T9680965 I J8 110/17/16 I 113 I T9680966 I KJ8 110/17/16 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. e,%%�'() } 1 N 6 182 � r Z-p; •�= r �� ; STATE OF0. � ��i C� •�• 4 O R 10 • �\ ��� Joaquin Velez PE Na.68182 MM USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 17,2016 Velez, Joaquin 1 of 1 Jab s—TTruss Type Qty Ply 62' Grand Carlton III with porch _. T9680954 M11323 FA COMMON 9 1 Job Reference Loptional _ e..r 19 2ma MiTn4 lnrli,drin¢ rnr Mnn r1r1 17 10'40!01 2016 Pace 1 Chambers Truss, Fort Pierce, FL ...,r- •.. _.. •.. •.•• • _.....___...__, ..._...._.. _ _... . _. _ - _ _ ID:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91 rHMW rvchxpgcTUSEIMd6iD2tQGCyMySYQy r1-0-Q 6.7-13 _ 12-4.13 17.0.0 21-7-3 27-4-3 34-0-05`0.9 1 00-Or---6.7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 1.0.0 4.00 12 4x4 = 6 25 Scale = 1:59.2 17 lb .v — 2x3 II 4x6 3x8 = 3x8 = 4x6 — 2x3 II 4x5 = 4x5 = 6-7-13 It?21-73 27-4-3 34- 1 6-7-13 5-9-0 9.2-7 5-9-0 6-7-13 LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. in (lop) I/deti Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) 0.72 14 15 >567 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 I Horz(TL) 0.14 10 Na Na BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 163 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Horz 2=179(LC 7) Max Uplift2=-832(LC 8), 10=-832(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3188/1833, 3-4— 2663/1558, 4-5=-2616/1565, 5-24=-2668/1672, 6-24=-2608/1669, 6-25=-2608/1669, 7-25= 2668/1672, 7-8= 2616/1565, 8-9=-2663/1558, 9-10=-3188/1833 BOT CHORD 2-17= 1629/2972, 16-17=-1629/2972, 15-16=1629/2972, 15-26=-934/1925, 26-27= 934/1925, 14-27= 934/1925, 13-14= 1629/2972, 12-13_ 1629/2972, 10-12— 1629/2972 WEBS 6-14=-533/948, 7-14=-328/317, 9-14— 550/387, 8-15=-533/948, 5-15=-328/317, 3-15=-550/387 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft;•L=34ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 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.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 29 lb up at 15-0-0, and 50 Ito down and 29lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 24=-50(F) 25=-50(F) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mifek9 connectors. This design is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the over, building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe 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 tresses and tress systems. seeANSVTPl1 equality Criteria, DSB-89 and 8Cs1 Building Component 6904 Parka East Blvd, Safety Information avallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Truss cuss Type Qty Ply 62' Grand Carlton III with porch T9680955 M11323 AS SPECIAL 9 1 Job Reference optional) Aor 19 2016 MiTek Industries. Inc. Mon Ocf 17 70:40:03 2016 Page i Chambers Truss, Fort Pierce. Ft. ID:2GIScwwyY5hnGhXVARzUkuyuFUM-eIILyYSPZSX4m92_pLr8huZhlZy4adUKKklIiFyS Qw r1.0-Q _ 7.8-5 10__6-4 17.0-0 20.4.8 26.4.0 34.0.0 35.0.0 f-- --I ---- I_________ 1-07-6-5 1 2-9-15 6-5-120 Scale = 1:61.2 4.00 12 5x8 11 3x10 = 2.00 12 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 TCDL 7.0 Lumber DOL 1.25 BC 0.87 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0, 10=1327/0-8-0 Max Horz2=179(LC 7) Max Upllft2=-795(LC 8), 10=-812(LC 8) 3x6 = Sx12 = 2x3 II DEFL. in (loc) Well Lid PLATES GRIP Vert(LL) 0.74 14 >553 360 MT20 244/190 Vert(TL)-1.4813-14 >275 240 MT18HS 244/190 Horz(TL) 0.43 10 n/a n/a Weight: 1541b FT = 0°! BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. WEBS 1 Row at midpt 6-14 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=-233011420, 8-9=2383/1406, 9-10=-2979/1705 BOT CHORD 2-14= 2837/5142, 13-14=-990/2054, 12-13=-149612765, 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; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED WITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only wllh MiTekm connectors. ihls design is based only upon parameters shown. and Is for um Individual building component, not a truss system. Before use, the building designer must verify the applicability of design paramefers and properly Incorporate this design Into the overall MOW design. BraNng Indicaled is to prevent buckling of Individual truss web and/or chord members only. Addiflonal lemporary and permanent bracing Is always required for stablilty and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the 6904 Padre East Blvd. fabrication. storage. delivery. erection and bracing of hisses and truss syslems. seeAPISI/fPII Quallty Cdlerla, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Truss fuss ype Qty Ply 62' Grand Carlton III with porch T96B0956 �ob 11323 A6 - SPECIAL 1 1 Job Reference (2ptionaU 7 Ren I nn, 14 Pms MiTek Industries. Inc. Mon Oct 17 10:40:04 2016 Page 1 Chambers Truss, Fort Pierce, FL " ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJj9uT1 KmfxNJdBM3MNE56scyHtJ?2UZOVsZhySYQv • T1 0.9 8-11.11 16.0-0 18.0.0 20-4-8 25-11-15 34.0-0 35-0-q Y-0-O 8-11-11 7-0-5 2-0-0 2.4-�i 8-0-1 1-0-0 Scale: 3/16"=l' 3x10. 2.00 12 4.00 12 6x8 = 5x6 = 3x6 = 5x6 = 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 I Vert(iL) -1.13 14-17 . >362 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.41 9 Na Na BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight:1561b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 "Except` 3-5: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 ' WEBS 2x4 SP No.3 `Except' 5-14: 2y.4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Harz 2=169(LC 7) Max Uplift2= 796(LC 8), 9=-811(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5374/3073, 3-4=-5240/3075, 4-5=-4981/2826, 5-6=-2255/1421, 6-7=-2312/1390, 7-8=-2320/1368, 8-9=-3010/1736 BOT CHORD 2-14=-2825/5111, 13-14=-111012301, 12-13=-1043/2141, 11-12= 1528/2799, 9-11= 1528/2799 WEBS 4-14— 487/484, 5-14=-1561/2900, 5-13= 402/185, 6-13— 166/517, 8-12= 764/537, 8-11=0/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=5211; L=34it; eave=6ft; Cat. If; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 10/03/2015 BEFORE USE. � Design valid for use only with MITekm conneclois. lilts 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 Incotporate 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 flflOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the nM Mid. storage. delivery. erection and bracing of trusses and truss systems. weANSI/TPI1 Quality Criteria, DSB-89 and SCSI Buildlna Component Tampa, 6004 Pirko 3e East Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Type Qly Ply 62' Grand Carlton III with porch T9680957 M11323 A7 SPECIAL 1 i Job Reference o�tioMiTeknap 2016 tries Inc Mon Oct 17 10:40:05 2016 Page 1 Indus Chambers Truss, Fort Pierce, FL P ID:WSJgpGwalPpeur6hk9l1jG5yuFUL-a7t5NETf53no?TCNwmtcnJiOEMeV2Pldn1 EP58ySYQu it A•Q s-io•io I_.___ _ F zo-o.o 25-11-15 F 34-0•0 ems_ -ono .0-0 8-10-10 5-1.6 6-0.0 5.11-15 8-0.1 1.0.0 Scale=1:62.3 5x10 = 5xG = 4x5 = 5x12 = 2x3 )I 3x10 = 2.00 12 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 BC 0.88 i Veft(TL) .-1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress incr YES WB 0.99 I Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) _ Weight_1471b FT=OIo LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4.3-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0, 7=132710-8-0 Max Harz 2— 149(LC 6) Max Uplifl2= 795(LC 8), 7= 812(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5357/3035, 3-4=-4993/2805, 4-5= 2157/1368, 5-6=-2364/1410, 6-7=-2960/1697 BOT CHORD 2-11— 2785/5096, 10-11= 1430/2801, 9-10=-1486/2746, 7-9= 1486/2746 WEBS 3-11=-412/418, 4-11=-1327/2588, 4-10=-810/415, 5-10=-166/455, 6-10=-636/444 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: 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; Enci., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE � Design valid for use only with MITeW conneefois. This design is based only upon parameters shown, and Is for on individual [wilding component, not a truss system. Before use, the building designer must verify the applicability of ciesign parameters and properly Incorporate this design Into the overall temporary and bracing WOW design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addillonal permanent to collapse with possible personal injury and property damage. For general guidance regarding the Is always required for stability and prevenl fabrication. storage, delivery. erectlon and tracing of truces and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Sutlding Component 6004 Parke Enst BNd. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tl cuss J Truss Type Qty P y 62'Grand Carlton III with porch . T9680956 M11323 AB SPECIAL 1 1 Job Reference o tiona� Chambers Truss, Fort Pierce• FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:07 2016 Page 1 ID:WSJgpGwaiPpeur6hkgUjG5yuFUL-XW?sovVwdhl WEmM12Bw4skkNSAK2WNRwFLjWAOySYQ: 1-0- 8-8-4 12-0.0 �, 15-8-4 i 20-4-8 _-_1 22-0-0 24-8-12 j1.008.8-4 3-8-4 4-8.4 118 2.8-1-2--IT 9-3-4 1-0.0 Scale = 1:62.2 3x10 4.00 12 2.00 12 5x6 = 3x4 2x3 11 4x8 = = 20 5 6 21 7 2x3 5x1'2 = ' ' 4x6 = 3x4 = 10-6.4 9.10-4 1-7.8 12-0.0 Plate Offsets (X,Y) _ (2:0-2-2 0-0- 7:0-5-8 0-2-4),19:0-2 6,EdgeL_ CSI- DEFL. In (loc) Well Ud PLATES GRIP LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1-25 TC 0.73 I Vett(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 I Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 ( Horz(TL) 0.39 9 n/a n/a Weight:1541b FT=O% BCDL 10.0_ Code FBC2014fTP12007 (Matrix-M) J� LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8-0, 9=1332/0-8-0 Max Horz2=129(LC 7) Max Uplift2= 794(LC.8), 9=-813(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5337/3033, 3-4= 4970/2788, 4-20=-3801/2193, 5-20= 3801/2193, 5-6= 2464/1521, 6-21=-2472/1529, 7-21=-2472/1529, 7-8=-2492/1487, 8-9= 2808/1655 BOT CHORD 2-13=2785/5078, 12-13= 1698/3180, 11-12= 1158/2331, 9-11— 1432/2593 WEBS 3-13=-389/395, 4-13=-895/1665, 5-13= 291/796, 5-12=-894/538, 7-12=-303/452, 7-11=-228/474, 8-11=-408/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft; L=34ft 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411--7473 rev. 10/03,2016 BEFORE USE. � Design valid for use only with MITek0 connectors.'Ibis dosign Is trued only upon parameters shown, and Is for an Individual building component. not airuss syslern. Before use, fhe building designer must verify the oppllcabiilty of design parameters and properly Incorporate this design Into the overall llAiTek� building design. Bracing Indicated Is 10 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 guldonce regarding the e East Blvd. fabrication. storage. delivery, erection and bracing of tnrsms and muss systems. seeANSI/TPI1 Quality Criteria, DSE-89 and BCS1 Building Component Tampa, 6904 Parke Ensil Safety Information ovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312- Alexandil , VA 22314. _33610 Job Truss Truss ype Qty PiY62' Grand Carl�11�T9680959 M11323 A9 HIP i b Referen Chambers Truss. Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Indeetrtee, Inc. Mon Oct 17 10:40:08 2016 Page 1 I D:_etC1 cxC3ixVV?huls?ypJyuFUK-?iZE?FW YO_9MswxybvRJOxHgpalH FnB4U?T3iSySYQ �0•� 6-7.15 10-0-0 _ 15-2-14 20-4-0 -__r 24-0-0 _ _I 27-4-1 a4-u-u .�+o•v-� 1-0-0-0 5.2.14 5-1-2 3-8.0 3.4-1 6-7-15 1-0.0 6.7.15 3-4-1 Scale = 1:60.1 4.00 12 4x4 = 3x4 2x3 11 4x8 = = 4 22 5 6 23 7 r4. 6 0 Im 6 3x5 = 15 14 ,u 12 ' 3x8 = 3x6 = 6x8 = 3x6 = 30 = 10-0-0 20-4.0 24-0-0 34.0-0 10-4.0 _ 3-8-0 10.0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 7.0 Lumber DOL 1.25 BC 0.49 BOLL 0.0 ' Rep Stress Incr YES WB 0.85 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=667/0-8-0, 9=382/0-8-0, 13=1554/0-8-0 Max Horz 2= 109(LC 6) Max Uplift2=-441(LC 8), 9= 262(LC 8), 13=-904(LC 8) Max Grav2=709(LC 17), 9=420(LC 18), 13=1554(LC 1) DEFL, in (loc) Udefl Ud Vert(LL)-0.1713-15 >999 360 Vert(TL)-0.4213-15 >574 240 Horz(TL) 0.02 13 n/a n/a 3x5 = PLATES GRIP MT20 244/190 Weight: 156lb FT=09b BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1196/685, 3-4=-874/475, 4-22=-797/472, 5-22=-797/472, 5-6=-3691747, 6-23=-369/747, 7-23— 369/747, 7-8=-78/269, 8-9=-2951175 BOT CHORD ' 2-15=-543/1091, 14-15=-39/316, 13-14=-39/316, 12-13= 245/259, 11-12= 245/259 WEBS 3-15=-349/338, 5-15=-256/615, 5-13— 1162l752, 6-13=-260/229, 7-11 =-1 56/325, 8-11= 387/359, 7-13=-762/448 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6f1; 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) ' 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 tail 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 Ib uplift at joint 13. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE . Design valid for use only with MttekO 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 file applicability of deslgn.paranrelers and property Incorporate this design Into the overall MOW 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 1he e East Bind. fabrication, storage. delivery, erection and bracing of tniss. es and In=systemseeANS1/TP6f!04 Park II Quality Criteria, DSE-89 and SCSI Building Component Tampa, Parke 33610 Safety Information available from Truss Plate Institute. 21814. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss cuss Type Ply 62' Grand Carlton III w(p Nh P )rch T96609G0 M11323 GRA !HIP 1 1 I Job Reference o tional Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Induslnes, Inc. Mon Oct 17 10 40:09 2016 Page 1 tn• otrhyr:.RixVvvhrdc9voJvuFUK-Tv7cDbWA91HDU4WB9cvYx9pgDz6A_CfDifCdEvySYQr 1 0• 8.0-017-0.0 18-6.0 22-2.2 _ 26.0.0 34-0.0 35-0•q (1_0— 8-0.0 ��— 3-1-1—I—� 5.10-15 1.6.0 I 3.8-2 3.9-14 8-0-0 1.0-0 3x5 = TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. \ 29 -- 27 3X6 8 3x6 = 6XB = 26 6x8 = THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF — 24 3X6 = 6x8 = Scale = 1:62.3 N 22 23 t2 N 116 6 44 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CS1. TC 0.90 BC 0.44 WB 0.96 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) 0.10 24-35 >999 360 Vert(TL) -0.19 24-26 >987 240 Horz(TL) 0.02 22 n/a rVa I PLATES GRIP MT20 244/190 Weight: 194 lb FT = 04'0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purfins. Except: BOT CHORD 2x4 SP M 30 1 Row at micipt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid telling 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 Harz 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 joints) except 2=527(LC 13), 27=2197(LC 13), 26=2894(LC 14), 22=1015(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-561/338, 3-5=-306/839, 5-7=-584/1206, 7-8=-584/1206, 8-10= 584/1206, 10-12= 584/1206, 12-13=-584/1206, 13-15=-584/1206, 15-16_ 584/1206, 16-18=-584/1206, 18-20= 2121/1203, 20-21= 2121/1203, 21-22=-2176/1197, 4-6= 173/256, 6-9— 134/313, 9-11= 114/371, 11-14=-200/419, 14-17= 102/280, 19-21=-151 /268 BOT CHORD 2-29_ 195/591, 28-29= 143/463, 27-28=-143/463, 26-27= 772/440, 25-26=-393/630, 24-25=-393/630, 22-24=-1014/2010 WEBS 3-29=-457/1105, 3-27=-1643/836, 5-27=-769/636, 5-26=-537/346, 13-26=-934/608, 18-26=-2360/1437, 18-24=-782/1690, 21-24=-38/353, 4-5=-618/520, 19-20=-342/310, 14-15=-549/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52ft; L=3411; 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) A14plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift at joint 2, 1146 lb uplift at joint 27,'l470 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 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. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F)or back (B). anar WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE MII-7473 rev. 1010212015 BEFORE USE � Design valid for use oNy with MITek® connectors. this design Is based only upon parameters shown. and Is for an individual building component, not alruss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design info the overall brlidtng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and peimanenl tracing MOW Is always required for slablllty and to prevent collapse Win possible, personal Injury and property damage, for general guidance regarding the fabrication. storage. delivery, erection arM bracing of trusses •and1nrsssystems. seeANSi/TPtt Quailty Criteria, DSB-89 and SCSI Building Component 6004 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Truss cuss ype Qty P y 62'GrandCarlton IIIwithporch T9680960 L GRA HIP 1 1 Job Reference (optional) 7.640 s Aor 192016 MiTek Industries, Inc, Mon Ocl 17 10:40:09 2016 Page 2 Chambers Truss, Fort Pierce, FL ID _etClcxC3ixVV?huls?ypJyuFUK-Tv7cDbWA91HDU4W89cyYx9pgDz A_ I vy q 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(1`=-72), 11-21— 126(F=-72) Concentrated Loads (lb) Vert: 29— 641(F) 24=-641(F) ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIb7473 rev. fr7WN015 BEFORE USE. � Design valid for use only with M9ek® connectors. This design is based only upon pararnetets shown, and Is for an Indivichral buRding component, not a buss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate [his design Into the overall ��T®k• building design. Bracing Indicated Is to prevent buckling of Individual imss 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 6004 Parke Ea t Blvd. storage. delivery, erection and bracing of tnrssesand Truss systems seeANSI/TPf 1 Quality Criteria, O5B-64 and BC_i Building Co mponent omponent Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314. JOB ruse I russ ype ty Ply 62' Grand Carlton III with porch T9680961 M11323 GRB HIP 1 1 Job Reference (optional Chambers Truss, Fort Pierce, FL 7.iW s Apr 19 UJ- MiTek Industries, Inc. Mon Oct 17 uz 40:09F-C 201 f Page 1 i n•c.cr�F�arrnnaM7t1r,4ra W 8LW vuFUJ-Tv7cDbW A91 HDU4W 89cyYx9piuz4F_CMDifCdEvySYr]c 1 N 6 1-0-0 B-0-0 5-8--0------i 3-4.0 ~ 3-4.0 - -- 8-e-0 ! 8-0-0 �1 Scale = 1:60.1 4x10 = 5x8 MT18HS = 4.00 12 2x3 11 4x6 = 2x3 it 3 23 4 5 6 7 24 5x8 MT18HS= 10 15 .. '- 12 3x6 II 4x6 = 6x10 = 6x10 = 4x6 = 3x6 1l 4x5 — 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. Vert(LL) in (loc) 0.16 16 I/defl >999 Ud 360 TCLL 20.0 Plate Grip DOL Lumber DOL 1.25 1.25 TC 0.79 BC 0.57 Vert(TL) -0.27 14-16 >912 240 TCDL BCLL 7.0 0.0 ' Rep Stress Incr NO WB 0.98 i Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) 1 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' 4-14,7-13: 2X6 SP No.2 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 153 lb ^FT = 096 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD Rigid ceiling directly applied ors-8-1 oc bracing. WEBS 1 Row at midpt 8-13, 6-13 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 (lb) or less except when shown. TOP CHORD 2-3=-3514/1878, 3-23=-206211226, 4-23=-2062/1226, 4-5=-2062/1226, 5-6=-2062/1226, 6-7=-126512545, 7-24=1265/2545, 8-24=1265/2545, B-9= 692/331 BOT CHORD 2-16— 1655/3336, 15-16=1676/3398, 14-15=-1676/3398, 12-13=-246/658, 11 -1 2=-246/658, 9-11= 226/595 WEBS 3-16=-402/1155, 3-14=-1431/700, 4-14=-847/699, 7-13=-886/720, B-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=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.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 Ib uplift at joint 2, 2549 to uplift at joint 13 and 369 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0.0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase--1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-8_ 131(F=-77), 8-10=-54, 16-17=-20, 11-16= 49(F=-29), 11-20— 20 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEKREFERANCE PAGE NII.7473 rev. 10103/2015 BEFORE USE' A Design valid for use only wllh MIT08 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 vedfy the applicabillly of design parameters and properly Incorporate this design Into the overall MOW design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brcx:ing is always required for stabilily and 10 prevent collapse with posstbte personal Injury and property damage. For general guidance regarding the e East Blvd.fatxlcaflon, storage, delivery, erection and bracing of trusses and tRISS systems, seeANSI/rPll Quality Criteria, DSB-89 and SCSI Building Component Tampa, 6904 Parke East Safety Information available from Truss Plate Institute. 218 N. Lee S1reel. Suite 312. AJexandda, VA 22314.33610 Ja Truss Truss Type Qty II with porch =T96.0.61 M11323 GRB HIP 1 =JobReferencptional) - v ann � s— i a �m a t,Ai7ek Industries. Inc. Mon Oct 17 10:40:10 2016 Paqe 2 Chambers Truss, Fort Pierce, FL"" ------- I D:SrRaEyyrg04M78G4raW BLWyuFUJ-x5h_QxXowcP45E5KjJTnUMMIeNQUjfcMxJyAnLySYQP LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. This design is based only upon parameters shown, and Is for an Individual building component, not . t Design valid for use only with Milek0 connectors. a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate ihls design Into the overall Individual truss web and/ot chord members only. Additional temporary and permanent bracing MiT building design. Bracing Indicated Is to prevent buckling of Is always requlred for stability and to prevent collapse with possible personal Injury and properly damage. For general guridonce regarding the fabrication. delivery, erection and bracing of trusses and truss systems. seeANSI/1Pt I Quality Criteria, DSB-89 and BCS1 BuIlding Component 6004 Parke East Blvd. FL 33610 storage. Safety Information available from buss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, Ups =J2=MOIN40Ply-62 Grand Carlton 111 with porch �Qty T9660962 M11323 6 1 Job Reference optional) Chambers Truss, Fon Pierce, FL � 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:10 2016 Page 1 ID:xl?zSIzTbJCDIIrGPHiQukyuFUI-x5h QxxowcP45E5KjJTnUMM21NYIjuxMxJyAnLySYQ; 1-0-0 --- 1 2-0.0 3x4 = LOADING (psf) SPACING- 2-0-0 CSi. , DEFL. in (loc) 1/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Verl(LL) -0.00 7 >999 360 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(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) 1 LUMBER - TOP CHORD 2x4 SP No-3 SOT CHORD 2x4 SP N0.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Horz 2=67(LC 8) Max Upllft3=-30(LC 8), 2=-131(LC 8), 4=-3(LC 5) Max Grav3=37(LC 13), 2=143(LC 1), 4=29(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. a WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE � Design valld 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 appllcablilly of design parameters and property Incorporate this design into the overall MOW design. Bracing indicated is 10 prevent buckling of Individual truss web and/or chord members only. Addllonal lemporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Infury and properly damage. For general guidance regarding the 6004 Pnrl:e Fart BF�d. fabric, storage. delivery. erection and bracing of Misses and trusssystems. see.APlSI/iPn 4ua11h(Cdteda, OSB-S4 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Insftlute. 21811. Lee Street. Suite 312, Alexandria, VA 22,314. b Truss Truss Type Qty Ply 62' Grand Carlton III vAh porch T9680963 M11323 J4 MONO TRUSS 8 1 Job Reference o tional 0O'102016 P 1 ' Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MrTek Industries, Inc. Mon Oct 17 1 4 . age I D:PDYLfd_5MdK4MSQTz?ZfRxyuFU H-x5h_QxXowcP45E5KjJTnUMMOdN W ejuxMxJyAnLySYQp 1-0-0 ' 4-M 3x4 = LOADING (pst) SPACING- 2-0-0 CS1. I DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0• Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz 2=104(LC 8) Max Upiift3=-75(LC 8), 2=-171(LC 8), 4=-2(LC 8) Max Grav3=79(LC 1), 2=229(LC 1), 4=60(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.2 PLATES GRIP MT20 2441190 Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=141t;.13=52fh L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 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. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with Mllekb connectors. Thts design Is based only upon parameters showrL and is for an individual building component not a truss system. Before use, the building designer roust verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and 10 prevent catiapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems. seeANSVTPI l Quality Criteria, DER-89 and RCSI Building Component 6004 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 Qly P y 62' Grand Carlton [it with porch T9680964 M11323 J6 MONO TRUSS 8 1 Job R !erenco —e�optionap �AfTeL In.lucvine rn,. nn.,� nor n �naau Bois Paae 1 Chambers Truss. Fort Pierce. FL 1-0-0 3x4 = ID:tP6jtz_j7xSx_c fXi4uz9yuFUG-PHEMdHYQgvXxjOgXH1_10av6FnozSLAWAzhkJnySYQo LOADING (psf) SPACING- 2-0-0 CSt. DEFL in (loc) '4-7 Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 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. Scale=1:14.8 PLATES GRIP MT20 2441190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=521t L=341t; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MIN FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 218 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. laID312015 BEFORE USE � Design valid for use only with Milek0i 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 bullding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporaiy and permanent bracing MmTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For genral guidance regarding thee Parke East Blvd. fabrication. storage. delivery. erection and bracing of tn!sses and truss systems. seeARSI/TPII Quality Criteria, DSB-8.eand BCSI Building Component Tampa. Park 33610 Safety Information available from Truss plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M11323 MONO TRUSS T9680065 3x4 = LOADING (psf) SPACING- 2-0-0 CST. TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 7.0 Lumber DOL 1.25 BC 0.78 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=164/Mechanical, 2=411/0-8-0, 4=68/Mechanical Max Horz2=180(LC 8) Max Uplift3=-160(LC 8), 2=-265(LC 8) Max Grav3=164(LC 1), 2=411(LC 1), 4=118(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7.640 S Apr 7 U eUl b MI I OK IUUU511lub, 11— 1-11 1 ID:tP6jtz_j7xSx_c_fXi4uzgyuFUG-PH EMdHYQgvXxjOgXH 1 _i B-0-0 B-0-0 Scale = 1:17.7 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.10 4-7 >972 360 MT20 244/190 Vert(TL) -0.27 4-7 >350 240 Horz(TL) 0.01 2 rda n/a Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc pudlns BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=341t eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll•7473 rev.10R1372015 BEFORE USE.� Design valid for use only with MITekS 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 doslan Into the overall iVliTek� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Bivd. fabrication, storage. delivery. erection and bracing of trusses and truss systems. seeANSI/TPi t Quality Criteria, DSB-S9 and tics! Building Component Tampa, FL 33610 Safety Information available (turn Truss Plate institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. M11323 1KJ8 1-5.0 MONO TRUSS T9680966 nc. Mon Oct 17 10:40:11 2016 Page 1 )gXH 1_10avAingZSFRW AzhkJnySY( 11-3-0 3-11-12 Scale = 1:20.8 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 TCDL 7.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 " Rep Stress Incr NO WB 0.43 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=482/0-11-5, 6=556/Mechanical Max Horz2=244(LC 8) Max Uplift4=-207(LC 8), 2=-312(LC 8), 6= 277(LC 8) Max Grav4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1090/498 BOT CHORD 2-7=-662/1072, 6-7— 662/1072 WEBS 3-7=0/309, 3-6=-1177/727 ' DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.05 7-10 >999 360 MT20 2441190 Vert(fL) -0.11 7-10 >999 240 Horz(TL) 0.02 6 n/a n/a Weight: 44 lb FT = 09'0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; 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) na 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 4, 312 lb uplift at joint 2 and 277 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2— 54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B— 49), 8=O(F=10, B=10)-to-5— 56(F= 18, B= 18) A WARNING - Verrfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE � Design valid for use only with MI1ek6 connectots. This design Is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall pp building design. Bracing Indicated Is to prevent buckling of Individual truss web aril/or chord members only. Additional temporary and permanent tracing MOW Is always required for stability and 10 prevent collapse wflh possible personal injury and properly damage. For General guidance regarding the 6904 Perks Ert Blvd. fabrication. storage. delivery, erection and bracing of inses and trips systems. see.AN_I/TPII E1:alrly Criteria, D_B-89 and SCSI Building Camponent Tampa, FL 33610 Safety Information available from Truss Plate institute. 218 It. Lee Streel, Suite 312. Alexandria VA 22314. Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' - -1- For 4 x 2 orientation, locate plates 0-'nb" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION M�N Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS. N JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer, For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a nonstructural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words' and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.