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HomeMy WebLinkAboutTrussMiTek RE: J34813 -Kaufman Add Site Information: Customer Info: Rubin Custom Homes Lot/Block: Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek USA, Inc. 6904 Parke East Blvd. Project Name: Kaufman Add Model: Tampa, FL 336104115 Subdivision: Address: 1491 Northwest Wild Olive Ct City: Palm City 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/TPI2007 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 LAII Heighll Wind Speed: 160 mph Roof Load: 55.0 psf Floor Load: N/A psf conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Enginee This package includes 33 individual, 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 rs Rules. No. JSeaI# I Truss Name I Date I No. I Seal# JTruss Name Date 1 IT12408982 IA01 11/l/17 118 1 T12408999 VI 11/1/17 12 IT12408983IA02 Ill/l/17 119 IT12409000IV14-' 111/1/17_1 13 IT12408984IA03 I11/l/17.120 IT12409001 1V16' I11/l/17 I 14 I T12408985 I A04 111/1/17 121 I T12409002 I ZCJ1 111/1/17 I 15 IT12408986 I A05 111/1/17 122 IT12409003IZCJ1A 111/1/17 1 16 IT12408987IA06G 111/1/17 123 IT12409004IZCJ1B 111/1/17 I 17 I T12408988 I B01 111/1/17 124 I T12409005 I ZCJ3 111 /1 /17 1 18 IT12408989IB02G 111/1/17 125 1T12409006IZCJ3A 111/1/17 I 19 IT12408990IC01G Ill/l/17 126 IT12409007IZCJ3B I11/1/17 I 110 I T12408991 I MG01 Ill/l /17 127 I T12409008 I ZCJ5 11 /1 /17 I I'll I T12408992 I MV4 I l l/l/17 128 I T12409009 I ZEJ3 111/1/17 I 112 I T12408993 I MV6 111/1/17 129 I T12409010 I ZEJ5 111/l /17 I 113 I T12408994 I MV8 111/1/17 130 I T12409011 I ZEJ7 111/1/17 1 114 IT12408995IMV8A 11111117 131 1T12409012IZHJ3 Ill/l/17 I 115 I T12408996 I V4 111/1/17 132 I T12409013 I ZHJ5 111/1/17 1 116 I T12408997 I V8 111/1/17 133 I T12409014 I ZHJ7 111/1/17 1 117 IT12408998 I V10 111/1/17 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. 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. 111 '.��'�C' of . •� � . •7_r 0 36 v- 33 i�I-Is;ONA1 1S ",%o� Fide CORM November 1,2017 Finn, Walter 1 of 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. 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. 111 '.��'�C' of . •� � . •7_r 0 36 v- 33 i�I-Is;ONA1 1S ",%o� Fide CORM November 1,2017 Finn, Walter 1 of 1 Job ' Truss Truss Type Qty Ply Kaufman Add T12408982 J34813 A01 COMMON - 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:00 2017 Page 1 I D A?6h5FfdaThCnfL5CvjXU3yOGZu-5h24KktdlfEgZXHifRI WzWcUnkgJxCn4Ri IprsyNZML 3-0-12 5-9 8 11-4-4 16-11-0 22-9-15 26 8-13 34-10 8 36-11-4 , r 3-0-12 5-9-8 5-0-12 5.6-12 5-10-15 5-10-15 6-1-11 2-0-12 Scale: 3/16"=1' 4x4 = 5.75 12 TRUSS DESIGNED FOR MWFRS ONLY, PER BUILDING 5 1 nFSIC.NFR RFOI IF.RT TYPICAI IN THIG -InR ' Ia 16 - -_ 14 - -- - - 5x5 = / 3x4 = 3x8 _ 4x4 = 3x4 = 5x6 II -01 12 6-10-0 16-11-0 26-M 34-10 8 34-11-4 0-0-12 8-10-0 8-1-0 9-1.8 - 8-10-0 0-0-12 Plate Offsets (X,Y)— r4:0-2-8.0-3-01. 110:Edge,0-0-01, 116:0-2-4.0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.87 Vert(LL) -0.31 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.97 Vert(TL) -0.72 12-14 >578 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -AS Weight: 203 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-14, 6-14, 3-16 WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 2-16: 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer SLIDER Right 2x4 SP No.3 2-6-0 Installation guide. REACTIONS. (lb/size) 16=2216/0-8-0, 10=2088/0-8-0 Max Horz 16=-427(LC 6) Max Uplift 16=646(1_C 8), 10=-555(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=262/103, 3-4=-2664/657, 4-5=-2142/637, 5-6=-2153/636, 6-8=-2978/730, 8-10=-3239/737, 2-16=-604/284 BOT CHORD 15-16=-324/2498, 14-15=-247/2360, 12-14=-302/2416, 10-12=-459/2826 WEBS 4-15=-6/281, 4-14=-731/263, 5-14=-337/1271, 6-14=-945/331, 6-12=-46/535, 8-12=-348/210, 3-16=-2765/741 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 646 lb uplift at joint 16 and 555 lb uplift at joint 10. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. i WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7479 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. 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 . ANSUTPN Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information availabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Kaufman Add T12408983 J34813 A02 HIP i 1 Job Reference o do al East Coast Truss, Ft. Pierce, FL 34946 Run: 8.130 s Oct 7 2017 Print: 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Nov 1 14:03:31 21.11 / I I rl•A9Rh59frtaThr.nfl SCviX113vrIr:7u_71/n9nun rRk7flxuXKVI OI Ihfrh5i9Ruvv9E1R13WdfX N1 4-0-8 5.75 12 4x8 = 4x8 M18SHS = 3x6 II 5x5 = 3x4 = 4x4 = 1x4 II 5x5 II 3x8 = Scale = 1:66.1 1� d -0-0 12 71-12 14-10.12 18-11 4 26-9-8 34-10 8 "1-4 0-0-12 7-0-12 7-4-0 4-0.8 7-10-4 8-1-0 0-0-12 Plate Offsets (X Y)— r5:0-5-8.0-2-41 F6:0-5-0.0-2-01. 17:0-3-O.Edgel rl6:0-2-8,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.95 Vert(LL) -0.19 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(TL) -0.53 12-14 >781 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -AS Weight: 207 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5,5-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 3-15, 5-14, 8-14 WEBS 2x4 SP No.3 *Except* MTek recommends that Stabilizers and required cross bracing 2-17: 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer SLIDER Right 2x4 SP No.3 2-6-0 Installation guide. REACTIONS. (Ib/size) 17=2216/0-8-0 (min. 0-2-10), 10=2088/0-8-0 (min. 0-2-7) Max Horz 17=389(LC 6) Max Uplift 17=646(LC 8), 10=-555(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2865/624, 34=2355/608, 4-5=2201/636, 5-6=-2039/648, 6-7=-2249/642, 7-8=2413/614, 8-9=3221/724, 9-10=-755/0, 2-17=2138/683 BOT CHORD 16-17=-173/460, 15-16=324/2453, 14-15=-136/1989, 13-14=-427/2804, 12-13=-427/2804, 10-12=-427/2804 WEBS 3-15=-639/220, 5-15=-54/430, 5-14=168/342, 6-14=-58/466, 8-14=-951/318, 8-12=0/304, 2-16=-542/2399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0,psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 646 lb uplift at joint 17 and 555 lb uplift at joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard ®WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010212015 BEFORE USE. ' Design valid for use only with Mrrek® 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 MiTek" is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 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. Alexandda, VA 22314. Tampa, FL 36610 /Job I Truss Truss Type Qty Ply Kaufman Add T12408984 J34813 A03 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:02 2017 Page 1 I D:A?6h5FfdaThCnfL5CvjXU3yOGZu-249glQvtHGUYorR4mso_2boXYVKP4q NuOnwvkyNZMJ I-0-12 6 6-12 12-10.12 16-11-0 20-11-0 _27-9-8 _ _ _ _ _ _ _ 34-10 8 , 36-11� 3-0-12 6.6-12 6-4-0 4-0 4 4-0 4 6-10-4 7-1-0 2-0-12 I 5.75 12 4x4 = 3x4 = 5x5 = 6 7 17 16 15 "' 13 12 3x6 II 5x5 = 3x8 = 4x4 = 1x4 II 5x6 II 3x8 = Scale = 1:66.6 -0- - 0- 0- -4 - -8 3 - 4- 1-4 0- -12 r6-0-12 6-0-0 8-0 8 6-10 4 7-1-0 0- -12 Plate Offsets (X.Y)— f7:0-3-0,0-2-81 f10:Edae.O-O.OI f16:0-2-8.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.98 Vert(LL) -0.23 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -0.52 13-15 >805 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code FBC2014ffP12007 Matrix -AS Weight: 208 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 `Except' be Installed during truss erection, in accordance with Stabilizer 2-17: 2x6 SP No.2 Installation guide. SLIDER Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 17=2216/0-8-0, 10=2088/0-8-0 Max Horz 17=351(LC 6) Max Uplift 17=646(LC 8), 10=555(1_13 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2806/605, 3-5=2503/644, 5-6=2149/638, 6-7=-2245/663, 7-B=-2613/666, 8-10=-3234/722, 2-17=-2142/679 BOT CHORD 16-17=-152/364, 15-16=-321/2463, 13-15=-231/2278, 12-13=-438/2822, 10-12=-438/2822 WEBS 3-16=-273/171, 3-15=-384/157, 5-15=-73/581, 6-15=-445/101, 6-13=-293/145, 7-13=-64/568, 8-13=-715/255, 2-16=577/2459 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=35ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent wkh 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 646 lb uplift at joint 17 and 555 lb uplift at joint 10. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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 ANSVTP11 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 Kaufman Add T12408985 J34813 A04 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 0.130 s Sep 15 ZU17 Mt I eK Industries,. Inc. Wed! Nov 1 12:42:U3 ZU77 Page 1 I D:A?6h5FfdaThCnfL5CvjXU3yOGZu-WGjCzmw\/2acPQ?OHKaJDb8EO6yth8X?X7gWfSByNZMI 3-0-12 5 6-12 10-10-12 16-11-0 22-11 4 28-9-8 34-10 8 36-11� , 3-0-12 5 6 12 5 4-0 6-0.4 6-0-4 5-10-0 6-1-0 2-0-12 I Scale = 1:65.6 4x8 = 1x4 II 5x8 = 4 22 5 23 6 0 0 17 16 15 14 — — 12 11 3x6 II 5x5 = 3x4 = 3x8 = 3x4 = 3x4 = 1x4 II 5x6 II -0-Or12 5-0-12 10-10-12 16-11-0 22-11-4 28-9-8 34-10-8 34-k -4 0-0-1E 5-0-12 5-4-0 6-0.4 6-0-4 5-10-4 6-1-0 0-0-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d .. , TCLL 30.0 Plate Grip DOL 1.33 TC 0.80 Vert(LL) -0.18 11-12 >999 240 TCDL 15.0 Lumber DOL 1.33 BC 0.86 Vert(TL) -0.42 11-12 >979 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.15 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 `Except' 1-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except' 13-17: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-17: 2x6 SP No.2 SLIDER Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 17=2216/0-8-0, 9=2088/0-8-0 Max Harz 17=313(LC 6) Max Uplift 17=646(LC 8), 9=-555(LC 8) PLATES GRIP MT20 244/190 Weight: 208 lb FT = 0% BRACING - TOP CHORD' Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. F ns recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer allation vide. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2711/571, 3-4=-2618/652, 4-5=2686/732, 5-6=-2686/732, 6-7=-279B/692, 7-9=3231/712, 2-17=-2149/672 BOT CHORD 16-17=-165/284, 15-16=-305/2397, 14-15=-240/2274, 12-14=-283/2434, 11-12=-442/2824, 9-11=-442/2824 WEBS 3-16=-370/181, 4-15=0/276, 4-14=-138/732, 5-14=-591/227, 6-14=-76/548, 6-12=-24/450, 7-12=508/183, 2-16=588/2473 NOTES- 1) Unbalanced roof live loads have been considered for this design. „ 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 646 lb uplift at joint 17 and 555 lb uplift at joint 9. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design paamefers and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7473 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 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 ANSUTPII Quality Criteria, DSB-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 b Truss Truss Type City Ply Kaufman Add , I T12408986 J34813 A05 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Nov 1 12:42:04 2017 Page 1 ID:A?6h5FfdaThCnfL5CAXU3yOGZu-_THaA6x8pukG19bTuHgSBMn83MDpt hgLKG1_dyNZMH -0-0-12 4�-12 8-10-12 14-2-14 19-7-1 24-11-4 29-9-8 34-10-8 36-11-4 3-0-12 4-6-12 4-4-0 5-4-3 5-4-3 5� 3 4-10� 5-1-0 2-0-12 Scale = 1:65.6 4x4 = _ 3x4 = 3x4 = 4x8 4 21 5 6 22 7 16 15 .. ._ 12 6x8 M18SHS = 3x8 — 3x4 = 4x4 = 3x8 — Sx6 I I -0 Od2 8-10-12 16-11-0 24-11-4 34-10 8 34-11 4 0-0-12 8-10-12 8-0-0 6-0-0 9-11-4 0-0-12 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.97 BC 0.87 WB 0.86 Matrix -AS' LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 10-13: 2x4 SP No.1 WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 16=221310-8-0, 10=2093/0-8-0 Max Horz 16=273(LC 6) Max Uplift 16=641(LC 8), 10=557(LC 8) DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.23 12-14 >999 240 MT20 244/190 Vert(TL) -0.54 12-14 >771 180 M18SHS 244/190 Horz(TL) 0.19 10 n/a n/a Weight: 196 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-15. 3-16 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 34=2732/637, 4-5=2411/621, 5-6=3134/784, 6-7=-2635/679, 7-8=-2962/692, 8-10=-3235/751, 2-16=-542/274 BOT CHORD 15-16=-311/2228, 14-15=-452/3058, 12-14=-470/3129, 10-12=-478/2824 WEBS 3-15=-33/330, 4-15=91/705, 5-1 5=-1 006/248, 6-12=-829/191, 7-12=-93/755, 8-12=-303/165, 3-16=-2755/726 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 641 lb uplift at joint 16 and 557 lb uplift at joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify deslgn 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 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 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 oftrusses and truss systems, see ANSVTPII 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 Job Truss Truss Type Qty Ply Kaufman Add T12408987 J34813 A06G HIP GIRDER 1 n L Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 B.130 s Sep 15 ZU17 MtteK Industries, Inc. Wed Nov 1 12:4Z:U6 2U17 Page 1 ID:A?6h5FfdaThCnfL5CvjXU3yOGZu-wrPLbnyOLV?zHSks?iswDnsZ_9MWwzpel72 WyNZMF -0-0-12 3-0-12 6-10-12 11-11-12 16-11-0 22-1� 26-11 4 30-9 8 34-10 8 36-11� , 3-0-12 3E-12 3�-0 5-1-0 4-11-4 5-2-8 4-9-12 3-10� 4-1-0 2-0-12 4x8 = 5.75 F12 4 Q 3X Scale = 1:65.6 2x4 11 1x4 II 3x8 = 3x4 = 4x8 = 27 28 5 29 30 6 31 32 7 8 9 3x4 i 3 �i 3x4 11 >fo 2 21 20 33 34 19 35 36 18 37 , 17 38 18 15 14 � 3x6 II 3x8 = 3x4 = 3x8 = 1x4 II 5x6 WB = 3x10 = 3x4 = 1x4 11 46 II -0-412 3-0-12 6-10-12 11-11-12 16-11-0 22-1.8 26-11-4 30-9-8 34-10-8 34-M1-4 I%T12 3.6-12 3-0-0 5-1-0 4-11-4 5-2-8 4-9-12 3-10-0 4-1-0 0-0-12 Plate Offsets (X.Y)— 14:0-5-4.0-2-01, r9:0-5-4,0-2-01, r12:Edge,0-0-01, 121:0-3-8,0-1-81 4 12 13 ro LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.69 BC 0.98 WB 0.75 Matrix -MS DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) Udefl Ud -0.27 16-18 >999 240 -0.63 16-18 >656 180 0.17 12 n/a n/a PLATES GRIP MT20 244/190`, Weight: 427 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins, BOT CHORD 2x4 SP No.2 `Except` _ except end verticals. 12-17: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 7-16,2-22: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 22=3642/0-8-0, 12=3466/0-8-0 Max Horz 22=236(LC 23) Max Uplift 22=-1171(LC 8), 12=1001(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4347/1199, 3-4=-5204/1543, 4-5=-6965/2067, 5-6=-6965/2067, 6-7=-7805/2233, 7-9=7805/2233, 9-10=-5972/1654, 10=12=-5736/1511, 2-22=-3567/1180 BOT CHORD 21-22=-276/421, 20-21=-895/3829, 19-20=-1130/4645, 18-19=-2043/8012, 16-18=-2043/8012, 15-16=-1239/5356, 14-15=-1165/5019, 12-14=1165/5019 WEBS 3-21=-1204/405, 3-20=-341/1092, 4-20=-348/202, 4-19=-837/3055, 5-19=852/428, 6-19=-1409/353, 6-18=01412, 6-16=475/209, 7-16=-643/299, 9-16=-932/3343, 10-15=-296/568, 10-14=-261/147, 2-21=-1232/4169 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2'rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) The solid section of the plate is required to be placed over the splice line at joint(s)17. 7) Plate(s) at joint(s) 4, 8, 9, 22, 3, 21, 20, 19, 5, 6, 18, 7, 16, 15, 10, 14, 2, 12 and 12 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) at joint(s) 17 checked for a plus or minus 3 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — 10) ' 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1171 lb uplift at joint 22 and 1001 lb ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 truss web and/or chord members only. Additional temporary and permanent bracing ivi 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 ANSIITPII 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, Alexantlda, VA 22314. Tampa, FL 36610 Uob 0 Truss Truss Type City Ply Kaufman Add T12408987 J34813 A06G HIP GIRDER 1 n L Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:06 2017 Page 2 I D:A?6h5FfdaThCnfL5CvjXU3yO GZu-wrP LbnyO LV?zHSks?iswDnsZ_9tVLwwzp el72WyNZM F NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 187 lb down and 168 lb up at 6-11-8, 187 lb down and 159 lb up at 9-0-4, 187 lb down and 159,lb up at 11-0-4, 187 lb down and 159 lb up at 13-0-4, 187 lb down and 159 lb up at 15-0-4, 187 lb down and 159 lb up at 17-0-4, and 187 lb down and 159 lb up at 19-0-4, and 187 lb down and 159 lb up at 21-0-4 on top chord, and 315 lb down and 85 lb up at 7-0-0, 75 lb down at 9-0-4, 75 lb down at 11-0-4, 75 lb down at 13-0-4, 75 lb down at 15-0-4, 75 lb down at 17-0-4, 75 lb down at 19-0-4, and 75 lb down at 21-0-4, and 1231 lb down and 344 lb up at 22-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=90, 2-4=-90, 4-9=-90, 9-13=-90, 22-23=20 Concentrated Loads (Ib) Vert: 4=-144(B) 20=-154(B) 6=144(B) 18=38(B) 16=1231(B) 27=144(B) 28=-144(B) 29=144(B) 30=-144(B) 31=-144(B) 32=144(B) 33=-38(B) 34=38(B) 35=38(B) 36=-38(B) 37=-38(B) 38=38(B) AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM 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 M iTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Cdteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 b" Truss Truss Type Qty Ply Kaufman AddT12408988 34813 �Jo B01 COMMON 2 1 Job Reference o GOnal East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:07 2017 Page 1 I D:A?6h5 FfdaThCnfL5CvjXU 3yO GZu-02zjo7zO6p7qucJ2ZPN91_PngZMg4XG621 UhbyyNZM E 6-4-2 12-7-8 14-8-4 6-4-2 6-3-6 2-0-12 4x4 = 4x4 11 Ix4 11 3x6 11 8 12:6-4-2 6-3-6 0-0- 2 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014RPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-6-0, Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 1=678/Mechanical, 5=902/0-8-0 Max Harz 1=-139(LC 6) Max Uplift 1=-141(LC 8), 5=305(LC 8) CSI. DEFL. in (loc) Vdefl Ud TC 0.49 Vert(LL) -0.06 7-10 >999 240 BC 0.41 Vert(TL) -0.13 7-10 >999 180 WB 0.10 Horz(TL) 0.03 1 n/a n/a Matrix -AS FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=781/204, 3-5=-781/212 BOT CHORD 1-7=0/704, 5-7=0/704 WEBS 3-7=0/264 Scale = 1:25.9 PLATES GRIP MT20 244/190 Weight: 55 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 20.0psf 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 1 and 305 lb uplift at joint 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 ■■■��.�YY building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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 ANS1ITP11 Quality Criteria, DSB89 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 Job ' Truss Truss Type City Pry Kaufman Add T12408989 J34813 B02G HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:08 2017 Page 1 I D:A?6h 5FfdaThCnfL5C,4XU3yO GZu-sEX50T_et6Fh WmuE77vOICyyozhvp_oGGyEE7OyNZM D 5-0-0 7-8-4 12-7-8 , 144" , 5-0-0 2-8-4 4-11-4 2-0-12 3x4 11 4x8 = 18 19 4x4 = 3x6 11 -0 -8 -8 124 5-0-0 2-8-4 4-11-4 0- -12 Scale = 1:24.9 N d A I� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.48 Vert(LL) 0.03 9-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.41 Vert(TL) -0.06 9-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -MS Weight: 63 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.3 2-6-0, Right 2x4 SP No.3 2-6-0 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=840/Mechanical, 6=106510-8-0 Max Horz 1=-117(LC 6) Max Uplift 1=-190(LC 8), 6=-354(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-11701316, 3-4=1017/292, 4-6=1123/293 BOT CHORD 1-9=110/1062, 8-9=108/1071, 6-8=109/1010 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; 8=45ft; L=2411t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 Ib uplift at joint 1 and 354 lb uplift at joint 6. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 139 lb down and 123 Ill up at 5-0-0, and 145 lb down and 115 lb up at 6-4-2, and 139 lb down and 123 lb up at 7-8-4 on top chord, and 65 lb down at 5-0-0, and 42 lb down at 6-4-2, and 65 lb down at 7-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility oflothers. 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=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-3=-90, 34=-90, 4-7=90, 10-14=-20 Concentrated Loads (lb) Vert: 3=73(B) 4=73(1]1) 9=-42(B) 8=-42(1]1) 18=-73(B) 20=-21(B) ®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 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 iviiTek° 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 ANSVTPI1 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 Job ' Truss Truss Type Qty Ply Kaufman Add T12408990 J34813 C01G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:09 2017 Page 1 ID:A?6h5FfdaThCnfL5CvjXU3yOGZu-KQ4TDp_GeQNYBwTQhgQdrP U9eN5EYPM P VczofryNZMC 2-11-4 1-M 2-11-4 4x8 = 2 3x8 4x4 = 5 3x8 II a s I- 2 2-11-4 1-8-0 2-11-4 0.- 2 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL —T.33 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 1-8,4-5: 2x6 SP No.2 REACTIONS. (lb/size) 8=161/0-8-0, 5=161/0-8-0 Max Horz 8=106(LC 7) Max Uplift 8=-473(LC 25). 5=473(LC 24) Max Grav 8=727(LC 30), 5=727(LC 31) CSI. DEFL. in (loc) Vdefl L/d TC 0.34 Vert(LL) -0.02 7 >999 240 BC 0.15 Vert(TL) 0.02 7 >999 180 WB 0.25 Horz(TL) 0.00 5 n/a n/a Matrix -MP FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD , 1-2=888/731, 2-3=-813/681, 3-4=-894/744, 1-8=681/476, 4-5=-686/485 BOT CHORD 6-7=669/846 WEBS 2-7=-458/274, 3-6=-504/289, 1-7=-673/846, 4-6=685/851 Scale = 1:18.3 PLATES GRIP MT20 244/190 Weight: 49 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Mi ink recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide• mechanical connection (by others) of truss to bearing plate capable of withstanding 473 lb uplift at joint 8 and 473 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 46 lb up at 3-0-0, and 110 lb down and 46 lb up at 4-8-0 on top chord, and 494 lb down and 732 lb up at 3-0-0, and 494 lb down and 732 lb up at 4-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=90, 2-3=-90, 3-4=-90, 5-8=20 Concentrated Loads (lb) Vert: 7=228(B) 6=228(B) ®WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 Sol' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek° is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty, Ply Kaufman Add T12408991 J34813 MG01 Manopitch Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:09 2017 Page 1 I D:A?6h5FfdaThCnfL5CvjXU3yOGZu-KQ4TDp_GeQNY8wTQhgQdrP U9MN?xYLQPVczofryNZMC 3.6-0 7-0-0 3-6-0 3-6-0 2x4 II 3 6 74 _ 4x4 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.36 TCDL 15.0 Lumber DOL 1.33 BC 0.55 BCLL 0.0 Rep Stress Incr NO WB 0.51 BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.? BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 1-6: 2x6 SP No.2 REACTIONS. (lb/size) 6=1637/0-8-0, 4=1229/Mechanical Max Horz 6=274(LC 5) Max Uplift 6=-374(LC 8), 4=-320(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1378/331, 1-6=1023/245 BOT CHORD 5-6=267/134, 4-5=-362/1209 WEBS 2-5=254/1104, 24=1498/414, 1-5=240/1253 DEFL. in (loc) Vdefl Ud Vert(LL) -0.02 5-6 >999 240 Vert(TL) -0.04 5-6 >999 180 Horz(TL) 0.01 4 n/a n/a Scale=1:27.5 PLATES GRIP MT20 244/190 Weight: 48 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 374 lb uplift at joint 6 and 320 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 822 lb down and 208 lb up at 1-0-12, and 658 lb down and 161 lb up at 3-0-12, and 658 lb down and 161 lb up at 5-0-12 on bottom 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=90, 4-6=-20 Concentrated Loads (lb) Vert: 7=-822(B) 8=-658(B) 9=658(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11111-7473 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 r building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" 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, 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 Kaufman Add T72408992 J34813 MV4 Valley . 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 ts.13u s z)ep 10 zu7 / ml I ex mausmes, Inc. vvea Nov -I 1 4:4c.-I a [a -I I rage I ID:A?6h5FfdaThCnfL5CvjXU3yOGZu-pcesR9?uPkVP142dEYxsNd1 KhmRGHvZZkGjLBHyNZMB 3-7-15 r 3-7-15 1 2x4 11 Scale=1:11.6 3 2x4 II 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.33 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(TL) n/a. n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P Weight: 12 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=158/3-7-15, 2=158/3-7-15 Max Horz 3=-75(LC 8) Max Uplift 3=53(1_C 8). 2=17(LC 8) Max Grav 3=159(LC 14), 2=158(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-7-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 3 and 17 lb uplift at joint 2. ,&WARNING - Ver!/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® 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 Welk' 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, 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 Qty Ply Kaufman Add T12408993 J34813 MV6 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Nov 1 12,42:11 2017 Page 1 I D:A?6h5FfdaThCnfL5CvjXU3yOGZu-HpCEeVOXAt dGNDdpoFS5wgaUOAngOMziywSukjyNZMA 5-7-15 5-7-15 2x4 II 1 5 4 2x4 II 1x4 II 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.33 TCDL 15.0 Lumber DOL 1.33 BC 0.15 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 BCDL 10.0 Code FBC20141TP12007 Matrix-P DEFL. in (loc) Vdefl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 3 n/a ' n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=8/5-7-15, 3=150/5-7-15, 4=378/5-7-15 Max Horz 5=-127(LC 8) Max Uplift 5=-3(LC 8), 4=126(LC 8) Max Grav 5=8(LC 14), 3=150(LC 1), 4=381(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=312/167 Scale=1:18.5 Weight: 22 lb FT = O% Structural wood sheathing directly applied or 5-7-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 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 20.0psf 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 5 and 126 lb uplift at joint 4. ®WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. e R Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, notR a truss system. Before use, the building designer must verify the applicability of design parameters and propedy 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 MiTek" Is ahvays 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 ANSITPII 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, Alexandra, VA 22314. Tampa, FL 36610 Cob Truss Truss Type Qty Ply Kaufman Add T72408994 J34813 MV8 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.13U s Sep 1b ZU1 t MI I eK Inaustnes, Inc. VVea NOV 1 1Z:4Z:11 ZU1 I rage 1 ID:A?6h5FfdaThCnfL5CvjXU3yOGZu-HpCEeVOXA1 dGNDdpoFS5wgaTrAmsOLliywSukjyNZMA 7-7-15 7-7-15 Scale = 1:23.2 2x4 II 1 5 4 2x4 2x4 II 1x4 II I. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.43 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a ,BCDL 10.0 Code FBC2014lrP12007 Matrix-P Weight: 30 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=147/7-7-15, 3=136/7-7-15, 4=472/7-7-15 Max Horz 5=-179(LC 8) Max Uplift 5=-49(LC 8), 4=158(LC 8) Max Grav 5=149(LC 14). 3=136(LC 1), 4=476(LC 14) FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 24=390/210 Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 5 and 158 lb uplift at joint 4. ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 MiTek" is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSMI1 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 slob Truss Truss Type City Ply Kaufman Add T12406995 J34813 MV8A Valley 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:12 2017 Page 1 I D:A?6h5FfdaThCnfL5CvjXU3yOGZu-I?mcsrl 9xL17? NC? MzzKS26ZGa6dlpDrBa CSG9yNZM9 3-8-8 7-11-13 3-8-8 4-35 Scale=1:14.8 5.75 12 m 4x4 = 2x4 II 2 3 2x4 i 1x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)- Vdefl Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.70 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.33 BC 0.23 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=175/7-11-13, 4=217/7-11-13, 5=400/7-11-13 Max Horz 1=102(LC 5) Max Uplift 1=-45(LC 8), 4=70(LC 5), 5=85(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=311/140 4 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end vertirals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 1, 70 lb uplift at joint 4 and 85 lb uplift at joint 5. ®WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. k® Design valid for use only with MiTeconnectors. 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 propedy 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 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 ANSI1TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ' Truss Truss Type Qty Ply Kaufman Add T12408996 J34813 V4 Valley 1 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:17 2017 Page 1 I D:A?6h 5FfdaThCnfL5CvjXU3yOGZu-5zZVvY5HItNP584z9 WZV95ga?b gyQ3laLsvDxNyNZM4 2-0-0 4-M 2-M 2-0-0 3x4 = Scale =1:7.5 2 2x4 i 2x4 4-0-0 4-M Plate Offsets (X Y)— 12:0-2-O,Edcel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-P Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=149/4-0-0, 3=149/4-0-0 Max Horz 1=-24(LC 6) Max Uplift 1=-33(LC 8), 3=33(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 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 ITS I 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 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 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 366110 Job r Truss Truss Type Qty Ply Kaufman Add T12408997 J34813 V8 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.13u s Sep 1 b 2ul t MI I eK InaustneS, Inc. VVeO Ivov 1 1Z:4Z:1 a 2u1 f rage 1 I DA?6h5FfdaThCnfL5CvjXU3yOGZu-a97t6u5wWBVGjlf9iD4kiJMgA?Ap9WgkZVfmUpyNZM3 3-10-0 7.8-0 3-10-0 3-10-0 4x4 = 2 4 2x4 i 1x4 II 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.33 BC 0.18 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr . YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=182/7-8-0, 3=18217-8-0, 4=347/7-8-0 Max Horz 1=56(LC 7) Max Uplift 1=-57(LC 8), 3=57(LC 8), 4=43(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-266/92 Scale = 1:14.3 PLATES GRIP MT20 244/190 Weight: 24 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. , 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. ®WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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. 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 ANSIfTPl1 Quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 Job ' Truss Truss Type City Ply Kaufman Add T12408998 J34813 V10 Valley 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:12 2017 Page 1 1 D:A46h5FfdaThCnfL5CvjXU3yOGZu-I?mcsr1 gxL17?NC?MzzKS26eva7FIo_rBaCSG9yNZM9 7.8-8 9-11-13 7-8-8 2-3-5 Scale = 1:24.5 4x4 = 2x4 II 7 6 5 2x4 1x4 I 1x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014lrP12007 CSI. DEFL. in (loc) Vdefl L/d TC 0.41 Vert(LL) n/a n/a 999 BC 0.19 Vert(TL) n/a n/a 999 WB 0.07 Horz(TL) -0.00 5 n/a n/a Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-11-13. (lb) - Max Horz 1=233(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 5, 6 except 7=157(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=468(LC 13), 6=327(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-7=379/203, 3-6=-261/132 PLATES GRIP MT20 244/190 Weight: 41 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except (jt=lb) 7=157. ®WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 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 ANSIfTP11 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 •Job ' Truss Truss Type Qty Ply Kaufman Add T12408999 J34813 V12 GABLE 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 12-1-5 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:13 2017 Page 1 ID:A?6h5FfdaThCnfL5CvjXU3yOGZu-DBK 3Alnhft cXnCwgUZ?FfoJ_RSUFd?QEx?ocyNZM8 2x4 II 4 Scale=1:33.1 3x4 i 7 6 8 5 2x4 11 I tx4 II 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. ."in" (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.49 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.29 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight: 52 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-1-5. (lb)- Max Horz 1=371(LC 5) Max\Uplift All uplift 100 lb or less atjoint(s) 5 except 7=-148(LC 8), 6=-160(LC 8) Max Grav All reactions 250 lb or less at joints) 1 except 5=251(LC 13), 7=441(LC 1), 6=536(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=304/154 WEBS 2-7=355/194, 3-6=402/196 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 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, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb'uplift at joint(s) 5 except (jt=lb) 7=148, 6=160. ®WARNING- VerW design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 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 ANSIfTPII 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 Job ` Truss Truss Type City Ply Kaufman Add T12409000 J34813 V14 GABLE 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:14 2017 Page 1 I D:A?6h5FfdaThCnfL5CvjXU3yOGZu-hOuM H W2PSy?rEh MOTO?oYTCx4OmSDgkOfuhYL2yNZM7 14-15 r 14-1-5 Scale = 1:37.7 3x4 9 8 10 7 63x4 II 1x4 I I 1x4 11 1x4 I I LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014frP12007 CSI. TC 0.62 BC 0.27 WB 0.18 Matrix-S DEFL. in Vert(LL) n/a Vert(TL) n/a Horz(TL) -0.00 (loc) Vdefl Lid n/a 999 n/a 999 6 n/a n/a PLATES GRIP MT20 2441190 Weight: 67 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 14-1-5. (lb) - Max Horz 1=437(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 6 except 9=-150(LC 8), 8=-151(LC 8), 7=-125(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 9=447(LC 1), 8=505(LC 13), 7=454(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=364/186, 2-3=-285/158 WEBS 2-9=362/190, 3-8=-375/208, 4-7=-319/137 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 9=150, 8=151, 7=125. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010212015 BEFORE USE. q! Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �y a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall �-/r�.YY` 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 ' fabricat on, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component information 6904 Parke East Blvd. Safety available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job > Truss Truss Type Qty Ply Kaufman Add T12409001 J34813 V16 GABLE 2 1 Job Reference (optional) - East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:14 2017 Page 1 I D:A?6h5FfdaThCnfL5CvjXU3yOGZu-h OuMH W2 PSy?rEhMOTO7oYTCtoOnKDfy8fuhYL2yNZM7 16-1-5 16-1-5 Scale=1:42.9 3x4 g 8 10 7 6 1x4 II 1x4 11 1x4 11 3x4 II LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 CSI. DEFL. in (loc) Vdefl L/d TC 0.89 Vert(LL) n/a n/a 999 BC 0.21 Vert(TL) n/a n/a 999 WB 0.23 Horz(TL) -0.00 6 n/a TIM Matrix-S PLATES GRIP MT20 244/190 Weight: 75 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-1-5. (lb) - Max Horz 1=503(LC 5) Max Uplift All uplift 100 lb or less at joints) 6 except 9=-152(LC 8), 8=-143(LC 8), 7=-162(LC 8) Max Grav All reactions 250 lb or less at joints) 1, 6 except 9=454(LC 1), 8=471(LC 13), 7=625(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=420/209, 2-3=-341/171, 3-4=-291/146 WEBS 2-9=-368/192, 3-8=-353/201, 4-7=-408/176 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 9=152, 8=143, 7=162. ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 Bill' 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 andfor 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 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 Job 01 Truss Truss Type Qty Ply Kaufman Add T12409002 J34813 ZCJ1 JACK -OPEN 6 1 _ Job Referencel0 tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:18 2017 Page 1 I D A?6h5FfdaThCnfL5CvjXU3yOGZu-a97t6u5wW BVGjlf9iD4kiJ Ma7?4Z9W YkZVfmUpyNZM3 -3-0-12 0-11-4 3-0-12 0-11-4 Scale=1:11.7 3 TRUSS DESIGNED FOR MWFR&ONLY, PER BUILDING 4x4 �l DESIGNER REQUEST. TYPICAL IN THIS JOB. 2 5.75 12 N n' Qe 1 0 ) Qe Q 3x6 115 4 -0-0-12 1-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.81 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(TL) 0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MR Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. .(lb/size) 5=1068/0-8-0, 3=-463/Mechanical, 4=227/Mechanical Max Horz 5=196(LC 8) Max Uplift 5=-654(LC 8), 3=-463(LC 1), 4=-227(LC 1) Max Grav 5=1068(LC 1), 3=321(LC 8), 4=97(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=827/565 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) except (jt=lb) 5=654, 3=463, 4=227. ®WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 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 Nat building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M �Te�(" is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 Job 0 Truss Truss Type Qty Ply Kaufman Add T12409003 J34813 ZCAA JACK -OPEN 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 o d 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:19 2017 Page 1 I D:A?6h5FfdaThCnfL5CvjXU3yOGZu-2LhFKE6YHVd7KSEMGxbzF WvknPTauzoto9OJOFyNZM2 -2-0-12 0-11-4 2-0-12 0-11.4 3x6 Scale = 1:9.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.88 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.34 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MR Weight: 7 lb FT = 0% LUMBER- J BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation vide. REACTIONS. .(Ib/size) 5=609/0-8-0, 3=174/Mechanical, 4=-146/Mechanical Max Horz 5=134(LC 8) Max Uplift 5=-405(LC 8), 3=-174(LC 1), 4=-146(LC 1) Max Grav 5=609(LC 1). 3=134(LC 8), 4=100(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=449/313 NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree, rotation about its center. 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 fora 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 100 lb uplift at joint(s) except (jt=lb) 5=405, 3=174, 4=146. WARNING - VerIfyciesign parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 �P 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 ANSIfTPI1 Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 Job .4 Truss Truss Type Qty Ply Kaufman Add T12409004 J34813 ZCJ 1 B JACK -OPEN 1 1 Job Reference (optional) . East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:19 2017 Page 1 I D•A?6h5FfdaThCnfL5CvjXU3yOGZu-2LhF KE6YHVd7KSEMGxbzF WvxFPYTuzoto9OJOFyNZM2 0-11-4- 0-11-4 Scale =1:8.6 N d 3x6 I I -0-0-12 1-0-0 Plate Offsets (X Y)— 11:0-1-5 0-2-121 14:0-2-3 0-1-01 14:0-0-0 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.02 Vert(LL) -0.00 4 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.02 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MR Weight: 4 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=38/0-8-0, 2=29/Mechanical, 3=9/Mechanical Max Horz 4=40(LC 8) Max Uplift 2=-24(LC 8), 3=9(LC 8) Max Grav 4=38(LC 1), 2=34(LC 13), 3=15(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 2, 3. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. es Design valid for use only with MiTelt® connectors. This design is based only upon parameters shown, and is for an Individual building component, not j a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall pal, building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk" 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate 1pstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 'Job P. Truss Truss Type / Qty Ply Kaufman Add T12409005 J34813 ZCJ3 JACK -OPEN 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:20 2017 Page 1 ID:A?6h5FfdaThCnfL5CvjXU3yOGZu-WYFeXa7A2olycpYge6CnkSOaorZcQ211 p8lYiyNZM1 -3-0-12 2-11-4 3-0-12 2-11-4 Scale = 1:16.5 3x4 11 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014fTP12007 CSI. TC 0.43 BC 0.16 WB 0.00 Matrix -MR DEFL. in Vert(LL) 0.01 Vert(TL) 0.02 Horz(TL) -0.04 (loc) Vdefl Ud 4-5 >999 240 4-5 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 16 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SP 2850F 1.8E except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=639/0-8-0, 3=3/Mechanical, 4=49/Mechanical Max Horz 5=247(LC 8) Max Uplift 5=-328(LC 8), 3=-34(LC 5), 4=-49(LC 1) Max Grav 5=639(LC 1), 3=28(LC 6), 4=43(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=537/318 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=328. AWARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 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 ANSIITP11 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 a Truss Truss Type City Ply Kaufman Add T12409006 J34813 ZCJ3A JACK -OPEN 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:21 2017 Page 1 I D:A?6h5FfdaThCnfL5CvjXU3yOGZu-_kp01w6op6tramOkOMdRKx_4HC8ALtHAGTtQ48yNZMO -2-0-12 2-114 2-0-12 2-11-4 Scale = 1:14.0 LOADING (psf) SPACING- 2-0-0 ICSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.88 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.33 Vert(TL) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MR Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. (lb/size) 5=452/0-8-0, 3=60/Mechanical, 4=-8/Mechanical Max Horz 5=185(LC 8) Max Uplift 5=-224(LC 8), 3=-33(LC 5), 4=-8(LC 1) Max Grav 5=452(LC 1), 3=68(LC 13), 4=36(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=390/224 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus O degree rotation about its center. 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 £d 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 100 lb uplift atjoint(s) 3, 4 except (jt=lb) 5=224. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 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 MiTek' always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 Job r Truss Truss Type City Ply Kaufman Add T12409007 J34813 ZCJ3B Jack -Open I 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 3x6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.22 TCDL 15.0 Lumber DOL 1.33 BC 0.14 BCLL 0.0 ' Rep,Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix -MR 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Nov 1 12:42:21 2017 Page 1 ID:A?6h5FfdaThCnfL5CvjXU3yOGZu-_kpOlw8op6VamOkOMdRKx EYCB9LtHAGTtQ48yNZMO 2-11-4 2-11-4 Scale = 1:13.4 DEFL. in (loc) Vdefl L/d PLATES GRIP Vert(LL) 0.01 3-4 >999 240 MT20 244/190 Vert(TL) -0.01 3-4 >999 180 Horz(TL) 0.01 2 n/a n/a Weight: 10 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. (lb/size) 4=146/0-8-0, 2=107/Mechanical, 3=38/Mechanical Max Horz 4=91(LC 8) Max Uplift 4=-1(LC 8), 2=-62(LC 8), 3=-2(LC 8) Max Grav 4=146(LC 1), 2=111(LC 13), 3=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift atjoint(s) 4, 2, 3. ®WARNING -Verily 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 applicabllity 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 iviiTek" 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 ANSVTPI1 Quality Criteria, DSB-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 P Truss Truss Type Qty Ply Kaufman Add T12409008 J34813 ZCJ5 JACK -OPEN 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:22 2017 Page 1 1 D:A76h5FfdaThCnfL5CvjXU3yOGZu-SwNOyF8QaQOjBwzwx39gs9XHwcTw4KXKU7d_dayNZM7 -3-0-12 4-11-4 3-0-12 4-114 Scale=1:21.1 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.76 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.42 Vert(TL) -0.04 4-5 >999 180 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -AS Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 5=666/0-8-0, 3=129/Mechanical, 4=18/Mechanical Max Horz 5=299(LC 8) Max Uplift 5=-288(LC 8), 3=71(LC 8) Max Grav 5=666(LC 1), 3=144(LC 13), 4=73(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=591/317 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during trusserection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=161t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 3 except at=lb) 5=288. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING -Verily 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 my 21• 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 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N.Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job " Truss Truss Type Qty Ply Kaufman Add T12409009 J34813 ZEJ3 JACK -OPEN 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:22 2017 Page 1 I D:A?6h 5FfdaThCnfL5CvjXU3yOGZu-SwNOyF8QaQ0iBwzwx39gs9XM3cX14KXKU7d_dayNZM? -3-0-12 2-11-4 3-0-12 2-11-4 Scale = 1:16.5 3x4 II -0-0-12 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.43 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(TL) 0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MR Weight: 16 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SP 285OF 1.8E except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. li recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=639/0-8-0, 3=3/Mechanical, 4=-49/Mechanical Max Horz 5=247(LC 8) Max Uplift 5=-328(LC 8), 3=-34(LC 5), 4=-49(LC 1) Max Grav 5=639(LC 1), 3=28(LC 6), 4=43(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=537/318 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift atjoint(s) 3, 4 except Qt=lb) 5=328. ®WARNING - Verily des/gn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1.7473 rev. 1010312015 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 tmss system. Before use, the building designer must verify the appllcabllity 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 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 ANSIITPII 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 Job ` Truss Truss Type City Ply Kaufman Add T12409010 J34813 ZEJ5 JACK -OPEN 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:23 2017 Page 1 ID:A?6h5FfdaThCnfL5CvjXU3yOGZu-w7xm9b92Lj8Zp3Y7VmgvPM3000gRpnnTjjnMX91 yNZM_ 2-0-12 4-11-4 Scale=1:18.7 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.84 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.34 Vert(TL) -0.05 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=521/0-8-0, 3=162/Mechanical, 4=40/Mechanical Max Horz 5=237(LC 8) Max Uplift 5=-207(LC 8), 3=-82(LC 8) Max Grav 5=521(LC 1), 3=169(LC 13), 4=81(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=468/240 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chard 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 100 lb uplift at joint(s) 3 except Qt=lb) 5=207. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 i•Yii 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 36610 Job • Truss Truss Type Qty Ply Kaufman Add T72409011 J34813 ZEJ7 JACK -OPEN 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:23 2017 Page 1 I DA76h5FfdaThCnfL5CvjXU3yOGZu-w7xm9b92Lj8Zp3Y7VmgvPM3SgOkWpnnTjnMX9lyNZM_ 3-0 12 6-11-4 3-0-12 6-114 Scale=1:25.7 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.76 Vert(LL) -0.08 4-5 >944 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.72 Vert(TL) -0.21 4-5 >380 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 29 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 5=744/0-8-0, 3=233/Mechanical, 4=57/Mechanical Max Horz 5=351(LC 8) Max Uplift 5=-280(LC 8), 3=-126(LC 8) Max Grav 5=744(LC 1), 3=246(LC 13), 4=114(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-667/334 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) except (jt=lb) 5=280, 3=126. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 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 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 ANSVTPN Quality Criteria, DSH-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 Job Truss Truss Type Qty Ply Kaufman Add T12409012 J34813 ZHJ3 DIAGONAL HIP GIRDER 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s'Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:24 2017 Page 1 ID:A?6h5FfdaThCnfL5CvjXU3yOGZu-OJUBNxAg61GQRD7J3UB8yachyQEXYBAcyR64gTyNZLz 4-4-7 3-7-11 4-0-11 44-7 3-7-11 0-5-0 0 oi 1x4 11 Scale=1:16.7 I$ LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 2-9: 2x6 SP No.2 OTHERS 2x4 SP No.1 LBR SCAB 1-5 2x4 SP No.1 both sides 3x6 11 J^Y 4-0-11 0-1- 4-0-11 CSI. DEFL. in (loc) I/deft Ud TC 0.47 Vert(LL) 0.00 8 >999 240 BC 0.10 Vert(TL) 0.01 8 >999 180 WB 0.25 Horz(TL) -0.00 7 n/a n/a Matrix -MP REACTIONS. (lb/size) 9=465/0-10-15, 5=-75/Mechanical, 7=145/Mechanical Max Horz 9=160(LC 8) Max Uplift 9=-865(LC 8), 5=-138(LC 28), 7=556(LC 17) Max Grav 9=1010(LC 28), 5=109(LC 8), 7=393(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=1009/866, 2-3=650/1038 BOT CHORD 7-8=1241/788 WEBS 2-8=1636/1275, 3-8=797/859, 4-7=281/206, 3-7=-877/1383 PLATES GRIP MT20 244/190 Weight: 120 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Attached 8-11-15 scab 1 to 5, both face(s) 2x4 SP No.1 with 1 row(s) of 1Od (0.131"x3") nails spaced 9" o.c.except : starting at 3-10-14 from end at joint 1, nail 1 row(s) at 7" o.c. for 4-11-11. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 9=865, 5=138, 7=556. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 378 lb down and 590 lb up at 1-3-2, and 378 lb down and 590 lb up at 1-3-2 on top chord, and 81 Ib down and 253 lb up at 1-3-2, and 81 lb down and 253 lb up at 1-3-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 verily the applicability of design parameters and property Incorporate this design Into the overall r�� /A� 4ek" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI l 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 ANSIITP11 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 I Truss Truss Type Qty Ply Kaufman Add T12409012 J34813 ZHJ3 DIAGONAL HIP GIRDER 2 n L Job Reference o floral East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=90, 2-5=90, 6-9=-20 Concentrated Loads (lb) Vert: 8=196(F=98,B=98)3=393(F=196,E=196) t3.13u s Sep 1 b zui t MI i eK mausmes, Inc. vvea Nov 1 I Z:9Z:Z9 ZVl 1 rage Z ID:A76h5FfdaThCnfL5CvjXU3yOGZu-OJU8NxAg61GQRD7J3UBByachyQEXYBAcyR64gTyNZLz ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 overalls 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 ANSUTPII Quality Criteria, DSB-89 and BCS1 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 Kaufman Add T12409013 J34813 ZHJ5 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.13u s Sep i a zui t mi I eK mausmes, Inc. vvea Nov I iz:gz:zo zv1 I rage I I D:A?6h5FfdaThCnfL5CAXU3yOGZu-sV2 WaHBJtLO H3Nh VdBi N Un9mopZKHdgmA5reCvyNZLy -2-1177 3-11-15 6-10-10 2-11-7 3-11-16 2-10-11 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP NOA BOT CHORD 2x4 SP No.2 -0 3- - 6- -10 0-1 3-11-15 2-101 11 CSI. DEFL. in (loc) I/defl Ud TC 0.84 Vert(LL) -0.02 7 >999 240 BC 0.19 Vert(TL) -0.04 6-7 >999 180 WB 0.29 Horz(TL) -0.00 6 n/a n/a Matron -MP BRACING - TOP CHORD WEBS 2x4 SP No.3 *Except* BOT CHORD 2-9: 2x6 SP No.2 REACTIONS. All bearings 0-10-15 except (jt=length) 5=Mechanical, 6=Mechanical. (lb) - Max Horz 9=234(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 5 except 9=-736(LC 24), 8=396(LC 5) Max Grav All reactions 250 lb or less at joint(s) 9, 5, 6 except 8=1036(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=263/713, 2-3=-296/713 BOT CHORD 7-8=762/280 WEBS 3-7=294/798, 4-7=-251/143, 3-8=-857/179, 2-8=841/554 Scale = 1:20.0 I� m �6 N PLATES GRIP MT20 244/190 Weight: 34 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=161t; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift atjoint(s) 5 except (jt=lb) 9=736, 8=396. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 lb down and 37 lb up at 1-4-15, 203 lb down and 302 lb up at 1-4-15, and 117 lb down and 93 lb up at 4-2-15, and 101 lb down and 54 lb up at 4-2-15 on top chord, and 8 lb down and 14 lb up at 1-4-15, 89 lb down and 174 lb up at 1-4-15, and 18 lb down and 19 lb up at 4-2-15, and 32 lb down and 21 lb up at 4-2-15 on bottom 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=90, 2-5=-90, 6-9=-20 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312016 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 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 ANSIlTPN 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 Job Truss Truss Type Qty Ply Kaufman Add T12409013 J34813 ZHJ5 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=100(B) 7=-10(F) 8=71(F=-2, B=73) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:25 2U17 Page 2 I D:A?6h5FfdaThCnfL5CvjXU 3yO GZu-sV2 WaHBJtLO H3 N hVdB i N Un9mopZKHdgmA5re CvyNZLy ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7473 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. 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 ANSI/TPI1 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 Job • Truss Truss Type Qty, Ply Kaufman Add T12409014 J34813 ZHJ7 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:26 2017 Page 1 ID:A?6h5FfdaThCnfL5CvjXU3yOGZu-LhcvodCxeeW8gXGiAvDcl?h01DuAO2QvPlbBILyNZLx i -4-4-0 3-11-15 i 9-8-9 4-4-0 3-11-15 "A 0 r Scale=1:27.2 72 3x4 = 4x4 = 3x4 = r 3x6 11 4x4 = -0 B 3- - 5 -8- 0. 11 3-11-15 5�M Plate Offsets (X Y)—f2:0-1-0.0-2-81.f3:0-2-8.0-3-01,fl2:0-4-4.0-1-81 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.49 Vert(LL) -0.02 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.21 Vert(TL) 0.02 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 114 lb FT = C% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 ^ except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-12: 2x6 SP No.2 rMiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP 2850F 1.8E be installed during truss erection, in accordance with Stabilizer LBR SCAB 1-6 2x4 SP 285OF 1.8E both sides Installatio uide REACTIONS. (lb/size) 12=474/0-10-15, 6=99/Mechanical, 7=225/Mechanical Max Horz 12=344(LC 8) Max Uplift 12=916(LC 8), 6=-48(LC 8), 7=-160(LC 5) Max Grav 12=1323(LC 28), 6=99(LC 1), 7=457(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1301/925, 2-3=-1196/1345. 3-4=-951/406, 4-5=487/111 BOT CHORD 11-12=-691/302, 10-11=-1351/1046, 9-10=-360/768, 8-9=148/376 WEBS 3-10=-308/1095, 4-10=6431262, 4-9=-487/506, 5-9=-217/471, 3-11=-697/464, 2-11=-867/977, 5-8=623/246 NOTES- 1) Attached 14-11-3 scab 1 to 6, both face(s) 2x4 SP 285OF 1.8E with 1.row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 3-10-6 from end at joint 1, nail 1 row(s) at 4" D.C. for 3-1-7. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 12=916, 7=160. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 375 lb downjand 590 lb up at 1-4-15, 375 lb down and 590 lb up at 1-4-15, 135 lb down and 44 lb up at 4-2-15, 135 lb down and 44 lb up at 4-2-15, and 145 lb down and 107 lb up at 7-0-14, and 145 lb down and 107 lb up at 7-0-14 on top chord, and 80 lb down and 255 lb up at 1-4-15, 80 lb down and 255 lb up at 1-4-15, 37 lb down and 77 lb up at 4-2-15, 37 lb down and 77 lb up at 4-2-15, and 40 lb down and 7 lb up at 7-0-14, and 40 lb down and 7 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 �WARN/NG - verify design parameters and READ NOTES ON TNIS AND INCLUDED M/TEK REFERENCE PAGE 6111-7479 rev. 1010312015 BEFORE USE. R Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, note 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 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 ANSVTPIII 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 Kaufman Add T12409014 J34813 ZHJ7 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 1 12:42:26 2017 Page 2 ID:A?6h5FfdaThCnfL5CvjXU3yOGZu-LhcvodCxeeW8gXGiAvDcl?h01DuA02QvPlbB[LyNZLx LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=90, 2-6=-90, 7-12=20 Concentrated Loads (lb) Vert: 10=57(F=29, B=29) 3=393(F=196, B=196) 9=14(F=7, B=7) 5=9(F=5, 13=5) 11=199(F=100, 13=100) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MI1.7473 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 verity the applicability of design parameters and properly incorporate this design into the overall�a 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSUTP11 Quality Criteria, DSB-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 PLATE LOCATION AND ORIENTATION 14_13j4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Ole For 4 x 2 orientation, locate plates 0- 'lid' 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 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TnP CHnpn.q ❑ C1-2 C2-3 °�v 4 WEBS O cc @ O C �p� U O I- C -8 C6-7 C5-6 BOTTOM CHORDS 87 6 5 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 Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, Guide to Good Practice for Handling, - Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety (Votes 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 stack 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 non-structural 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 specked. 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. #J34813 Rubin Custm Homes / KaufmanAdd NOTE: 3MM1 AloaethUmss Desyr 1. THIS COMPONENT ISDESIGNEDTOSUPPORT ONLY THE VERTICALLOADS SHOWN VERIFICATION OF LOADING, DEFLECTION UMIIATIONS, FRAMING METHODS, WINDAND SEISMIC BRACING, AND OTHER LATERAL BRACING THAT ISALWAYS REQUIRED IS THE RESPONSIBILITY OFTHE PROJECT ENGINEER OR ARCHITECT. 2 PROVIDE RESTRAINTATSUPPORTS TO ENSURE LATERALSlABILITY. 3. DO NOTOJT NOTCH OR DRILL LP LVL 4. SHIM ALLBEARINGS FOR FULL CONWCT.. 5. VERIFY DIMENSION BEFORE CUTTING LP LVL TO SIZE. 6. THIS LP WL IS TD BE USEDASA ROOF BEAM ONLY. APPLIED TO TOP EDGE OF LP LVL, SUCH TH, LOAD IS DISTRIBUTED EQUALLY TO EACH PL ATTACH THE TWO PLIES WITH 2 ROWS OF 1E (3-12") NAILS AT 12" OC. STAGGER ROW NAILS CAN BE DRIVEN FROM ONE FACE OR HAI FROM EACH FACE. NAILS MAY BE COMMON 0 BOX NAILS WITH A MINIMUM SHANK DIAMETE OF 0.131". 16d SINKERS (3-11V) MAY S USED, BUT HALF MUST BE DRIVEN FROI IICONCENTRATED BE DISTRIBUTED TO LOADSALLPLIES.SADDITIOUA SUPPORT REACTIONS (LBS): =302OM BEARING NUMBER 1 2 DOWN 5147 5136 UPLIET -- --- MIN BEARING SIZES (IN-SX) 3- 8 3- 8 CAIAXU TED AL14W LIVE LOAD 0.46"(L/364) 0. DEAD LOAD 0.4911 FL LOAD TABLE 2 PLIES 1.750 X 11.250 LP LVL2900Fb-2.0E DESIGN CRITERID : NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CoTOGETHER (REFER TO NOTES) . DESIGN CONSISTS OF 2 -PLIES FASTENED FOR PATTERN LIVE LOAD E CHECKED S R II I AR A EQU F (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILE\ DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD FT-IN-SX FT-IN-SX UNIFORM ROOF LIVE TOP 287 PLF 04-00-00 10-03-04 UNIFORM ROOF DEAD TOP 143 ELF 04-00-00 10-03-04 UNIFORM ROOF DEAD TOP 75 PLF 00-00-00 14-04-00 UNIFORM BEAM WEIGHT 11 PLF 00-00-00 14-04-00 CONCENTRATED ROOF LIVE TOP 647 LBS 01-01-00MINBRG=3.00" CONCENTRATED ROOF DEAD TOP 323 LBS 01-01-00MIINERG=3.00" CONCENTRATED ROOF LIVE TOP 1470 LBS 03-00-12MIHBRG=3.00^ CONCENTRATED ROOF DEAD TOP 735 LBS 03-00-12NM4BRG=3.00" CONCENTRATED ROOF LIVE TOP 1470 LBS ll-03-04MINBEtr=3.0011 CONCENTRATED ROOF DEAD TOP 735 LES 11-03-04NMMRG=3.0011 CONCENTRATED ROOF LIVE TOP 647 LBS 13-03-00MI2IDRG=3.0011 CONCENTRATED ROOF DEAD TOP 323 LEH 13-03-00MnMRG=3.00" WARNING NOTES: THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP IJOISTS IS STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW BY A DESIGN PROFESSIONAL PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL BEAM AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS. THIS COMPONENT MEETS CODE ALLOWED DEFLECTION CRITERIA; CALCULFTED DEFLECTION EXCEEDS 3/4" AND SHOULD BE REVIEWED BY PROJECT DESI NER FOR ADEQUACY. LP LVL ROOF BEAMS ARE MANUFACTURED WITHOUT CAMBER, THEREFC RE, IN ADDITION TO COMPLYING WITH THE DEFLECTION LIMITS OF LOCAL BUILE ING CODES, OTHER DEFLECTION CONSIDERATIONS SHOULD BE EVALUATED BY THE PROJECT ENGINEER OR ARCHITECT SUCH AS PONDING, CRACKING AND AESTHETICS. (POSITIVE DRAINAGE IS ESSENTIAL) THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORTA 300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ FT) 11.250 1.750 3.500 CROSS SECTION & Erection ILP8SofdStad®LSL, LVL and WoistSpecifimbons erd Parnatat hod'g for IrdrO ompoat plmberdfa o nd dt, rddl cNadaLP S*MM LSl, 1llLadiUft BMW a; shornad fo=steal be I aged ad aWaled bf di No i>ad; pdtshMmaeddiron LR. A ry raedLPSdEtat lSL Uadllo5saAray#x1tottea mpoet ati after atthafranbg ad fatedrgJ�D lode brubsd foth teeot room my e gnss Waraty d tfe paid ad IP ted At mtbnesUked;gederthmdcsiW dsdamsabnoedvwwtisbddrgtlebnrWvaratiesdmedvtatdy LDF 1.25 Common 0.90 Common 0.90 Wall 0.90 1.25 CJ1 0.90 CJ1 1.25 Prime Hip 0.90 Prime Hip 1.25 Prime Hip 0.90 Prime Hip 1.25 CJ1 0.90 CJ1 12 0 r 14- 4- 0 THIS DRAWING IS NOTTO SCALE"` MSI: 0.75 VSI: 0.53 RSI: 1.56 LIVE I= = 30 PSF DEAD LOAD = 15 PSF TOTAL LOAD = 45 PSF ROOF LEFT SPAN CARR. 0.00 FT ROOF RIGHT SPAN CARR. 0.00 FT DEFLECTION CRITERIA LIVE LOAD DEFL: TOTAL LOAD DEFL: CODE COMPLIANCES : REPORT APA PR-1,280 ICC-ES ESR-2403 LADES RR-25783 CCMC 11518-R Florida FL15228 L / 240 L / 180 U 1 Notes (User's responsble forthe accaacyof these notes) SofiMare Provided By. 11W17 IBC 2009 LP Engineered Wood Products 414 Ladon St wt Suite 2WO Nashvle, TN 37219 Phone 600.515.7570 Fax 866.753.4369 sgn t mena ACOPY CFTHIS DRAWING IS TO BE GIVEN TO THE INSTAUING CONTRACTOR. i dmkp ad mdoid specified sear mWatel wtomity W'ththa st mmimd NDS' Deed lwd droto, Frixts a(,atmat fats U'adS*SW ere redtaed hodtnala of LaldaePmfic Capoalm DWG # mEp Total load ddkdlme(rstatmom. Cat Prop 65Warbg Use d the prodct may rrait In epmretovood dst, kwn to fle SMe ofCdfariato aria 0 . $HEFT # Page 1 L073ISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2016.1 11/01/17 12:12:36 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2016.1 EXPIRES ON 3/31/2018. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: East Coast Truss LVL1 JOB ID: #J34813 Rubin Custom Homes / Kaufman Add STATE: FL CODE: IBC 2009 PRODUCT: 2-PLY 1-3/4" X 11-1/4" LP LVL 2900Fb-2.0E DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) ----------------------------- LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL ----- --------------------- ------------------------------ 30 15 0.000, 0.000, 0.00 TOP L/240 L/180 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION -=--------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 5147 16819 4914 0.464 0.792 ALLOWABLE 9188 22463 9352 0.702 0.936 STRESS INDICES 0.56 0.75 0.53 L/364 L/213 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 50" O.C. OR LESS. *** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ.FT) STRUCTURAL GEOMETRY ------------------- SPAN 1 14-04-00 TOTAL SPAN: 14.33 FT LOAD PATTERNS Page 2 3------------ CASE SPAN SHAPE TYPE SOURCE LOADING Wi W2 X1 (FT) ------- X2 (FT) ------- ---- ALL ---- 1 ----- UNIF ------ DEAD ------ ROOF ------- TOP ------------ 143.3 PLF ------------ 4.000 10.270 ALL 1 UNIF DEAD ROOF TOP 75.0 PLF 0.000 14.333 +ALL 1 UNIF WEIGHT BEAM 11.3 PLF 0.000 14.333 ALL 1 CONC DEAD ROOF TOP 735.0 LBS 3.063 ALL 1 CONC DEAD ROOF TOP 735.0 LBS 11.271 ALL 1 CONC DEAD ROOF TOP 323.3 LBS 1.083 ALL 1 CONC DEAD ROOF TOP 323.3 LBS 13.250 1 1 UNIF LIVE ROOF TOP 286.7 PLF 4.000 10.270 1 1 CONC LIVE ROOF TOP 1470.0 LBS 3.063 1 1 CONC LIVE ROOF TOP 1470.0 LBS 11.271 1 1 CONC LIVE ROOF TOP 646.7 LBS 1.083 1 1 CONC LIVE ROOF TOP 646.7 LBS 13.250 2 1 UNIF LIVE ROOF TOP 0.0 PLF 4.000 10.270 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 14.333 2 1 CONC LIVE ROOF TOP 0.0 LBS 3.063 2 1 CONC LIVE ROOF TOP 0.0 LBS 11.271 2 1 CONC LIVE ROOF TOP 0.0 LBS 1.083 2 1 CONC LIVE ROOF TOP 0.0 LBS 13.250 3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.292 2.791 4 1 UNIF LIVE ROOF TOP 48.0 PLF 11.542 14.041 5 1 UNIF LIVE ROOF TOP 48.0 PLF 5.917 8.416 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES -------------- CASE MOMENT (LB -FT) SHEAR (LBS) LDF LOAD COMBINATIONS 1 16819 4914 1.25 D+Lr 2 7024 1995 0.90 D 3 7107 2103 1.25 D+Lr 4 7107 2099 1.25 D+Lr 5 7407 2055 1.25 D+Lr UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 1 5147 5136 2 2128 2124 3 2235 2137 4 2141 2231 5 2188 2184 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 1 2128 2124 2 2128 2124 3 2128 2124 4 2128 2124 5 2128 2124 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 1 3019 3012 2 0 0 3 107 13 4 13 107 5 60 60 MINIMUM BEARING SIZES (IN) Page 3 -------------------------- BRG# 1 BRG# 2 ---------------- 3.500 3.500 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 735.0 3.063 3.000 1 DEAD 735.0 11.271 3.000 1 DEAD 323.3 1.083 3.000 1 DEAD 323.3 13.250 3.000 1 LIVE 1470.0 3.063 3.000 1 LIVE 1470.0 11.271 3.000 1 LIVE 646.7 1.083 3.000 1 LIVE 646.7 13.250 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM ---- ---- ------ -------------- ------ --- ----------------------------- 1 1 0.464 0.702 L/364 0.792 0.936 L/213 2 1 0.000 0.702 0.329 0.936 L/512 0.329 0.493 3 1 0.005 0.702 L/36837 0.333 0.936 L/506 4 1 0.005 0.702 L/36837 0.333 0.936 L/506 5 1 0.015 0.702 L/11004 0.344 0.936 L/490 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI -------------- ---- ----- ----- 1 0.75 0.53 2 0.43 0.30 3 0.32 0.22 4 0.32 0.22 5 0.33 0.22 SLENDERNESS RATIO = 3.21 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. W34813 Rubin Custom Homes /Kauf mAdd NOTE: anal Ab.+diD3MDew 1. THIS COMPONENTIS DESIGNEDTO SUPPORT ONLY THE VER ICALLOADS SHOWN VERIFICATION OF LOADING, DEFLECHON LIMITATIONS, FRAMING METHODS, WINDANDSEISMIC BRACING, AND OTHER LATERAL BRACING THAT ISALWAYS REQUIRED IS THE RESPONISIBIUTY OFTHE PROJECT ENGINEER ORARCHITECT. 2 PROVIDE RESTRAINTATSUPPORIS TO ENSURE LATERAL STABILITY: 3. DO NOTCU'r NOTCH OR DRILL LPLVL 4. SHIM ALLBEARINGS FOR FULLOONTACr 5. VERIFY DIMENSIONS BEFORE CUTTING LP LVL TO SI2E. 6. THIS LP LVL IS TO BE USED ASA ROOF BEAM ONLY. DESIGN ASSUMES ALL'TOP" LOADS AR APPLIED TO TOP EDGE OF LP LVL, SUCH TFL LOAD IS DISTRIBUTED EQUALLY TO EACH PL ATTACH THE TWO PLIES WITH 2 ROWS OF 1E (3-V2') NAILS AT 12" OC. STAGGER ROW NAILS CAN BE DRIVEN FROM ONE FACE OR HAI FROM EACH FACE. NAILS MAY BE COMMON 0 BOX NAILS WITH A MINIMUM SHANK DIAMETE OF 0.131". 16d SINKERS (3-1/4") MAYS USED. BUT HALF MUST BE DRIVEN FROI II D STRIBUTEDTED LOADS MUST BE TO ALL PLIES. ADDITIOUA SUPPORT REACTIONS (LBS): M9TMMM BEARING NUMBER 1 2 DOLT 5784 5450 UPLIFT --- -- KIN HEARING_ SIZES (IN -MO 3- 8 3- 8 MA7ndoi DEFLECTIONS LIVE LOAD 0.38"(L/384) 0.61" *DEAD LOAD 0.29t1 TOTAL TOAD 0.58"(L/253) 0.8111 Handna & Emchon fa hdit mpmat plmbadfa red erd'' I b/dhas. Nobel ud dta d thofrmfm ad falahr ias of No&* Dead load detledim trlaks Tdd LmddAcum 5 waaniaeas FL LOAD TABLE j- NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE 0) OTHER LOAD Cr L FOR PATTERN LIVE LOADING ARE CHECKED AS REMS. (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEN DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD FT -IN -SR FT -IN -SR UNIFORM BEAM WEIGHT 12 PIP 00-00-00 12-05-00 CONCENTRATED ROOF LIVE TOP 887 LBS 00-00-12N3 G=3.001, CONCENTRATED ROOF DEAD TOP 443 LES 00-00-12EMMRG=3.00" CONCETTRATED ROOF LIVE TOP 647 LEE 01-01-00MIINBRG=3.00^ CONCENTRATED ROOF DEAD TOP 323 LBS 01-01-OOMINBRG=3.0011 CONCENTRATED ROOF LIVE TOP 447 LBS 03-00-12MINBRG=3.001, CONCENTRATED ROOF DEAD TOP 223 LBS 03-00-12bVIMRG=3.001, CONCENTRATED ROOF LIVE TOP 447 LBS 05-03-04MINERG=3.0011 CONCENTRATED ROOF DEAD TOP 223 LES 05-03-04b0XBRG=3.00'1 CONCENTRATED ROOF LIVE TOP 647 LBS 07-03-0OMI1MRG=3, 00" CONCENTRATED ROOF DEAD TOP 323 LBS 07-03-00MINSRG=3.0011 CONCENTRATED ROOF LIVE TOP 3431 LBS 08-01-12MSNBRG=3.001' CONCENTRATED ROOF DEAD TOP 1716 LBS 08-01-12NMMG=3.00" CONCENTRATED ROOF LIVE TOP 887 LES 08-04-00MINBRG=3.0011 CONCENTRATED ROOF DEAD TOP 443 LES 08-04-OOMINBRG=3.00" WARNING NOTES: THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP IJOISTS IS STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW BY A DESIGN PROFESSIONAL PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL BEAM AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. ANCHOR LP LVL ROOF BEAM SECURELYTO BEARINGS OR HANGERS THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SO Fri 11.875 1,750 13.500 CROSS SECTION 9SaWtaO LSL, LVL and IJost Speftafims not at, rddt dl a Aa LP SdStat LSL, LVL ad IJdsts aml m dom tisfrad mdaidfmn LP, Ary we of LP S*Rat M LVL ad Wdsts ax" e ImIs set fath haeo4 rejta aV agms varaty dthe palm erd LP ' bns d Impedvaratla bEk ftthe Impel earatla d maduftft fdrea fa a p3daix r DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR. 3 rEgIsteredtrabnais d tak 3m4kdi c Cai-Wa V Use d the poid may rest in emmmtowaddst, lawn xmtoa rarer. DESIGN CONSISTS OF 2 - PLIES FASTENED TOGETHER (REFER TO NOTES). LDF LABEL 0.90 1.25 Hip Rafter 0.90 Hip Rafter 1.25 CJ1 0,90 CJl 1.25 EJ3 0.90 EJ3 1.25 EJ3 0,90 E,73 1.25 CJ1 0.90 CJ1 1.25 LVL1 0,90 LVL1 1.25 Hip Rafter 0.90 Hip Rafter 12 0 F- 12- 5- 0 THS DRAWING S NOTTO SCALE"" HSI: 0,89 DESIGN CRITERIA : VSI: 0,55 RSI: 0,63 LIVE LOAD = 30 PSF DEAD LOAD = 15 PSF TOTAL LOAD = 45 PSF ROOF LEFT SPAN CARR. 0.00 FT ROOF RIGHT SPAN CAM. 0.00 FT DEFLECTION CRITERIA ; LIVE LOAD DEFL: L / 240 TOTAL LOAD DEFL: L / 180 CODE COMPLIANCES REPORT # APA PR-L280 IOC -ES ESR-2403 LOADS RR-25783 CCMC 11518-R Florida FL15228 User Notes (Weris responsM forthe ac=acyofthese noes) Software Provided By. LP Engineered Wood Products 414 Union Street, Suite 2000 Nashvle, TN 37219 Phone 800.515.7570 Fax 856.753.4369 DWG # SHEET # 1VOV17 IBC 2009 Page 1 C:\JOBS\J34813\J34813 peams\LVL2.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2016.1 11/01/17 12:20:58 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2016.1 EXPIRES ON 3/31/2018. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: East Coast Truss LVL2 JOB ID: #J34813 Rubin Custom Homes / Kaufman Add STATE: FL CODE: IBC 2009 PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2900Fb-2.0E DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) ----------------------------- LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL ----- --------------------- ------------------------------ 30 15 0.000, 0.000, 0.00 TOP L/240 L/180 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 5784 22019 5439 0.379 0.575 ALLOWABLE 9188 24878 9871 0.606 0.808 STRESS INDICES 0.63 0.89 0.55 L/384 L/253 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 33" O.C. OR LESS. *** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ.FT) STRUCTURAL GEOMETRY ------------------- SPAN 1 12-05-00 TOTAL SPAN: 12.42 FT LOAD PATTERNS Page 2 LVL2.dsn ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 12.417 ALL 1 CONC DEAD ROOF TOP 1715.7 LBS 8.146 ALL 1 CONC DEAD ROOF TOP 443.3 LBS 0.063 ALL 1 CONC DEAD ROOF TOP 443.3 LBS 8.333 ALL 1 CONC DEAD ROOF TOP 323.3 LBS 1.083 ALL 1 CONC DEAD ROOF TOP 323.3,LBS 7.250 ALL 1 CONC DEAD ROOF TOP 223.3 LBS 3.063 ALL 1 CONC DEAD ROOF TOP 223.3 LBS 5.271 1 1 CONC LIVE ROOF TOP 3431.3 LBS 8.146 1 1 CONC LIVE ROOF TOP 886.7 LBS 0.063 1 1 CONC LIVE ROOF TOP 886.7 LBS 8.333 1 1 CONC LIVE ROOF TOP 646.7 LBS 1.083 1 1 CONC LIVE ROOF TOP 646.7 LBS 7.250 1 1 CONC LIVE ROOF TOP 446.7 LBS 3.063 1 1 CONC LIVE ROOF TOP 446.7 LBS 5.271 2 1 CONC LIVE ROOF TOP 0.0 LBS 8.146 2 1 CONC LIVE ROOF TOP 0.0 LBS 0.063 2 1 CONC LIVE ROOF TOP 0.0 LBS 8.333 2 1 CONC LIVE ROOF TOP 0.0 LBS 1.083 2 1 CONC LIVE ROOF TOP 0.0 LBS 7.250 2 1 CONC LIVE ROOF TOP 0.0 LBS 3.063 2 1 CONC LIVE ROOF TOP 0.0 LBS 5.271 3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.292 2.791 4 1 UNIF LIVE ROOF TOP 48.0 PLF 9.625 12.125 5 1 UNIF LIVE ROOF TOP 48.0 PLF 6.821 9.320 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES -------------- CASE MOMENT (LB -FT) SHEAR (LBS) LDF LOAD COMBINATIONS 1 22019 5439 1.25 D+Lr 2 7472 1861 0.90 D 3 7531 1875 1.25 D+Lr 4 7581 1967 1.25 D+Lr 5 7765 1939 1.25 D+Lr UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 1 5784 5450 2 1977 1866 3 2082 1881 4 1992 1971 5 2019 1944 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 1 1977 1866 2 1977 1866 3 1977 1866 4 1977 1866 5 1977 1866 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- 1 ----- 3807 ----- 3584 2 0 0 3 105 15 Page 3 LVL2.dsn 4 15 105 5 42 78 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 ---------------- 3.500 3.500 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) ---- ------------------- ------------ 1 DEAD 1715.7 8.146 3.000 1 DEAD 443.3 0.063 3.000 1 DEAD 443.3 8.333 3.000 1 DEAD 323.3 1.083 3.000 1 DEAD 323.3 7.250 3.000 1 DEAD 223.3 3.063 3.000 1 DEAD 223.3 5.271 3.000 1 LIVE 3431.3 8.146 3.000 1 LIVE 886.7 0.063 3.000 1 LIVE 886.7 8.333 3.000 1 LIVE 646.7 1.083 3.000 1 LIVE 646.7 7.250 3.000 1 LIVE 446.7 3.063 3.000 1 LIVE 446.7 5.271 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? ---- ---- ------ -------------- ------ -------------- 1 1 0.379 0.606 L/384 0.575 0.808 L/253 2 1 0.000 0.606 0.196 0.808 L/742 3 1 0.003 0.606 L/49092 0.199 0.808 L/732 4 1 0.003 0.606 L/49092 0.199 0.808 L/731 5 1 0.008 0.606 L/19187 0.204 0.808 L/714 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** DEAD LOAD DEFLECTION INSTANT LONG-TERM ------------------- 0.196 0.294 **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI -------------- ---- ----- ----- 1 0.89 0.55 2 0.42 0.26 3 0.30 0.19 4 0.30 0.20 5 0.31 0.20 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. A