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HomeMy WebLinkAboutTRUSSMiTek "I Ce ues are in accordance with ANSI/TPi 1 section 6.3 F L E (5PV' ns rely on lumber values established by others. SCANNED BY RE:#J36229 - J36229-Kerns Const.-Shiffer/Lloyd Res. MiTek USA, Inc. Site I�hformation: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Kerns Construction Project Name: Shiffer/Lloyd Res. Model: Lot/BIock: Subdivision: Addt'ess: TBD City: J Port St. Lucie State: FL Nam Address and License # of Structural Engineer of Record, If there is one, for the building. Nam License #: Address: City. State: Gen ral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loa ing Conditions): Des,n Code: FBC2017ITP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 170 mph Roof] Load: 37.0 psf Floor Load: 55.0 psf This Qackage includes 44 individual, dated Truss Design Drawings and 0 Additional Drawings. With any seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. j Seal# I Truss Name I Date I No. I Seal# Truss Name Date 1 I T14322720 1 All 6/18/18 118 IT143227371AT05 6/18/18 2 3`14322721 All 5G 6/18/18 119 1 T14322738 1 AT06 6/18/18 '.... T14322722 1 Al 6/18/18 120 1 T14322739 1 AT07G 6/18/18 4 T14322723 1 All 6/18/18 121 1 T14322740 1 AT08 6/18/18 ' : T14322724 1 Al 6/18/18 122 1 T14322741 I AT09 6/18/18 6 T14322725 1 A20 6/18/18 123 T14322742 1 AT10G 6/18/18 7 Ill T14322726 1 A21 6/18/18 124 1 T14322743 1 AT11 G 6/18/18 8 11 T14322727 1 A22 6/18/18 125 1 T14322744 1 AT12 6/18/18 9 T14322728 1 A23 6/18/18 126 1 T14322745 1 AT13GE 6/18/18 10 T14322729 1 A24 6/18/18 127 1 T14322746 1 B01 6/18/18 11 I I T14322730 1 A25 6/18/18 128 1 T14322747 1 B02G 6/18/18 12 1 T14322731 A26 6/18/18 129 1 T1 43227481 B03GE 6/18/18 13 J1 T14322732 1 A27 6/18/18 130 1 T14322749 1 CO 6/18/18 14 111IT143227331AT01GE 6/18/18 131 1 T14322750 1 CO2G 6/18/18 15 T14322734 1 AT02 6/18/18 T14322751 CO3G 6/18/18 16 T14322735 AT03 6/18/18 ffl'e 1 T14322752 1 C04GE 6/18/18 17 11T143227361AT04 1 6/18/18 134 1 T14322753 1 FG01 1 6/18/18 The tr' ss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provi ed by East Coast Truss. Truss Design Engineer's Name: Magid, Michael My li ense renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE• The seal on these truss component designs is a certification that thq' 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 t MiTek. Any project specific information included is for MiTek's customers file refe ence 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 'erify applicability of design parameters and properly incorporate these designs into theoverall building design per ANSI/TPI 1, Chapter 2. �%�.SL IS r,llq ��,` �G�' •' G E N S ��'i ,'�i No 536 r � r ';TAT' ' iz= ��.• A. E O F : 4[/ 40R\OP'N "1111I111111111 Michael S. Magid PE No.53681 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 Magid, Michael 1 of 2 R�: J36229 - J36229-Kerns Const.-Shiffer/Lloyd Res. Si�e Information: C�11stomer Info: Kerns Construction Project Name: Shiffer/Lloyd Res. Model: j L¢i/Block: Subdivision: Address: TBD Ci�!y: Port St. Lucie State: FL o. Seal# I Truss Name I Date 3 T14322754 FG02 6/18/18 130 T14322755 1 FG03 6/18/18 3V I T14322756 1 FG04 6/18/18 130 I T14322757 1 FG05 16/18/18 � 139' I T14322758 I FT01 16/18/18 14,0 I T14322759 I FT02 16/18/18 1 11 i T14322760 I ZEJ 1 16/18/18 I42 I T14322761 I ZEJ2 16/18/18 13 I T14322762 I ZEJ2A 16/18/18 44 I T14322763 I ZEJ2B 16/18/18 2of2 i 'Job r Truss Truss Type City Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322720 J36229 A14 Monopitch 4 1 Job Reference (optional) East Coast Ti I Ft. Pierce, FL 34946 7-10-9 7-10-9 WIND DESIGN USING MWFRS ONLY, PER FOR REQUEST. TYPICAL. 6.o0 12 3x8 -5- 2 1 N d •7 2x4 II 3x4 = 6.zzu s may Z4 ZU1S MI I eK Inaustfies, Inc. ivion Jun lti Uts:oi:U0 zwo rage "I D:YDmHPJYpWo3MulDITZjJe4yieSV-RL9oBRX3?55se29Dz6avXwQmXLDcJ?B 1 rz_szAz55gq -11-8 15-10-10 -0-14 6-11-2 Scale = 1:46.6 4 6 11 5 4x8 = 3x6 II LOADING (�So SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.08 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.13 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 96 lb FT = 0% LUMBER- BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHOR D , 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS' _ I 2x4 SP No.3 'Except' WEBS 1 Row at midpt 4-5, 4-6 �i 2-7: 2x6 SP No.2 REACTIONS, (lb/size) 5=480/Mechanical, 7=691/0-8-0 Max Horz 7=503(LC 8) Max Uplift 5=-426(LC 8), 7=-369(LC 8) Max Grav 5=676(LC 13), 7=691(LC 1) I FORCES. I b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 2-3=-542/69, 3-4=624/323, 4-5-538/454 BOT CHOR 6-7=-392/258 WEBS 3-6=-494/531, 4-6=-564/779, 2-6=0/418, 2-7=-594/387 i NOTES- 1) Wind: AS i,,E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; 6=72ft; L=41ft; eave=5ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip OL=1.60 2) Plates ch ked for a plus or minus 0 degree rotation about its center. 3) This truss I as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This tru sI has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to g ider(s) for truss to truss connections. 6) Provide IT echanical connection (by others) of truss to bearing plate capable of withstanding 426 lb uplift at joint 5 and 369 lb uplift at joint 7. 7) This truss' esign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock,ile applied directly to the bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date; June 18,2018 WARlIv'(NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design at for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss s p6tem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pg pp�• building sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is alway �equired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrtcati 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 h formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jbb Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322721 J36229 A15G Roof Special Girder 2 Job Reference (optional) East Coast Truss, Ft. Fierce, FL 34946 6.'1LU s May'L4 zuit5 mi I eK Inaustrles, Inc. Mon Jun 16 U6:61:U/ 2Uld rage 1 I D:YD mHPJYp Wo3 Mul D ITZj Je4yieSV-NkGZc7ZKXiLatMJc5XcNcL W5Q9y7nt5KJHTz 13z55go 2-1-12 6-0-13 9-11-13 , 11-9-8 14-1-8 2-1-12 3-11-1 3-11-1 1-9-11 2-4-0 6.00 112 Scale = 1:45.1 3x6 II 48 = HUS26 4x6 _ HUS26 3x6 II 3x6 II HUS26 HUS26 HUS26 HUS28-2 LOADING ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 2 .0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.03 10-11 >999 240 TCDL 0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.04 10-11 >999 180 BCLL .0 Rep Stress Incr NO WB 0.41 Horz(CT) 0.00 8 n/a n/a BCDL 1 ..0 Code FBC2017/TP12014 Matrix -MS LUMBER- BRACING - TOP CHORE 2x6 SP No.2 TOP CHORD BOTCHORE 2x8 SP DSS WEBS • _ 2x4 SP No.3 `Except* BOT CHORD 6-8: 2x6 SP No.2 RIACTIONS (lb/size) 12=2020/0-3-0, 8=1872/0-8-0 • Max Horz 12=-559(LC 4) Max Uplift 12-806(1_C 8), 8=-526(LC 8) Max Grav 12=2240(LC 2), 8=2089(LC 25) i FORCES. ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOIR 1-12=-1901/741, 1-2=-840/396, 2-4=-1199/365, 4-5=-2210/508, 5-6=-1537/305, 6-7=-1410/216 BOT CHOIR 11-12=-218/439, 10-11=-278/1888, 9-10=-15111311, 8-9=-151/1311, 7-8=-151/1311 WEBS 4-11 =1 528/441, 4-10=-45/664, 5-10=-295/767, 5-9=-1019/455, 6-8=-380/185, 2-11=-1581 /682. 1-11=-831 /2207 Id PLATES GRIP MT20 244/190 Weight: 262 Ib 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. NOTES 11 - 1) 2-ply trus jto 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: 2x8 - 2 rows staggered at 0-9-0 oc. Webs con 1' ected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads a 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 conne 'tions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: AS E 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. 11; Exp C; ncl., GCpi=0.18, MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 plate grip DOL=1.60 4) Plates chi ked for a plus or minus 0 degree rotation about its center. 5) This truss ias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This tru s 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 bet 'een the bottom chord and any other members. 7) Provide ,i6chanical connection (by others) of truss to bearing plate capable of withstanding 806 lb uplift at joint 12 and 526 lb uplift at joint 8, it 8) Load cas (s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26. 27, 28 has/have been modified. Building signer must review loads to verify that they are correct for the intended use of this truss. 9) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-8-12 from the left end tol'8-8-12 to connect truss(es) to back face of bottom chord. 10) Use US HUS28-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 9-11-14 from the left end to connect truss(es) to back ace of bottom chord. 11) Fill all n it holes where hanger is in contact with lumber. 12) Hanger ) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1494 lb down and 601 lb up at &WARDING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. Design J; lid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss s stem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building esign. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is alway required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricati , storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety I ,formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 18,2018 Nut MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job' Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322721 J36229 At5G Roof Special Girder 2 2 Job Reference (optional) East Coast Trus$'j Ft. Pierce, FL 34946 LOAD CASE(S)I Standard 1) Dead +Roof live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa $ (plf) Vert: ,5-7=54. 7-12=-20 2=-1029 16=-34(B)17=-29(B)18=-29(B)19=-29(6)20=-29(B) 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:07 2018 Page 2 I D:YDmHPJYp Wo3MuIDITZjJe4yi e S V-NkGZc7ZKXi LatMJc5XcNcL W5Q9y7nt5KJHTz 13z55go Trapezoidal L16ads (plf) Vert:i,=-61-to-15=-83, 15=-2144o-5=-267 2) Dead + 0.75 oof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa $ (plf) Vert -7=-44, 7-12=-20 Concentrate '11Loads (lb) Vert9- 311(B)2=-890 16=-182(6)17=-178(B)18=-178(B)19=-178(B)20=-178(B) Trapezoidal loads (plf) Vert 1=-51-to 15=-73, 15=-1874o-5=-239 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Vert 5-7=14, 7-12=-40 Concentrate Loads (lb) Vert 9=-268(B)2=-751 Trapezoidal !oads (plf) Vert 1=-21-to-15=-43,15=-139-to-5=-192 4) Dead + 0.6 WFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loafs (plf) Ve I5-7=38, 7-12=-12 Ho r1-12=34,1-7=46 Concentrate Loads (lb) Ve : 9=36(B) 2=362 Trapezoidal oads (plf) Ve 1=31-to-15=9, 15=55-to-5=2 5) Dead + 0.6 WFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa s (plf) Ve 5-7=19, 8-12=-12, 7-8=34 Hot!: 1-12=-41, 1-7=27, 7-14=46 Concentrate, Loads (lb) Ve 9=36(B)2=283 Trapezoidal oads (plf) Ver t 1 =1 2-to-1 5=-1 1. 15=25-to-5=-27 6) Dead + 0.6 1 JWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniforh4 Loa s (plf) Ve 5-7=8,7-12=-20 Ho : 1-12=58, 1-7=22 ConcentrateI Loads (lb) Ve 19=44(B) 2=1278 Trapezoidal I oads (plf) Ve k 1=1-to-15=-21, 15=-184-to-5=-236 7) Dead + 0.6 AWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform LoE i s (plf) Vert! 5-7=38, 8-12=-20, 7-8=26 HoiI : 1-12=-16, 1-7=-24, 7-14=46 ConcentratEd Loads (lb) Ve •9=44(B)2=-810 Trapezoidal oads (plf) Ve": 1 =-45-to-1 5=-68, 15=171-to-5=-223 8) Dead + 0.6 WFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo s (plf) Ve : 5-7=55, 7-12=-12 Ho : 1-12=-52, 1-7=64 Concentrat 'd Loads (lb) Ve : 9=36(B) 2=601 Trapezoida oads (plf) Ve :1=48-to-15=26,15=102-to-5=50 9) Dead + 0.6 1 WFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo Is (plf) Ve': 5-7=21, 8-12=-12, 7-8=34 Hoy : 1-12=-52, 1-7=29, 7-14=46 Concentrat I'dLoads (lb) Ve : 9=36(B) 2=442 Trapezoida I Loads (plf) Ve i : 1 =1 4-to-1 5=-8, 15=48-to-5=-5 10) Dead +0.¢ MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform L fads (pig rt: 5-7=-16, 7-12=20 T'��rt: rz: 1-12=-28, 1-7=-2 Concented Loads (lb) 9=44(B) 2=-641 A.RNIII G - Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design va for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ® a truss sy tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �1• building dign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• is always r quI ed far 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 ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infprotation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jbb Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322721 J36229 A15G Roof Special Girder 2 Job Reference o tional East Coast Tr4s, Ft. Pierce, FL 34946 LOAD CASE S) Standard Trapezoidal Loads (plf) ert: 1=-23-to-15=-45, 15=-127-to-5=-179 11) Dead + 0 ¢ MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform L oads (plf) grt: 5-7=-16, 8-12=-20, 7-8=26 orz: 1-12=-28, 1-7=-2, 7-14=46 Concentr led Loads (lb) rt: 9=44(B) 2=-641 Trapezol I Loads (plf) ert: 1=23-to-15=45, 15=-127-to-5=-179 12) Dead: Lu p ber Increase=0.90, Plate Increase=0.90 Pit, metal=0.90 Uniform I Pads (plf) ert: 5-7=-14, 7-12=-20 Concentr'Ited Loads (lb) ert:9=-242(B)2=-473 16=232(13)17=-227(B) 18=-227(B) 19=-227(B) 20=-227(B) Trapezoi al Loads (plf) rt: 1=-21-to-15=-43, 15=-104-to-5=-156 13) Dead + Q 5 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform R ads (pit) �%rt: 5-7=-27, 7-12=-20 orz: 1-12=43, 1-7=17 Concentrated Loads (Ib) ert: 9=21(B) 2=1494 Trapezoi aI Loads (plf) ert: 1=34-to-15=-57, 15=-247-to-5=-299 14) Dead + J75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform loads (plf) )ert: 5-7=-62, 8-12=-20, 7-8=14 orz: 1-12=-12, 1-7=-18, 7-14=34 Concentrated Loads (lb) %ert: 9=-21(B) 2=-1143 Trapezol)) al Loads (plf) ert: 1 =-694o-1 5=-92, 15=-237-to-5=-290 15) Dead + 1 75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform oads (plf) ert: 5-7=45, 7-12=-20 F�orz: 1-12=-21, 1-7=-1 Concentrated Loads (lb) %ert: 9=-21(B) 2=-1016 Trapezoi al Loads (plf) pert: 1=-52-to-15=-75, 15=-204-to-5=-257 16) Dead + 11175 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform oads (plf) ert: 5-7=4 5, 8-12=-20, 7-8=14 orz: 1-12=-21, 1-7=-1, 7-14=34 Concent ated Loads (lb) ert: 9=21(B) 2=-1016 Trapezoal Loads (plf) (/ert: 1=-52-to-15=-75, 15=-204-to-5=-257 17) Reversa Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform oads (plf) ert: 5-7=38, 7-12=-12 orz: 1-12=34, 1-7=46 Concen ated Loads (lb) art: 9=-434(B)2=362 Trapezo tlal Loads (plf) Dart: 1=31-to-15=9, 15=55-to-5=2 18) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) ert: 5-7=19, 8-12=-12, 7-8=34 orz: 1-12=41, 1-7=27, 7-14=46 Concenl ated Loads (lb) ert:9=-434(B)2=283 Trapezot al Loads (plf) Vert: 1=12-to-15=-11, 15=25-to-5=-27 19) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) ,I ert: 5-7=8, 7-12=-20 Horz: 1-12=58, 1-7=22 Concen �ated Loads (Ib) Yert:9=-426(B)2=-1278 Trapezoitlal Loads (plf) I ert: 1=1-to-15=-21, 15=-184-to-5=-236 20) Revers I: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 U8:51:uf ZU18 Page 3 ID:YDmHPJYp Wo3MuIDITZjJe4yieSV-NkGZc7ZKXiLatMJc5XcNcL W5Q9y7nt5KJHTz13z55go ®WAR ING -Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MY-7473 rev. 1010312015 BEFORE USE. Design i lid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss stem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Ip� �• building esign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek• I alway required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricate , storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and BGSI Building Component 6904 Parke East Blvd. Safety I ormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 'Jo�/ Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res, T14322721 J36229 t A15G Roof Special Girder 2 Job Reference o tional East Coast �russ, Ft. Pierce, FL 34946 8.220 s May 24 ZU18 Mi I etc Inaustnes, Inc. Mon .tun its utj:oi:u/ zuiu rage i I D:YDm H PJYp Wo3Mu I DITZjJe4yieS V-N kGZc7ZKXiLatMJc5XcNcL W5Q9y7nt5KJ HTz 13z55go LOAD CAS (S) Standard Uniform -oads (plf) /ert: 5-7=-38, 8-12=-20, 7-8=26 orz: 1-12=-16, 1-7=-24, 7-14=46 Concert 'ated Loads (lb) /ert: 9=426(8) 2=-810 Trapez idal Loads (plf) Vert: 1=45-to-15=-68, 15=-171-to-5=-223 21) Revers Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform -oads (plf) yert: 5-7=55, 7-12=-12 iliorz:1-12=-52,1-7=64 Concen'ated Loads (lb) ert:9=-434(B)2=601 Trapezc dal Loads (plf) ert: 1=48-to-15=26, 15= 1 02-to-5=50 22) Revers : Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform'Loads (plf) Uert: 5-7=21, 8-12=-12, 7-8=34 orz: 1-12=-52, 1-7=29, 7-14=46 Concen ated Loads (lb) Vert:9=-434(B)2=442 Trapez(Idal Loads (plf) , ert: 1=14-to-15=-8, 15=484o-5=-5 23) Reversa: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform oads (plf) ert: 5-7=-16, 7-12=-20 orz: 1-12=-28, 1-7=-2 Concen ated Loads (lb) ,/ert: 9=-426(B) 2=-641 Trapez dal Loads (plf) ert: 1=-23-to-15=-45, 15=-127-to-5=-179 24) Reversd Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform,Loads (pit) ert: 5-7=-16, 8-12=-20, 7-8=26 orz: 1-12=-28, 1-7=-2, 7-14=46 Concen, ated Loads (lb) ert: 9=-426(B) 2=-641 Trapezc al Loads (pif) ert: 1=-234o-15=45, 15=-127-to-5=-179 25) Revers Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform -oads (plf) ert: 5-7=-27, 7-12=-20 Horz: 1-12=43, 1-7=17 Lricert ated Loads (lb) ert: 9=-41 B(B) 2=-1 494 Trapez ,dal Loads (plf) ert: 1=-344o-15=-57, 15=-247-to-5=-299 26) Revers Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform, oads (plf) 'Vert: 5-7=-62, 8-12=-20, 7-8=14 1j,,orz: 1-12=-12, 1-7=-18, 7-14=34 Concen {ated Loads (lb) Vert:9=-418(B)2=-1143 Trapezo dal Loads (plf) ,Jert: 1=-69-to-15=-92, 15=-237-to-5=-290 27) ReversDead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increas =1.60 Uniform-oads (plf) ert: 5-7=745, 7-12=-20 �IOrz: 1-12=-21, 1-7=-1. ConcenTated Loads (lb) Vert:9=-418(B)2=-1016 Trapez Idal Loads (plf) ert: 1=-524o-15=-75, 15=-204-to-5=-257 28) ReversA Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increas r=1.60 Uniform'Loads (plo Vert: 5-7=-45, 8-12=-20, 7-8=14 �lorz: 1-12=-21, 1-7=-1, 7-14=34 Concen fated Loads (lb) Vert: 9=-418(B) 2=-1 016 Trapezc Loads (plf) Zt: 1=-52-to-15=-75, 15=-204-to-5=-257 ® WAR ING -Verify design parameters and READWOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. Design ' lid for use only with MiTek® connectors, This design is based only uponparameters shown, and is for an individual building component, not a truss 'stem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building esign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is alway required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the piTek' fabricati , storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I�iformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 fJcia • r Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322722 J36229 A16 Half Hip 2 1 Job Reference o tional East Coast LOADING (p: TCLL 20 TCDL 7 BCLL 0 BCDL 10 LUMBER - TOP CHORD BOT CHORD WEBS OTHERS REACTIONS. FORCES. (I TOP CHORD BOT CHORD WEBS Ft. Pierce, FL 34946 6 d 3x6 = US = 4x4 I I 1 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:08 2018 Page 1 ID:YDmHPJYpWo3MulDITZjJe4yieSV-rwgxpTZyIOTRV WuofE8c9Z2lgZFKWI WTYxDWaVz55gn 7-1-8 14-1-8 6-10-0 7-M Scale: 1/4"=1' 4 N d 7 b 5 6x10 = 3x4 = 2x4 II 3x4 = SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.05 6-7 >999 240 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.10 6-7 >999 180 Rep Stress Incr NO WB 0.53 Horz(CT) 0.00 5 n/a n/a a Code FBC2017/TPI2014 Matrix -AS (4 SP No.2 (4 SP No.2 (4 SP No.3 *Except* 5: 2x6 SP No.2 (4 SP No.3 b/size) 7=807/0-3-0, 5=623/0-8-0 lax Horz 7=-438(LC 8) lax Uplift 7=-609(LC 8), 5=-226(LC 8) lax Grav 7=944(LC 14), 5=623(LC 1) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-7=646/451, 2-3=-445/91 6-7=0/349 2-7=-479/404, 3-6=-19/461, 3-5=-537/246 PLATES GRIP MT20 244/190 Weight: 90 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE F-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. II; Exp C; E=I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical right exposed; Lumber DOL=1.60 plate grip D O70 L=1.60 2) Plates check e,d for a plus or minus 0 degree rotation about its center. 3) This truss his been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss 0,�s 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 betwe n the bottom chord and any other members. 5) Provide mec lanical connection (by others) of truss to bearing plate capable of withstanding 609 lb uplift at joint 7 and 226 lb uplift at joint 5. 6) This truss d sign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock bJ applied directly to the bottom chord. 7) Hanger(s) oil iother connection device(s) shall be provided sufficient to support concentrated load(s) 444 lb down and 234 lb up at 0-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE( Standard 1) Dead + Roo ,Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Ve 1-4=-54, 7-8=-20 Michael S. Magid PE No.53681 Concentrate Loads (lb) MiTek USA, Inc. FL Cert 6634 Ve 1=-400 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 ® WARNIN 3 - Verity design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design vali �or use only with MrTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��n. a truss syst Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building de!s is always re gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Tired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ivi iTek' fabrication, Safety Info T orage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI'1 Quality Criteria, DSB-89 and SCSI Building Component ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. i Tampa, FL 36610 Job Truss Truss Type Qty Ply J36229-Kerns Cbnst: Shiffer/Lloyd Res. T14322723 J36229 A17 Roof Special Girder 2 1 Job Reference (optional) East Coast Truss. Ft. Pierce. FL 34946 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO, WEBS FORCES. TOP CHC BOT CHC WEBS 4-6-15 3-9-14 8.220 s May 24 2018 Mtl eK Industries, Inc. Mon Jun 18 08:51:09 2018 Page 1 ID:YDmHPJYpWo3MuIDITZjJe4yieSV-J70J 1 paa3Kbl6fT_CyfrhmbLoyTPFkpdmby36xz55gm 10-10-14 13-9-2 16-7-5 2-6-1 2-10� 2-10-4 5x5 = 3 Scale = 1:29.3 4x4 = 3x4 = 04 = 6.00 12 4 5 6 14 2 N 10 93x4 = 804 = 15 7 4x4 = 2x4 II 4x8 = N 4-6-15 8510-10-14 13-9-2 16-7-5 4-6-15 3-9-14 2-6-1 2-10-4 2-10-4 )sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP 0.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.78 13 >250 240 MT20 2441190 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.87 10-13 >225 180 0.0 Rep Stress Incr NO WB 0.5% Horz(CT) 0.45 7 n/a n/a 0.0 Code FBC2017rrP12014 Matrix -MS Weight: 69 lb FT = 0% BRACING- 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, 1-3: 2x6 SP DSS except end verticals. 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. 2x4 SP No.3 (lb/size) 1=62310-3-5, 7=613/Mechanical Max Horz 1=193(LC 5) Max Uplift 1=-332(LC 8), 7=-360(LC 8) Max Grav 1=623(LC 29), 7=613(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-319/70, 2-3=-1328/789, 3-4=-1520/922, 4-5=-2336/1399, 5-6=-1553/940, 6-7=-566/361 2-10=-730/1326, 9-1 0=-1 398/2394, 8-9=-894/1553 3-10=-375/718, 4-1 0=-1 099/686, 4-9=-356/285, 5-9=-532/823, 5-8=-406/311, 6-8=-912/1545 NOTES- � 1) Unbalan , d roof live loads have been considered for this design. 2) Wind: A . E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. II; Exp C,i ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6i plate grip DOL=1.60 3) Provide E decluate drainage to prevent water ponding. 4) Plates c cked for a plus or minus 0 degree rotation about its center. 5) This trus 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 beikeen the bottom chord and any other members. 7) Refer to 4 lirder(s) for truss to truss connections. 8) Bearing joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity :f bearing surface. 9) Provide r echanical connection (by others) of truss to bearing plate capable of withstanding 332 lb uplift at joint 1 and 360 lb uplift at joint 7. 10) Hanger ) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 43 lb up at 14-8-1 ;In top chord, and 14 lb down at 14-8-1 on bottom chord. The design/selection of such connection device(s) is the respon IN ity of others. 11) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i LOAD CAS(S) Standard 1) Dead + RP Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 WA IIIING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design did for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss stem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building ; esign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is alway i required for stability and to prevent collapse with.possible personal injury and property damage. -For general guidance regarding the fabricatli i, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component Safety d formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: M !Tek° 6904 Parke East Blvd. Tampa, FL 36610 June 18,2018 Jolt Truss Type City Ply J36229-Kerns Const: Shiffer/Lloyd Res. I �Truss T14322723 J36229 A17 Roof Special Girder 2 1 Jab Reference (optional) East Coast Trus', Ft. Pierce, FL 34946 I I LOAD CASES Standard Uniform Loa , (plf) Vert1-12=-76, 3-12=-54, 3-4=-54, 4-6=-54, 7-11=-20 Concentrate Loads (lb) Verti,15=-4(B) 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:09 2018 Page 2 ID:YDmHPJYpWo3MuIDITZjJe4yieSV--J70J 1 paa3Kbl6fr_CyfrhmbLoyTPFkpdmby36xz55gm WARNI G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I - 3 e1010312015 ® y g p R R A M 1747 rev. BEFORE USE. Design vali Ifor use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syst fn. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p�• building de n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek• is always r u8ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, forage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Info -mation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jdb Truss Truss Type Qty Ply J36229-Kerns Const.-Shiffer/Lloyd Res. T14322724 J36229 A19 Roof Special 2 1 Job Reference o tional East Coast Tru Ft. Pierce, FL 34946 4-5-2 8-3-0 8.220 s May 24 2018 MI I eK Industnes, Inc. Mon Jun 18 08:bl :10 Zulu Page I ID:YDmHPJYpWo3MulDITZjJe4yieSV-nJyhE9bCpdj9kp2BmfA4E_7XgMg 1_Eom?FideOz55gl 9-1-0 12-7-8 16-5-8 4-5-2 3-9-14 0-10-0 3-6-8 3-10-0 Scale = 1:29.1 5x5 = 3 4 4x4 = - 1x4 II 3x4 = 5 6 6.00 12 N 2 I O N V ,A I 93x4 = 8 7 US = 2x4 II 48 = I 1 � N i 4-5-2 8-3-0 9.1-0 1 -7-8 6-5-8 4-5-2 3-9-14 0-10-0 3.6-8 3-10-0 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20 Plate Grip DOL 1.25 TC o.88 Vert(LL) 0.71 12 >276 240 TCDL 7J�i Lumber DOL 1.25 BC 0.82 Vert(CT) -0.78 12 >251 180 BCLL 00Rep Stress Incr YES WB 0.41 Horz(CT) 0.40 7 n/a n/a BCDL 100 Code FBC2017rrP12014 Matrix -AS LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 73 lb FT = 0% TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. j 1-3: 2x6 SP SS BOT CHORD Rigid ceiling directly applied. BOT CHORD. 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=619/0-1-8, 7=606/Mechanical Max Horz 1=242(LC 5) Max Uplift 1=-328(LC 8), 7=-360(LC 8) Max Grav 1=630(LC 13), 7=606(LC 1) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=333/71, 2-3=-1358/802, 3-4=-1398/875, 4-5=-1031/655, 5-6=-1031/655, 6-7=-553/366 BOT CHORD 2-9=-765/1419, 8-9=-839/1482 WEBS 3-9=-209/420, 4-8=-526/304, 4-9=-255/228, 6-8=-640/1084 NOTES- 1) Unbalancec roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. ll; Exp C; E Icl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 rate grip DOL=1.60 3) Provide ad quate drainage to prevent water ponding. 4) Plates chec led for a plus or minus 0 degree rotation about its center. 5) This truss h Is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss Elias 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 betwE an the bottom chord and any other members. 7) Refer to girt er(s) for truss to truss connections. 8) Bearing at f hnt(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of ()fearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 10) Provide m6chanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint 1 and 360 lb uplift at joint 7, 11) This truss �esign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock a applied directly to the bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 ®WARNIII rG - 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sys em. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall � of building de sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always r uned for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,' forage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety hilt ifmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322725 J36229 A20 Roof Special Girder 2 1 Job Reference (optional) East Coast Ft. Pierce, FL 34946 4-5-2 4-5-2 6.00 12 2 3x8 = 8-3-0 3-9-14 t1.zzu S May z4 zu16 MI I eK Inausrrles, Inc. Mon Jun lit uo:n r i I Gulo rage i PJYpWo3MuIDITZjJe4yieSV-FV W4SVcgaxrOMzdNKNhJnBgham94jeNwEvRAAgz55gk 10-9-0 13-7-4 16-5-8 i 2-EO 2-10.4 2-10-4 5x5 = 3 4F��� 4x8 1x4 II = 4 5 10 9 8 15 4x4 = 1x4 II 3x10 = Scale = 1:29.1 4x4 = 6 N N 7 2x4 II N Plate Offsetsl(X.Y)— 12:0-7-4.Edgel, 14:0-5-8.0-2-01 LOADING (OSO 11 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL V.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.75 10-13 >259 240 MT20 244/190 TCDL Lumber DOL 1.25 BC 0.89 Vert(CT) -0.84 10-13 >233 180 BCLL �.O .0 Rep Stress Incr NO WB 0.58 Horz(CT) 0.43 7 n/a n/a BCDL .0 Code FBC2017rrP12014 Matrix -MS Weight: 69 lb FT = 0% LUMBER- I BRACING - TOP CHORI 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, 1-3: 2x6 SP DSS except end verticals. BOT CHORE 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-3-3 oc bracing. WEBS 2x4 SP No.3 I REAETION (lb/size) 1 620/0-1-8, 7=610/Mechanical Max Horz 1=191(LC 5) Max Uplift 1=-330(LC 8), 7=-358(LC 8) FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOI 1-2=318/70, 2-3=-13171781, 3-4=-1506/913, 4-5=-1543/932, 5-6=-1543/932, 6-7=-563/859 BOT CHOR 2-10=-721/1313, 9-10=-1389/2379, 8-9=-1371/2364 WEBS 3-10=-372/714, 4-10=-1098/687, 4-8=-859/557, 6-8=-903/1534 NOTES- I 1) Unbalanc d roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 plate grip DOL=1.60 3) Provide a iequate drainage to prevent water ponding. 4) Plates ch cked for a plus or minus 0 degree rotation about its center. = 5) This truss'Iitas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This tru 's 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 be ' een the bottom chord and any other members. 7) Refer to gi der(s) for truss to truss connections. 8) Bearing a jolnt(s) 1 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify capacity bearing surface. 9) Provide IT gchanical connection (by others) of truss to bearing plate at joint(s) 1. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 330 lb uplift at joint 1 and 358 lb uplift at joint I 11) Hanger ) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 43 lb up at 14-6-4 c i top chord, and 14 lb down at 14-6-4 on bottom chord. The design/selection of such connection device(s) is the responsilbility of others. 12) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Michael S. Magid PE No.53681 LOAD CASi(S) MiTek USA, Inc. FL Cart 6634 Standard 1) Dead + R of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Parke East Blvd. Tampa FL 33810 Date: I June 18,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design lid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss s' tern. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall�- building esign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 A''tre l.' is alway inquired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the t V 6 IC fabricate Sri, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety It; ormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jbb Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322725 J36229 A20 Roof Special Girder 2 1 � Job Reference (optional) Last coast I rul$s, Ft. vierce, t-L 34y4b LOAD CASE() Standard Uniform Loi ds (plf) Ve : 1-12=-76, 3-12=-54, 3-4=-54, 4-6=-54, 7-11=-20 Concentrat d Loads (lb) Ve,, : 15=-4(F) 0.Z4V J IVIGy 44 ZVI0 IVII ICn Illuu DIII.D, IIIV. IVIVII VulI IV VV.V I I Zv ray. I D:YDmHPJYpWo3MuIDITZjJe4yieSV-FV W4SVcgaxrOMzdNKNhJnBgham94jeNwEvRAAgz55gk AWAAING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design alid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss stem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall�• building I sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M i CT eik' is alway required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricate I , storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 J6b t Truss Type Oty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322726 J36229 �Truss A21 ROOF SPECIAL 1 1 Job Reference o lional East Coast I � Ft. Pierce, FL 34946 6.00 12 4-4.6 1-11-3 44 = 2 3 4x4 = 6.22U s may 24 2U16 MI I eK maustfles, mc. mon Jun Its U6:ol:lz zUl6 rage 1 JYpWo3MulDITZjJe4yieSV-ji4SfrcTLF—tz7CZu4CYJPDl oAdGS9A3SZBkjGz55gj 9-3-8 12-6-14 2-11-15 3-3-7 Scale = 1:21.4 3x4 = 5 8 3x4 = 7 6 3x8 = 2x4 II Plate Offsets X Y — 1:0-3-8 Ed e LOADING (p SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 2 :i0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.05 7-8 >999 240 MT20 2441190 TCDL j0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.07 7-8 >999 180 BCLL 10 Rep Stress Incr YES WB 0.36 Horz(CT) 0.02 6 n/a n/a BCDL 1 :0 Code FBC2017/TPI2014 Matrix -AS Weight: 56 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=457/0-1-8, 6=457/Mechanical • Max Horz 1=138(LC 7) Max Uplift 1=267(LC 8), 6=-268(LC 8) FORCES. (1 ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD j 1-2=-760/437, 2-3=-736/456, 3-4=-940/564, 4-5=-940/564, 5-6=-416/269 BOT CHORD i 1-8=-328/658, 7-8=-696/1183 WEBS 2-8=200/447, 5-7=-526/937, 3-8=-614/430, 3-7=-261/206 NOTES- 1) Unbalance 2) Wind: ASC II; Exp C; E D OL=1.60 3) Provide ad 4) Plates the 5) This truss 6) ` This trust will fit betty 7) Refer to gii 8) Provide mt 9) Provide m( joint 6. 10) This trusi roof live loads have been considered for this design. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber late grip DOL=1.60 auate drainage to prevent water ponding. :ed for a plus or minus 0 degree rotation about its center. is been. designed for a 10.0 psf bottom chord live load nonconcUrrent with any other live loads. 1as 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 an the bottom chord and any other members. er(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate at joint(s) 1. hanical connection (by others) of truss to bearing plate capable of withstanding 267 lb uplift at joint 1 and 268 lb uplift at iesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum )e applied directly to the bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 A WARN�'AIG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. Design va yid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy'em. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall ��• building d sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek� is always quired for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabricatio 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 In brmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322727 J36229 A22 ROOF SPECIAL 2 1 Job Reference (optional) Last (;oast Ft. Pierce, FL 3494b 4-4-6 4-4-6 6.00 12 4x4 = 2 5 3x6 I LOADING . sf) SPACING- 2-0-0 CSI. TCLL 0.0 Plate Grip DOL 1.25 TC 0.22 TCDL I7 Lumber DOL 1.25 BC 0.33 BCLL 0.0 .0 Rep Stress Incr YES WB 0.23 BCDL 11P.0 Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHOR 2x4 SP No.2 BOTt;HOR 2x8 SP DSS WEBS 2x4 SP No.3 REACTION . (lb/size) 1 =46110-1-8, 4=461/Mechanical • Max Horz 1=-96(LC 6) Max Uplift 1=-227(LC 8), 4=-79(LC 8) FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHOR 1-2=-931/427, 2-3=-913/423 BOT CHOR 1 1-5=-301/803, 3-5=-301/803 WEBS �� 2-5=-201/607 4-5-3 it s May Z4 ZU18 Mi l ek Industries, Inc. Mon Jun 18 08:51:13 ZO18 Page 1 3 4xl2 DEFL. in (loc) I/deft L/d Vert(LL) 0,13 8 >999 240 Vert(CT) -0.21 3 >695 180 HOrz(CT) 0.01 4 n/a n/a 3-9-5 Scale = 1:20.4 4 6x6 11 PLATES GRIP MT20 244/190 Weight: 53 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- d 1) Unbalanc roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6t�'Cas plate grip DOL=1.60 3) Plates chked for a plus or minus 0 degree rotation about its center. 4) This truss been designed for a 10.0 psf bottom chord live load nohconcurrent with any other live loads. 5) ' This Ill § 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 bet een the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide RBchanical connection (by others) of truss to bearing plate at joint(s) 1. 8) Provide r4achanical connection (by others) of truss to bearing plate capable of withstanding 227 lb uplift at joint 1 and 79 lb uplift at joint 4. 1 9) This truss esign 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. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 A WAR NG • Verify design parameters and REA D -- NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design v i lid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not i•,,,,Yp©� a truss s stern. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall , �@ building eQsign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing f iTe k^ is always squired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the VI fabricatio storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe[ In rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job' Truss Truss Type Qty Ply 136229-Kems Const: Shiffer/Lloyd Res. J T14322728 J36229 A23 Roof Special 2 1 Job Reference o tional East coast 19 Ft. Pierce, 1-L 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:14 2018 Page 1 ID:YDmHPJYp Wo3MulDITZjJe4yieSV-g4BC4WejtsEaDRLy?VEOOgIHUzGEw6tmwlggn9z55gh 4-4-6 8-2-4 10-8-6 r 4-4-6 3-9-14 2-6-2 4x4 = 2 LOADING (ps) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20. Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.15 5-10 >864 240 TCDL 7. Lumber DOL 1.25 BC 0.55 Vert(CT) -0.17 5-10 >725 180 BCLL 0. , . Rep Stress Incr YES WB 0.09 Horz(CT) 0.09 4 n/a n/a BCDL 10. Code FBC2017rrP12014 Matrix -AS LUMBER - TOP CHORD x4 SP No.2 `Except' I2-4: 2x6 SP No.2 BOT CHORD I2x4 SP No.2 WEBS i2x4 SP No.3 REACTIONS. (lb/size) 1 =390/0-1-8. 4=39510-2-8 Max Horz 1=126(LC 7) Max Uplift 1=-224(LC 8), 4=-228(LC 8) Max Grav 1=390(LC 1), 4=401(LC 14) FORCES. (lb -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-624/347, 2-3=-553/311 BOT CHORD 1-5=-154/526, 3-5=-150/511 NOTES- 1) Unbalancec 2) Wind: ASCI II; Exp C; E DOL=1.60 I 3) Plates chec 4) This truss h 5) • This truss will fit betwc 6) Bearing at j capacity of 7) Provide me 8) Provide me joint 4. 9) This truss d sheetrock I: Scale = 1:21.2 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. oof live loads have been considered for this design. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. ;I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber ate grip DOL=1.60 �d for a plus or minus 0 degree rotation about its center. a been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. as 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 n the bottom chord and any other members. nt(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify raring surface. ianical connection (by others) of truss to bearing plate at joint(s) 1, 4. ianical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 1 and 228 lb uplift at sign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum applied directly to the bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 ® WARNI G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. Design valit� for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss sys tlM. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �1• building de ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always r puired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication forage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf II mation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job' Truss Truss Type Qty Ply J36229-Kems Const.-Shiffer/Lloyd Res. T14322729 J36229 A24 Monopitch 4 1 Job Reference (optional) East Coast Ft. Pierce, FL 34946 8.22U s May 24 2U18 MI I eK Industries, Inc. Mon Jun 16 U8:b1:14 zuib Nage l I D:YDmHPJYpWo3MulDITZjJe4yieSV-g4BC4WejtsEaDRLy?VEOOgIJPzFKwxEMwtggn9z55gh 5-10-6 i 11-11-8 5-10-6 6-1-2 ld 4 72x4 II 5 3x4 = 3x4 = 3x6 II Scale = 1:35.8 LOADING (psf TCLL 20. TCDL 7. BCLL 0. BCDL 10. SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.51 BC 0.60 WB 0.77 Matrix -AS DEFL. in Vert(LL) 0.18 Vert(CT) .-0.14 Horz(CT) -0.00 (loc) I/deft L/d 5-6 >630 240 5-6 >810 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 66 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 `Except* 11 U7: 2x6 SP No.2 REACTIONS. '(lb/size) 5=328/0-3-8, 7=552/0-8-0 • ax Horz 7=378(LC 8) ax Uplift 5=-520(LC 8), 7=-538(LC 8) Max Grav 5=341(LC 2), 7=552(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-287/223, 3-4=-271/384, 4-5=-274/408 BOT_CHORD 6-7=-428/195 WEBS 4-6=-572/247.2-7=-311/307.3-6=-317/313 NOTES- 1) Wind: ASC II; Exp C; E exposed; Li 2) Plates chec 3) This truss h 4) ' This truss will fit betwi 5) Provide me joint 7. 6) This truss c sheetrock t 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. %, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; porch left and right fiber DOL=1.60 plate grip DOL=1.60 d for a plus or minus 0 degree rotation about its center. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tas 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 in the bottom chord and any other members, with BCDL = 10.Opsf. ianical connection (by others) of truss to bearing plate capable of withstanding 520 lb uplift at joint 5 and 538 lb uplift at Sign requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum applied directly to the bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 AWARNIN -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1117I1.7473 rev. 1010312015 BEFORE USE. Design vali �i(or use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syst fi. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building des gn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always re wired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, Jorage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality P Criteria, DSB-89 and BCSI BuildingComponent Safety Info ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. I, Tampa, FL 36610 Job Truss Truss Type City Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322730 J36229 ! A25 Monopitch 2 1 Job Reference (optional) East Coast Iss, Ft. Pierce, FL 34946 6.22U s May Z4 Zu18 Mi I eK moustnes, mc. Mon Jun 1ts ut$:51:15 2u1tt rage 1 ID:YDmHPJYpWo3MulDITZjJe4yieSV-8HIaHsfLeAMRraw8ZCmFxlrOXNbkfTPV9XPOJbz55gg 5-10-6 , 11-10-3 5-10-6 5-11-13 d 4 72x4 II 5 3x4 = 3x4 = 3x4 II LOADING ( ''9 SPACING- 2-D-0 CSI. DEFL. in (loc) I/defl Lid TCLL 2 .0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.11 5-6 >999 240 TCDL 0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.13 5-6 >845 180 BCLL 0 ' Rep Stress Incr YES WB 0.45 Horz(CT) -0.00 5 n/a n/a BCDL 1 .0 Code FBC2017frP12014 Matrix -AS LUMBER Top CHOR 2x4 SP No.2 BOT CHOR 2x4 SP No.2 WEBS* 2x4 SP No.3'Except' 2-7: 2x6 SP No.2 :;TION$'� (lb/size) 5=324/Mechanical, 7=549/0-8-0 • I Max Horz 7=483(LC 7) Max Uplift 5=-272(LC 5), 7=-423(LC 8) Max Grav 5=430(LC 13), 7=549(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHOR¢I 2-3=-314/144, 3-4=-331/303, 4-5=-351/291 BOT CHORd6-7=-349/345 WEBS III 4-6=347/407, 2-7=-310/289, 3-6=-287/323 NOTES- 1) Wind: AS, II; Exp C; DOL=1.6( 2) Plates chi 3) This truss 4) ` This truE will fit bet 5) Refer to g 6) Provide rr joint 7. 7) This truss Scale = 1:35.5 PLATES GRIP MT20 244/190 Weight: 65 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. iE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; 8=72ft; L=41ft; eave=5ft; Cat. ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber plate grip DOL=1.60 ked for a plus or minus 0 degree rotation about its center. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other IIVe.loadS: s 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 Teen the bottom chord and any other members. [der(s) for truss to truss connections. chanical connection (by others) of truss to bearing plate capable of withstanding 272 lb uplift at joint 5 and 423 lb uplift at 'Design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum be applied directly to the bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 WAR f NG -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design v lid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss s tem. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building sign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is alway � ,,.iued for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricate 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 Iformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. i Tampa, FL 36610 Job Truss Truss Type Qly Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322731 J36229 A26 Monopitch 7 1 Job Reference (optional) East CoasllTruss, Ft. Pierce, FL 34946 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO. WEDS FORCES. WEBS NOTES- 1) Wind: A; II; Exp C DOL=1.E 2) Plates cl 3) This trus 4) ' This tr1 will fit be 5) Refer to 6) Provide i joint 5. 7) This trus 0 �j 0 )sf) SPACING- 2-0-0 CSI. 0.0 Plate Grip DOL 1.25 TC 0.21 7.0 Lumber DOL 1.25 BC 0.23 0.0 Rep Stress Incr YES WB 0.03 0.0 Code FBC2017/TPl2014 Matrix -AS 8.220 s May Z4 ZUlb MI I eK Industries, Inc. Mon Jun 'IS US:bl:lb ZU16 Pagel I D:YDmHPJYpWo3MulDITZjJe4yieSV-cTJyVCgzPTUI SkVK7wHUUFNiVnOdOl EfNB9xs2z55gf 4-0-0 4-0-0 3 5 2x4 II 2x4 II J DEFL. in ([cc) I/deft L/d PLATES GRIP Vert(LL) ,-0.00 4-5 >999 240 MT20 244/190 Vert(CT) 0.00 4-5 >999 180 Horz(CT) -0.00 4 n/a n/a BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 *Except* 2-5: 2x6 SP No.2 (lb/size) 4=-86/Mechanical, 5=37710-8-0 Max Horz 5=168(LC 7) Max Uplift 4=-146(LC 14), 5=-402(LC 8) Max Grav 4=121(LC 8), 5=377(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-5=-218/255 Scale = 1:15.5 Weight: 19 lb FT = O% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. :E 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. =ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber plate grip DOL=1.60 cked for a plus or minus 0 degree rotation about its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 Peen the bottom chord and any other members. rder(s) for truss to truss connections. achanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 4 and 402 lb uplift at design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum be applied directly to the bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 WAR ING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design lid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss s stem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r _ building esign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is alway required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricate ip storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I Tformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job' Truss Truss Type Cty Ply J36229-Kerns Const: ShifferlLloyd Res. j T14322732 J36229 A27 Monopitch 2 1 Job Reference (optional) East Coast Tru*, Ft. Pierce, FL 34946 8.220 s May 24 2U78 Mi IeK Industries, Inc. Mon Jun 18 US:bl:1 f 2U16 F'age 1 I D:YDmH PJYp Wo3M u IDITZjJe4yieSV-4ftLiYg bAn c94u4Xgdoj OSwv_BPZ7 Ujocru U 0 Uz55ge 2-3-13 4-0-0 i 2-3-13 1-8-3 3 3x8 II 5 2x4 II 2x4 11 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20. Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 10 >999 240 TCDL 7. Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 10 >999 180 BCLL 0. Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 1 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHORD x4 SP No.2 BOT CHORD 12x4 SP No.2 WEBS x4 SP No.3 `Except` -5: 2x6 SP No.2 WEDGE it Left: 2x6-SP Nit! REACTIONS. FORCES. NOTES- 1) Wind: ASCE II; Exp C; En DOL=1.60 pl 2) Plates check 3) This truss he 4) `This truss f will fit betwei 5) Refer to gird 6) Provide mec 5 and 28 lb L 7) This truss de sheetrock be ze) 4=42/Mechanical, 5=144/0-8-0, 1=10510-5-8 Horz 5=168(LC 7) Uplift 4=-31(LC 5), 5=-141(LC 8), 1=-28(LC 8) Grav 4=53(LC 13), 5=188(LC 13), 1=126(LC 14) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:15.5 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. ., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber e grip DOL=1.60 i for a plus or minus 0 degree rotation about its center. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. (s) for truss to truss connections. Inical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 4, 141 lb uplift at joint lift at joint 1. gn requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum ipplied directly to the bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 A WARNIN - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid' r use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not f�• a truss syste. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ipsip�.�� building desi Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V1 iTek* is always re" ired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, s' rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36229-Kems Const: Shiffer/Lloyd Res. T14322733 J36229 AT01GE GABLE 1 1 Job Reference (optional) East Coast russ, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:19 2018 Page 1 I D:YDm HPJYp Wo3MulD ITZjJe4yieSV-02?57E i si OstJ C Evo2gB5t?77_yBbHA539NbTMz55gc 27-4-12 7-1-10 13114 16851 8- 20-3-0 239E 2 9-11 33-4-6 4050 7-1-10 511-10 2-7-1 -0-5 3EE 3EE -0- 2-7-1 5-11-10 7-1-10 5x6 = Scale = 1:90.4 2x4 II 7 4x8 5- 2x4 11 4x6 13-3-0 2x4 II 5x64X0 i 6 i 2x4 11 6.00 12 2x4 11 2x4 11 2x4 I 4x4 4 2x4 II 3 v 2x4 2 14-0-0 2x4 11 4x8 8 4x6 2x4 11 5x6 C II 9 2x4 II 4x8 -2x4 11 2x4 II T 10 4x4 11 N N 2x4 II 2x4 II 12 1I x4 II 2 I W 13Iu7 Id 0 22 3x6 II 5621 5758 59 20 19 18 17 16 3x6 II 15 3x6 II 14 d 4x8 = 2x4 II __ 5x8 =5x8 =5x8 =5x8 = 4x8 = 3x6 I 3x6 11 7x10 60 5x8 = 3x6 II 3x6 I 2x4 11 10x10 MISSHS = 10x10 M18SHS —_ 3x6 11 3x6 II 3x8 II 3x6 11 3x6 11 5x8 = 7x10 = 40E-0 2-0-0 7-1-10 13-1-4 160E 203D 274-132 33-4-6 3&2-349-10 2-0-0 S1-10 511-10 2-11-2 42-10 7-1-12 511-10 3 3 2-0-0 Plate Offset X Y 16:0-7-4 Ede 17:0-5-0 0-3-4 17:0-0-0 0-3-10 19:0-4-15 0-0-2 20:0-7-4 Ed e 1Qsf) LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.39 16-18 >680 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.64 16-18 >412 180 M18SHS 244/190 BCLL j10.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.03 18 n/a n/a BCDL 0.0 Code FBC2017/TP12014 Matrix -AS Attic 0.11 18-20 646 360 Weight: 391 lb FT = 0% LUMBER- 1 BRACING - TOP CHOR 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-7,7-10: 2x6 SP SS BOT CHORD Rigid ceiling directly applied. BOT CHOR 2x8 SP DSS `Except` JOINTS 1 Brace at Jt(s): 23 16-20: 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' • 12-14,2-22: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTION'). (lb/size) 14=1397/0-8-0, 22=1267/0-8-0, 18=880/0-8-0 Max Horz 22=-470(LC 6) Max Uplift 14=-656(LC 26), 22=-827(LC 8), 18=-338(LC 8) Max Grav 14=1637(LC 15), 22=1267(LC 1), 18=1609(LC 30) FORCES. b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR 1-2=-1221/546, 2-3=-1322/753, 3-5=-1818/608, 5-6=-1602/750, 7-8=-139/266, 8-9=-1446/735, 9-11 =-1 775/627, 11-12=-2019/711, 12-13=-1863/533 BOT CHOR 1-22=-500/1146, 21-22=-501/1337, 20-21=-501/1337, 18-20=-279/1422, 16-18=-220/1363, 15-16=-473/1709, 14-15=-473/1709, 13-14=-473/1709 WEBS 11-16=-440/302, 3-21=-844/296, 3-20=-443/871, 5-20=-356/281, 9-16=0/508, . 6-23=-1749/701,8-23=-1749/701,12-14=-404/368,2-22=-448/423 NOTES- 1) Unbalanc d roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. EEncl., II; Exp C; GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6( Iplate grip DOL=1.60 3) Truss des gned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable En I Details as applicable, or consult qualified building designer as perANSI/TPI 1. 4) All plates re MT20 plates unless otherwise indicated. 5) Plates ch 'cked for a plus or minus 0 degree rotation about its center. 6) Gable stu s spaced at 2-0-0 oc. 7) This truss ias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This trus 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 be een the bottom chord and any other members. 9) Ceiling de d load (5.0 psf) on member(s). 5-6, 8-9, 6-23, 8-23; Wall dead load (5.Opsf) on member(s).5-20, 9-16 Michael S. Magid PE No.53681 10) Bottorric Ord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 18-20, 16-18 11) Provide MiTek USA, Inc. FL Cert 6634 echanical connection (by others) of truss to bearing plate capable of withstanding 656 lb uplift at joint 14, 827 lb uplift at joint 22 6604 Parke East Blvd. Tampa FL 33610 nd 338 Ib uplift at joint 18. P 12) This tru s design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum Date: sheetro k be applied directly to the bottom chord. June 18,2018 AWAR Design % SING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. `id for use only with MiTek® connectors. This design is based a truss s only upon parameters shown, and is for an individual building component, not $tem. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall• building gsign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always equired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatio Safety 11gil storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB.89 and BCSI Building Component rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322733 J36229 AT01GE GABLE 1 1 Job Reference (optional) East Coas(ITruss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:19 2018 Page 2 I D:YD mH PJYp Wo3MulD ITZjJe4yieSV-02?57Ei si OstJC Evo2gB 5t?77yBbHA539NbTMz55gc NOTES- l 13) Hang (s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15 lb down and 22 lb up at 6-5-2, 48 lb down and 70 lb up at 6-11-7, 23 lb d wn and 34 lb up at 9-1-0, 23 lb down and 34 lb up at 10-1-0, and 48 lb down and 70 lb up at 12-1-0, and 15 lb down and 22 lb up at 12-9-0 on bottom chord. The d(;sign/selection of such connection device(s) is the responsibility of others. 14) Attic r(;om checked for U360 deflection. 15) In the ! OAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CA E(S) Standard 1) Dead +, cads Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform �oads (plf) art: 1-5=-54, 5-6=-64, 6-7=-54, 7-8=-54, 8-9=-64, 9-13=54, 1-20=-20, 19-20=-30, 18-19=-30, 16-18=-30, 13-16=-20, 6-8=-10 rag: 5-20=-10, 9-16=-10 Concen dated Loads (lb) iVert: 21=-37(F) 56=1 O(F) 57=-17(F) 5B=17(F) 59=37(1`) 60=10(F) ,&WARING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design 'lid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss s stem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall my building Iesign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is alway '�equired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatl n, 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 36610 J6b ' Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322734 J36229 I AT02 ATTIC 10 1 Job Reference (optional) East Coast T f s, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:20 2018 Page 1 I D:YDmHPJYp Wo3 M u I DITZjJe4yieS V-UEZTLaj UTi_kxMp 6 Mm LQe5YItOI QKkQ EI p79?pz55gb 2-3-13 7-1-10 13-14 15-&5 1 B-1 20-3-0 23-9-6 2 -9-11 27-4-12 33-4-6 38-2-3 40Ii-0 2-3-13 4-9-13 5-11-10 2-7-1 -0-5 3fi-6 3-6E -0.5 2-7-1 5-11-10 4-9-13 2-3-13 z 5x6 = AvA - Scale = 1:86.7 22 21 20 19 18 17 16 15 14 4x8 — 5x8 = 5x8 = 5x8 = 5x8 = 5x8 = 4x8 3x6 II 7x10 = 5x8 —7x10 = 3x6 II 3x6 I IOx10 M18SHS = 10x10 M18SHS = - 3x6 11 2-3-13 40-6-0 2-0-0 7-1-10 13-1-4 16-0-6 274-12 3311-6 36-2-3 3 0 2-0-0 4-9-13 6-11-10 2-11-2 11-4-6 5-11-10 4-9-13 0- 3 0.3-13 LOADING (p ,p SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20 Q Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.40 16-18 >659 240 TCDL 7 p Lumber DOL 1.25 BC 0.62 Vert(CT) -0.66 16-18 >404 180 BCLL 0 0 * Rep Stress Incr YES WB 0.47 Horz(CT) 0.03 18 n/a n/a BCDL 10 0 Code FBC2017fTP12014 Matrix -AS Attic 0.12 18-20 592 360 LUMBER - TOP CHORD BOTCHORD WEBS REACTIONS.' FORCES. (it TOP CHORD BOTCHORD WEBS 2x6 SP No.2 *Except* 4-7,7-10: 2x6 SP SS 2x8 SP DSS *Except* 16-20: 2x4 SP No.2 2x4 SP No.3 *Except* 12-14,2-22: 2x6 SP No.2 (lb/size) 14=1401/0-8-0, 22=1213/0-8-0, 18=801/0-3-8 Max Horz 22=-470(LC 6) Max Uplift 14=-651(LC 8), 22=-722(LC 8), 18=-182(LC 8) Max Grav 14=1631(LC 15), 22=1213(LC 1), 18=1503(LC 14) PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 338 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. JOINTS 1 Brace at Jt(s): 23 - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-1115/391, 2-3=-1204/582, 3-5=-1818/607, 5-6=-1598/747, 7-8=-1381265, 8-9=-1445/735,9-11=-1769/623,11-12=-2009/704,12-13=-1850/524 1-22=-352/1045, 21-22=-353/1236, 20-21=-353/1236, 18-20=-251/1403, 16-18=-219/1362, 15-16=-466/1699,14-15=-466/1699,13-14=-466/1699 9-16=0/508, 11-16=-430/295, 5-20=-346/276, 3-20=-351/740, 6-23=-1749/701, 8-23=-1749/701, 12-14=-400/362,2-22=-424/387, 3-21=-715/204 NOTES- I� 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC 17-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. II; Exp C; E I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 pte grip DOL=1.60 3) All plates or MT20 plates unless otherwise indicated. 4) Plates check d for a plus or minus 0 degree rotation about its center. 5) This truss h Is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss as 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 betwe n the bottom chord and any other members. 7) Ceiling dea load (5.0 psf) on member(s). 5-6, 8-9, 6-23, 8-23; Wall dead load (5.Opsf) on member(s).9-16, 5-20 8) Bottom cho I live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 18-20, 16-18 9) Provide me(I ianical connection (by others) of truss to bearing plate capable of withstanding 651 lb uplift at joint 14, 722 lb uplift at joint 22 and 82 lb uplift at joint 18. 10) This truss esign requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chord and 1/2" gypsum sheetrock a applied directly to the bottom chord. 11) Attic room ihecked for L/360 deflection. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 WARNIA Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2016 BEFORE USE. ■ Design vali , for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notes a truss syst. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p//� building des n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always re wired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the INI fabrication, orage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 J6b Truss Truss Type Qty Ply J36229-Kems Const: ShiHer/Lloyd Res. T14322735 J36229 AT03 ATTIC 1 1 Job Reference o tional East Coast Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Men Jun 18 08:51:21 2018 Page 1 I D:YDmH PJYp Wo3 Mul D ITZjJe4yieSV-zQ6 rYv46 EO6bZVOI vTsfAl5YPoh D3C_OXTsiXFz55ga 2-3-13 7-1-19 13-1-0 1 :8-5 1 8-1 20-3-0 23-9.6 2-9-1127-4-12 33-0� 38-2-3 40£-0 2313 4-9-13 571-10 2-7-1 -0-5 3{� 3bE -0.5 2-7-1 511-10 49-13 2-3-13 5x6 = 4x8 = 7 4x8 = 4x4 i 4x4 4x4 II 6 8 4x4 II 4x8 ! 5 23 9 6.00 12 2x4 II 4x8 0 4x4 i 4 17 10 4x4 d 3 11 2x4 I I 2x4 I I 2 13- 14-0-0 12 15;5;;�L13 N Ia q19 22 21 20 19 18 17 16 15 14 4x8 = == == 5x8 Sx8 5x8 Sx8 4x8 = 3x6 I 7x10 =5x8 5x8 =7x10 = 3x6 II 3x6 II 3x6 II 1Oxl0 M18SHS = 10x10 M18SHS = 2313 40bA 2-0.0 7-1-10 13-1-0 1GOb 26-7-e 27 2 33-4$ 38-2-3 3 2-0-0 4-9-13511-10 2-11-2 10-7-2511-10 49-13 0. 3 0313 2-0-0 Scale = 1:86.7 LOADING (p. SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20rp Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.12 20-21 >999 240 MT20 244/190 TCDL 74ib Lumber DOL 1.25 BC 0.40 Vert(CT) -0.11 20-21 >999 180 M18SHS 244/190 BCLL 0 Rep Stress Incr YES WE 0.45 Horz(CT) 0.01 14 n/a n/a BCDL 10 Code FBC2017lrP12014 Matrix -AS Attic -0.04 18-20 1776 360 Weight: 338lb FT=0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x8 SP DSS'Except* BOT CHORD Rigid ceiling directly applied. 16-20: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 23 WEBS 2x4 SP No.3 `Except' 12-14,2-22: 2x6 SP No.2 REACTIONS. i All bearings 0-3-8 except Qt=length) 14=0-8-0, 22=0-8-0. (lb) Max Horz 22=-470(LC 6) Max Uplift All uplift 100lb or less atjoint(s) except 17=-215(LC 8), 14=-503(LC 8), 22=-647(LC 8), 18=-189(LC 8) l Max Grav All reactions 250 lb or less atjoint(s) except 17=1353(LC 15), 14=911(LC 1), 22=968(LC 1), 18=1530(LC 14) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-773/315, 2-3=-927/504, 3-5=-678/414, 5-6=-709/584, 6-7=-377/207, 7-8=-377/211, 8-9=-714/588, 9-11=-670/409, 11-12=-807/480, 12-13=-665/303 BOT CHORD , 1-22=-284/752, 21-22=-290/984, 20-21=-290/984, 18-20=-117/843, 17-18=-77/661, 16-17=-151/750,15-16=-266/648,14-15=-266/648,13-14=-266/648 WEBS 9-16=-594/289, 11-16=-299/264, 5-20=-536/268, 3-20=-385/286, 6-23=-269/446, 8-23=-269/446, 12-14=-375/354, 2-22=-415/382 NOTES- t 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC I7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. II; Exp C; E cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 late grip DOL=1.60 3) All plates ar I MT20 plates unless otherwise indicated. 4) Plates chec ed for a plus or minus 0 degree rotation about its center. 5) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss as 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 betty n the bottom chord and any other members. 7) Ceiling deaf load (5.0 psf) on member(s). 5-6, 8-9. 6-23, 8-23; Wall dead load (5.Opsf) on member(s).9-16, 5-20 8) Bottom cho Q live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 18-20, 17-18, 16-17 9) Provide me anjcal connection (by others) of truss to bearing plate capable of withstanding 215 lb uplift at joint 17, 503 lb uplift at joint 14, 64 jib uplift at joint 22 and 189 lb uplift at joint 18. 10) This trussesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock a applied directly to the bottom chord. 11) Attic room checked for 1-/360 deflection. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 WARNI G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 1010312015 BEFORE USE. Design sys for use only will MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a Iruss syst' .Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall�• building de i 3n. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M I CT ek� is always re' uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I. fabrication, 'forage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info'nation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322736 J36229 AT04 Attic 2 1 Job Reference o tional East Coast Tru s, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:23 2018 Page 1 I D:YDmHPJYpWo3MulDITZjJe4yieSV-vpEczblMldMJopXhl uv7GjAuxcJAX50h_nLpc8z55gY 7-1-10 131-0 15-8-5 1 1 20J-0 Z 9-6 2-9-1127-4-12 33-1" 40-6-0 7-1-10 5-11-10 2-7-1 -0-5 36-0 3-6-6 -0. 2-7-1 511.to 7-1-10 Scale = 1:87.8 5x6 = 7 4x8 = 4x4 6 4x4 II 4x8 % 5 23 6.00 12 2x4 II 44 ! 4 3 2x4 11 2 48 = 8 4x4 44 9 48 10 44 11 2x4 11 12 N 1 13I Io 0 0 0 22 21 20 19 18 17 16 15 14 5x10 = 5x10 = _ 4x8 = 3x6 II 7x10 = 7x10 = 3x6 I 4x8 3x6 II 5x10 = WO= 3x6 II 1ox10 M18SHS= 5x10 = 5x10 = 10x10 M18SHS = 2-3-13 40-6-0 - 2-0-0 7-1-10 12-0.14 1 1 2030 26-7A 27 2 33-4-0 38-2-3 3 -0 2-0-0 49-13 411� -0-6 7-1-12 6-4-6 0 511-10 49-13 3 0313 2-0-0 Plate Offsets (Y)— 16:0-7-4 Ede 17:0-5-0 0-3-0 17:0-0-0 0-3-10 18:0-5-0 0-0.6 19:0-7-0 Ed e LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20A Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.22 17-19 >796 240 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.62 Vert(CT) -0.28 17-19 >606 180 M18SHS 244/190 BCLL 0. Rep Stress Incr YES WB 0.45 Horz(CT) 0.01 14 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix -AS Attic 0.03 16-17 750 360 Weight: 338 lb FT = 0% LUMBER- BRACING - TOP CHORD x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD �x8 SP DSS `Except* BOT CHORD Rigid ceiling directly applied. 16-19: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 23 WEBS 2x4 SP No.3 `Except* �-22,12-14: 2x6 SP No.2 REACTIONS. All bearings 0-3-8 except (jt=length) 22=0-8-0, 14=0-8-0. (lb) - Max Horz 22=-470(LC 6) {Nax Uplift All uplift 100 lb or less at joint(s) except 17=-309(LC 8), 22=-464(LC 8), 14=-429(LC 8), 20=-278(LC 8) ax Grav All reactions 250 lb or less atjoint(s) except 17=1629(LC 15), 22=886(LC 17), 14=806(LC 1), 20=1591(LC 14) i FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-523/76, 2-3=-566/250, 3-5=-609/268, 5-6=-595/477, 6-7=-427/266, 7-8=-428/264, 8-9=-597/476, 9-11=-580/269, 11-12=-646/380, 12-13=-515/207 BOT CHORD 1-22=61/475, 21-22=-163/661, 20-21 =-1 63/661, 19-20=-163/661, 17-19=-54/591, 16-17=-581712, 15-16=-1781507, 14-1 5=- 178/507, 13-14=-178/507 WEBS 11-16=-279/304, 9-16=-603/352, 5-19=-569/357, 6-23=-107/260, 8-23=-107/260, 2-22=-312/338, 12-14=-349/346, 3-21=-279/159, 11-15=-266/90 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASCE 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. II; Exp C; En 1 , GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 p1 to grip DOL=1.60 3) All plates are ,MT20 plates unless otherwise indicated. 4) Plates check 5) This truss ha d for a plus or minus 0 degree rotation about its center. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss h s 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 betwee 7) Ceiling dead the bottom chord and any other members. �ad (5.0 psf) on member(s). 5-6, 8-9. 6-23, 8-23; Wall dead load (5.Opsf) on member(s).9-16, 5-19, 2-22, 3-21 8) Bottom chordl'ive 9) Provide mecf{ load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 21-22, 17-19, 16-17 inical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 17, 464 lb uplift at joint 22, 429 10) This truss d I uplift at joint 14 and 278 lb uplift at joint 20. Michael S. Magid PE No.53681 requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock b isign MiTek USA, Inc. FL Cert6634 applied directly to the bottom chord. 11) NOTE: DU 6904 Parke East Blvd. Tampa FL 33610 TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION,,AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. Date: TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. June 18,2018 AWARNIN Ij Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 1010312015 BEFORE USE. Design valid r use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss systei i. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall�- building de Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always req red for sjability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infor tion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job' Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322737 J36229 AT05 ATTIC 2 1 Job Reference (optional) East Coast Trus Ft. Pierce, FL 34946 U.ZZU s may Zq ZU 10 1vu 1 ex muubuieb, u1c. IvlVn UVn 10 UO.0 1.41 GV 10 rage I D:YDmHPJYpWo3MulDITZjJe4yieSV-N?o_Axm_WxUAQz6tbbQMoxj41?f8GZAgDR5MBaz55gX 7-1-10 13-1-4 VEMI 1 8-1 2030 23-9-6 2 9-1127-4-12 3314-6 38-2-3 406-0 7-1-10 5-11-10 2-7-1 -0- -0-5 2-7-1 5-11-10 49-13 2-313 Scale = 1:87.8 5x6 = 7 4x8 = 4x8 = 4x4 � 6 8 4x4 4x4 II 4x4 11 4x8 ! 5 23 9 6.00 12 2x4 II 4x8 4x4 5- 4 10 4x4 g 11 2x4 II N 2x4 II 2 -.. .. �n_n_n 12 7 0 4x8 = 22 21 20 19 18 5x10 Sx10 17 16 15 14 = = 3x6 II 7x10 = 5x10 — 5x10 7x10 = 3x6 II 3x6 I 3x6 I 10x10 M18SHS = 5x10 = 4x8 = SAO = 10x10M18SHS = 2313 40-0-0 1 2-0-0 7-1-10 11-9-0 131-0 2030 26-7-a 27r412 33-45 38-2-3 38 0 4 6 0 2-00 4-9-13 4-66 1-5-4 7-1-12 6-4-8 5-11-10 49-13 0. 3 0313 1-6-0 Plate Offsets X - 16:0-7-4 Ede 17:0-5-0 0-3-0 17:0-0-0 0-3-10 18:0-5-0 0-0-2 19:0-7-0 Ed e LOADING (pst SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.22 17-19 >778 240 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.64 Vert(CT) -0.30 17-19 >585 180 M18SHS 244/190 BCLL O.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.01 13 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix -AS Attic 0.03 16-17 750 360 Weight: 338 lb FT = 0% LUMBER- BRACING - TOP CHORD x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x8 SP DSS *Except` BOT CHORD Rigid ceiling directly applied. f 6-19: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 23 WEBS 2x4 SP No.3 *Except* 2-22,12-14: 2x6 SP No.2 REACTIONS. All bearings 0-8-0 except Qt=length) 17=0-3-8, 20=0-7-10, 13=0-5-8. (lb)- ax Horz 22=471(LC 7) ax Uplift All uplift 100 lb or less at joint(s) except 17=-311(LC 8), 22=-507(LC 8), 14=-426(LC 8), 20=-459(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 17=1644(LC 15), 22=888(LC 2), 14=339(LC 15), 20=1426(LC 14), 13=501(LC 1) FORCES. (lb), Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 1-2=-498/136, 2-3=-584/314, 3-5=-679/259, 576=-640/472, 6-7=-409/269, 7-8=-410/267, 8-9=-640/470, 9-11=-684/262, 11-12=-886/376, 12-13=-815/204 BOT CHORD 1-22=-117/458, 21-22=-217/633, 20-21=-217/633, 19-20=-217/633, 17-19=-29/666, 16-17=-52/787, 15-16=-175/737, 14-15=-175/737, 13-14=-175/737 WEBS 9-16=-558/354, 11-16=-320/308, 5-19=-616/364, 6-23=-200/250, 8-23=-200/250, 2-22=-304/347, 3-21=-416/84, 12-14=-251/344 NOTES- Lf 1) Unbalanced live loads have been considered for this design. 2) Wind: ASCE-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. II; Exp C; En I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lu ber DOL=1.60 plate grip DOL=1.60 3) All plates ar, MT20, plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss h i4 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss F�as 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 betwe the bottom chord and any other members. 7) Ceiling deadY Cad (5.0 psf) on member(s). 5-6, 8-9, 6-23, 8-23; Wall dead load (5.0psf) on member(s).9-16, 5-19, 2-22, 3-21 8) Bottom chordT live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 21-22, 17-19, 16-17 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 lb uplift at joint 17, 507 lb uplift at joint 22, 426I1b uplift at joint 14 and 459 lb uplift at joint 20. Michael S. Magid PE No.53681 10) "A" indicat 4 Released bearing: allow for upward movement at joint(s) 13. 11) This truss sign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum MiTek USA, Inc. FL Cart 6634 sheetrock applied directly to the bottom chord. 6904 Parke East Blvd. Tampa FL 33610 12) NOTE: D I TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE Date: VIBRATIO AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. June 18,2018 t• g WARNIN .-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-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 sysU T. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall HV It building des In. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M �'i'�k' is always re #ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, i orage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII QualityCriteria, DSB-89 and BCSI Building Component Safety Info S nation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 9 p 6904 Parke East Blvd. �I Tampa, FL 36610 Job Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322737 J36229 AT05 ATTIC 2 1 Job Reference o tional East Coas (Truss, Ft. Pierce, FL 34946 NOTES- li 13) Attic r'om checked for U360 deflection. 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:24 2018 Page 2 I D:Y D mH PJYp Wo3 M u I DITZjJe4yieSV-N?o_Axm_WxUAQz6tbbQ Moxj41?f8GZAgD R5M8az55gX A WAR }JG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 10/03/2015 BEFORE USE.. Design va Id for use only with Wek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy tam. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �- building d ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` is always �quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fa fetatio 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 In prmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322738 J36229 AT06 ATTIC 2 1 I Job Reference o tional East Coast Toss, Ft. Pierce, FL 34946 8.ZZU s May 24 ZUIb Mi I eK Industries, Inc. Mon Jun 18 Ub:b1:Zb ZU16 Page 1 I D:YDmHPJYpWo3MulDITZjJe4yieSV-rCMMOHmcHEc117h38JxbL8FEVP?V?05zS5gwgOz55g W 2313 7-1-10 13- 158-11 8-1 2030 2}9-6 2-9-1127-4-12 33-4-6 36-2-3 40{4 2-}13 49-13 5-11-10 2-7-1 -0-5 3-0b 3-6-6 -0- 2-7-1 511-10 49-13 2-313 Scale = 1:87.8 5x6 = 7 4x8 = 08 = 4x4 % 6 8 4x4 4x4 11 4x4 11 4x8 i 5 23 9 6.00 12 2x4 II 4x8 n' 4x4 4 10 4x4 d 3 ¢ 11 Q 2x4 11 n 2x4 11 2 3- 14-0-0 12 13I� Id 0 o d 22 21 20 19 18 17 16 15 14 4x8 = 5x8 = 5x8 =Sx8 = 5x8 = 5x8 = 4x8 — 3x6 I 7x10 = =7x10 = 3x6 I 3x6 II 5x8 3x6 I 10x10 M18SHS = l0x10 M18SHS = 40-6-0 2-3-13 38-6-0 2-0.0 7-1-10 11-8-0 }1-4 2030 26-7-8 27 2 33-4-0 38-2-3 3 5 2.13 49-13 4-6-0 i-5-4 7-1-12 6-4-8 5-11-10 49-13 2 0.3-13 0-0-11 2-0-0 LOADING (�SO SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.22 17-19 >793 240 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.29 17-19 >596 180 M18SHS 244/190B BCLL 0 Rep Stress Incr YES W0.44 Horz(CT) 0.01 14 n/a n/a BCDL 1 .0 Code FBC2017/TP12014 Matrix -AS Attic 0.03 16-17 750 360 Weight: 338 lb FT = 0% LUMBER- BRACING - TOP CHOR 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORq 2x8 SP DSS *Except* BOT CHORD Rigid ceiling directly applied. 16-19: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 23 WEBS FORCES. TOP CHC BOT C WEBS 2x4 SP No.3 *Except* 12-14,2-22: 2x6 SP No.2 All bearings 0-8-0 except Qt=length) 17=0-3-8, 20=0-7-10. Max Horz 22=-470(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 17=-319(LC 8), 14=-420(LC 8), 22=-719(LC 8), 20=-540(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 17=1617(LC 15), 14=813(LC 1), 22=745(LC 1), 20=1307(LC 14) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-405/256, 2-3=-510/430, 3-5=-654/248, 5-6=-608/464, 6-7=-421/271, 7-8=-423/269, 8-9=-610/460, 9-11=-630/251, 11-12=-654/367, 12-13=-523/194 1-22=-219/393, 21-22=-338/405, 20-21=-338/405, 19-20=-338/405, 17-19=-33/634, 16-17=-46/746,15-16=-166/514,14-15=-166/514,13-14=-166/514 11-16=-272/308, 5-19=-528/373, 9-16=-585/360, 3-19=-5/456, 3-21=-601/0, 12-14=-348/345,11-15=-289/83,2-22=-292/348 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. 11; Exp C; Incl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; L umber DOL=1.60 plate grip DOL=1.60 3) All plates �e MT20 plates unless otherwise indicated. 4) Plates the ked for a plus or minus 0 degree rotation about its center. 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This trusIlen 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 be the bottom chord and any other members. 7) Ceiling de load (5.0 psf) on member(s). 5-6, 8-9, 6-23, 8-23; Wall dead load (5.Opsf) on member(s).5-19, 9-16 8) Bottom ch d live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 17-19, 16-17 9) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 319 lb uplift at joint 17, 420 lb uplift at joint 14, 719 lb uplift at joint 22 and 540 lb uplift at joint 20. 10) This trus$ design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetroc be applied directly to the bottom chord. 11) Attic roorp checked for U360 deflection. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 ®WARN kG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1117II.7473 rev. 1010312015 BEFORE USE. Design va id for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy iem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall HV building d ,hign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing tyt iTek" is always quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricator i 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 Inf ,irmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36229-Kems Const: Shiffer/Lloyd Res. T14322739 J36229 AT07G ATTIC GIRDER 2 4 Job Reference (optional) East Coast Ft. Pierce, FL 34946 d.zzu s May 24 2ugts MI I eK inausmes, Inc. Ivlon dun to uo:at:2o zD to rage 1 I D:YDmHPJYp Wo3Mu[DITZjJe4yieSV-Fh2VOJpVa9?buaQegRUlznlbgd??C FBQ823aHLz55gT 11-11-12 16-8-11 27-3-0 41-10 7311-3 8-0 11 20-3�0 23-9-5 2 -9-11 & 32-5-5 32 13 V 40E-0 4-1-10 3-9-9 0. -8 3-11-1 3-0 2S5 38-5 a-6-5 2-5-5 3-4 3-11-1 0. -0 39-9 41-10 6.00 12 5x6 — Scale = 1:100.2 410 M18SHS 4x1OM18SHS !�- 4x10 i 8 3x12 II WO II 4x6 4x14 �� 4x12 4x12 THIS TRUSS IS NOT SYMMETRIC. 7 9 34 6x10 // PROPER ORIENTATION IS ESSENTIAL. toxic -:r- 35 4x12 g 29 10 10xio -1,p 5 2x4 II 11 36 14 q 12 d 4x4 i M 4x4 4x6 i 13 4x10 3 3-0 2 4-0-0 14 N 1 15N rd I,b I� d 28 27 26 25 24 2337 38 22 3940 41 42 21 2019 4344 1g 5 46 17 16 d d 4x8 = 4x6 = 4x10 = 7x16 M18SHS = 3x6 = 4x6 II 4x12 = 4x6 = 4x8 6x8 M18SHS = = 3x8 II 8x12 = 5x10 = 4x6 II 46 II 4x6 II 4x6 II HUS26 3x8 II 412 II 5x10 = HUS26 HUS26 5x8 I HUS26 HUS28-2 5x8 M18SHS = HUS26 HUS26 HUS26 6x8 II HUS26 HUS26 HUS26 HUS26 HUS26 11-11-12 133-0 3850 2-0-0 41-10 7-113 8-011 11-1 -13 16-1-6 20-3-0 24-0-10 27-3-0 32-5-5 32 1336-46 9-2.3 4050 2-0-0 2.1-10 3-9-9 0. -8 3-11-1 0 1 2-10E 4-1-10 41-10 2-t0E -3-0 311-1 0. -8 3-9-9 -9-13 2-0-0 13-3 0-3-13 Plate Offsets ( ,Y)-- [2:0-1-12,0-2-0], [4:0-5-0,0-2-8], [5:0-8-13,0-0-10], [6:0-10-4,0-1-12], [9:0-1-0,0-2-0], [10:0-10-14,0-0-4], [11:0-7-8,0-1-12], [12:0-5-0,0-2-8], [16:0-5-8 o-1-Ri r1q•n_.ri_R n_?-d1 r9n•n-9-R n_?_d1 r93•n_R_n 0_9_Rl r93,n_n_n n_S_1m r9d•n_q_19 n_9_nl r?5•D-6-0 0-5-R1 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Vd TCLL 20 0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.52 20-24 >604 240 TCDL 7 0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.73 20-24 >428 180 BCLL 00 Rep Stress Incr NO WB 0.93 Horz(CT) 0.05 16 n/a n/a BCDL 100 Code FBC2017rTP12014 Matrix -MS Attic -0.27 20-24 637 360 LUMBER - TOP CHORD 2x6 SP DSS `Except` 4-7,9-12: 2x6 SP SS BOT CHORD 2x8 SP DSS `Except' 18-22,22-26: 2x4 SP 2850F 1.8E WEBS ' 2x4 SP No.3 `Except` 14-17,2-27,6-24,10-20: 2x4 SP No.2 14-16,2-28,11-19,5-25: 2x8 SP DSS REACTIONS. FORCES. (lb" TOP CHORD BOTCHORD WEBS NOTES- 1) 4-ply truss t, Top chords Bottom chof Webs conn( Attach TC vt Attach BC m 2) All loads are ply connecti 3) Unbalanced 4) Wind: ASCE II; Exp C; Er PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 1759 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. JOINTS 1 Brace at Jt(s): 29 (lb/size) 16=6679/0-8-0, 28=3542/0-8-0, 25=637/0-8-0 Max Horz 28=476(LC 7) Max Uplift 16=-4592(LC 8), 28=-2904(LC 8). 25=-2226(LC 31) Max Grav 16=11100(LC 2), 28=5729(LC 2), 25=1042(LC 4) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-797/276, 2-3=-5499/2538, 3-4=-8616/3993, 4-5=-10730/4455, 5-6=-13592/5374, 6-7=-8682/3652, 7-8=-437/1492, 8-9=-641/1996, 9-10=-8264/3468, 10-11=-12591/4745, 11-12=-13954/5829,12-13=-16334/6898,13-14=-10668/4356,14-15=-1656/669 1-28=-215/746, 27-28=-398/930, 26-27=-2135/4824, 25-26=-3511/7983, 24-25=-3337/9015,20-24=-3468/9819,19-20=-3818/10134,18-19=-6130/14960, 17-18=-3716/9324, 16-17=578/1549, 15-16=-578/1549 3-27=-2592/1259, 3-26=-1561/3531, 13-18=-3087/6445, 7-29=-11470/4715, 9-29=-11470/4715, 8-29=-139/460, 14-17=-3712/9199, 14-16=-9565/3936, 2-27=-2262/4855, 2-28=-5010/2428, 13-17=-4802/2668, 4-26=-3214/915, 12-18=-1989/1150, 6-24=-2607/11284, 10-20=-2673/9281, 4-25=-126/2145, 12-19=-6017/2835, 11-19=-2321/4001, 5-25=-7463/2228, 11-20=-7733/4308, 6-25=-1111/1644 be connected together with 1 Od (0.131"x3") nails as follows: 3nnected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. s connected as follows: 2x8 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-9-0 cc. ted as follows: 2x4 - 1 row at 0-9-0 cc, 2x8 - 2 rows staggered at 0-9-0 cc. 1/2" diam. bolts (ASTM A-307) in the center of the memberw/washers at 4-0-0 cc. 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 cc. :onsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to 1s have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. oof live loads have been considered for this design. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19f; B=72ft; L=41ft; eave=5ft; Cat. I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: (, jWARNlN,- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design vali 'for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syst m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall r� �g �• building des gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' V I iTe k� is always re ved for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, orage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infoi,1pation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 June 18,2018 Jbb Truss Qty Ply J36229-Kerns Const:Shiffer/Lloyd Res.T14322739 TTruTsIsType J36229 AT07G GIRDER 2 Job Reference o tional East Coast Ttitss, Ft. Pierce, FL 34946 8.220 s May 24 2018 Mil Industries, Inc. Mon Jun 18 08:51:28 2018 Page 2 I D:YDm H P JYp Wo3MulD ITZjJe4yi eS V-Fn2VOJ pVa9?buaQeq RU Izntbgd??C FBO823a HLz55gT NOTES- 5) All plates I �e MT20 plates unless otherwise indicated. 6) Plates che`clked for a plus or minus 0 degree rotation about its center. 7) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This trus 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. 9) Ceiling del d load (5.0 psf) on member(s). 6-7, 9-10, 7-29, 9-29; Wall dead load (S.Opsf) on member(s).6-24, 10-20 10) Bottom cord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 20-24 11) Provide I iechanical connection (by others) of truss to bearing plate capable of withstanding 4592 lb uplift at joint 16, 2904 lb uplift at joint 28 and 2226 lb uplift at joint 25. 12) Load casef(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33 has/have been modified. Building designer e must rev w loads to verify that they are correct for the intended use of this truss. 13) This trus has large uplift reaction(s) from gravity load cases) at Joint 25. Proper connection is required to secure truss against upward movement Blithe bearings. Building designer must pro' ide for uplift reactions indicated. 14) Use USF IHUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 12-11-7 from the left end to 34-11-7 to connect truss(es) o back face of bottom chord. 15) Use US ! HUS28-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 36-4-6 from the left end to connect truss(es) to back face of bottom chord. 16) Fill all na holes where hanger is in contact with lumber. 17) Hanger() or other connection devices) shall be provided sufficient to support concentrated load(s) 3784 lb down and 2368 lb up at 28-6-4, and 281 lb down and 176 lb up at 26j16-4 on top chord. The design/selection of such connection devices) is the responsibility of others. 18) Attic too li checked for U360 deflection. LOAD CASE(S) Standard 1) Dead + R 6f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Leads (plf) V�t: 1-6=-54, 6-7=-64, 7-8=-54, 8-9=-54, 9-34=-64, 13-15=-54, 1-24=-20, 23-24=-30, 22-23=-30, 21-22=-30, 20-21=-3Q 15-20=-20, 7-9=-10 D ag: 6-24=10, 10-20=-10 Concentra ed Loads (lb) V;k:18=-74(B)17=-642(B)24=-74(B)35=-146 36=-1969 37=-74(8)38=-74(B)39=-74(B)40=-74(B)41=-74(B)42=-74(B)43=74(13)44=-74(B)45=-74(B) Trapezoid Loads (pli) V ft 34=-71-to-10=-90, 10=-80-to-36=-86, 36=-341-to-13=-391 2) Dead + 0. II5 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25; Plate Increase=1.25 Uniform Ldads (plf) V It: 1-6=-44, 6-7=-54, 7-8=-44, 8-9=44, 9-34=-54, 13-15=44, 1-24=-20, 23-24=-91, 22-23=-90, 21-22=-90, 20-21=-91, 15-20=20, 7-9=10 D fag: 6-24=-1 Q 10-20=-10 Concentra ed Loads (lb) V ° 18=-358(B)17=-596(B)24=-358(B)35=-245 36=-3299 37=-358(B)38=-358(B)39=-358(B)40=-358(B)41=-358(B)42=358(B)43=-358(B)44=-358(B) 4-358(B)46=-358(B) Trapezoid Loads (plf) V : 34=-61-to-10=-80, 10=-704o-36=-76, 36=-50340-13=553 3) Dead '+ U. nhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo ds (plf) Ve��t: 1-6=-14, 6-7=-24, 7-8=-14, 8-9=-14, 9-34=-24, 13-15=14, 1-24=-40, 23-24=-3D, 22-23=-30, 21-22=-30, 20-21=-30, 19-20=40, 18-19=40, 15-18=-40, 7-9=-10 D;;g: 6-24=-10, 1 D-20=-10 Concentrated Loads (lb) Vert:17=-550(B)35=-107 36=-1437 Trapezoid 11 Loads (plf) VC : 34=-31-to-10=-50, 10=40-to-36=46, 36=-232-to-13=-282 4) Dead + 0.6I11 WFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa,ds (plf) V �t: 1-6=19, ll3, 7-8=19. 8-9=38, 9-34=32, 13-15=38, 1-25=34, 24-25=-12, 23-24=-18, 21-23=-18, 20-21=-18, 151' O=12, 7-9=-6 H �z: 1-8=-27, 8-15=46, 1-31=-46, 25-26=-46 Dr ig: 6-24=-10, 10-2l0 Concentrat' d Loads (lb) Vert: 17=126(B) 35=142 36=1912 Trapezoid Loads (plf) Ve : 34=25-to-1l 10=12-to-36=6, 36=254-to-13=203 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lods (plf) VeI� 1-6=38, 6-7=32, 7-8=38, 8-9=19, 9-34=13, 13-15=19, 1-28=-12, 25-28=34, 24-25=-12, 23-24=-18, 21-23=-18, 2021=-18, 16-20=-12, 15-16=34, 7-9=-6 He , 1-8=-46, 8-15=27, 25-26=46, 15-33=46 Dr g: 6-24=-10, 10-20=-10 Concert d Loads (lb) Ve :17=126(B)35=142 36=1912 Trapezoida (Loads (plf) Ve : 34=6-to-Il13, 1 0=-7-to-36=- 13, 36=234-to-1 3= 184 6) Dead + 0.6 WFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo Ids (plf) Ve : 1-6=-38, 6-7=-48, 7-8=-38, 8-9=8, 9-34=-2, 13-15=8, 1-25=26, 24-25=-20, 23-24=-30, 22-23=-30, 21-22=-30, 20 1=-30, 15-20=-20, 7-9=-10 Ho' : 1-8=24, 8-15=22, 1-31=-46, 25-26=-46 Dr'g: 6-24=-10, 10-20=-10 Concentrat °d Loads (Ib) Ve : 17=134(B) 35=-115 36=-1550 Trapezoida Leads (plf) Ve : 34=-9-to-10=-28, 10=-18-to-36=-24, 36=-224-to-13=-275 AWARNIIiVG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design vali I for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sys m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building de gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, forage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 QualityCriteria, DSB-89 and BCSI BuildingComponent Safety Inf 7ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. P 6904 Parke 3661East Blvd. �,i Tampa, FL 36610 Job' Truss Truss Type Qty Ply J36229-Kerns Const: ShiHer/Lloyd Res. T14322739 J36229 AT07G ATTIC GIRDER 2 4 Job Reference o tional East Coast Truj's, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:28 2018 Page 3 I D:YDmHPJYp Wo3MulDITZjJe4yieSV-Fn2VOJpVa9?buaQegRUlznlbgd??CFBQ823aHLz55gT LOAD CASE(' Standard 7) Dead + 0.6 1 WFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa s (plf) Ve 1-6=8, 6-7=-2, 7-8=8, 8-9=-38, 9-34=-48, 13-15=-38, 1-28=-20, 25-28=26, 24-25=-20, 23-24=-30, 22-23=-30, 21-22=-30, 20-21=-30, 16-20=-20, 15-16=26, 7-9 i.10 Ho 'I 1-8=-22, 8-15=-24, 25-26=-46, 15-33=46 Dra is 6-24=-10, 10-20=-10 Concentrate Loads (lb) Ve 17=134(8)35=-115 36=-1550 Trapezoidal oads (plf) Vert 34=-55-t0-10=74, 10=-64-to-36=-70, 36=-271 -to-1 3=321 8) Dead + 0.6 WFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loas (plf) Vert 1-6=55, 6-7=49, 7-8=55, 8-9=55, 9-34=49, 13-15=55, 1-25=34, 24-25=-12, 23-24=-18, 21-23=-18, 20-21=-18, 15-20=-12, 7-9=-6 Ho 1-8=-64, 8-15=64, 1-31=-46, 25-26=-46 Dra 6-24=-10, 10-20=10 Concentrate Loads (lb) Ver 17=126(B)35=176 36=2368 Trapezoidal 'oads (plf) Ver 34=42-to-10=23, 10=29-to-36=23, 36=330-to-13=280 9) Dead + 0.61 WFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa s (plf) Ve i 1-6=21, 6-7=15, 7-8=21, 8-9=21, 9-34=15, 13-15=21, 1-28=-12,25-28=34, 24-25=-12, 23-24=-18, 21-23=-18, 20-21=-18, 16-20=-12,15-16=34, 7-9=-6 Ho 1-8=-29, 8-15=29, 25-26=-46, 15-33=46 Dra: 6-24=-10, 10-20=-10 ConcentrateLoads(lb) ) Ve17=126(B)35=108 36=1455 Trapezoidal) oads (plo V34=8-to-10=-11, 10=-5-to-36 =-11, 36=178-to-13=127 10) Dead +06VRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo ids (plf) Ve : 1-6=-16, 6-7=-26, 7-8=-16, 8-9=-16, 9-34=26, 13-15=-16, 1-25=26, 24-25=-20, 23-24=-30, 22-23=30, 21-22=30, 20-21=-30, 15-20=-20, 7-9=-10 Hone 1-8=2, B-15=-2, 1-31=46, 25-26=-46 Dr g: 6-24=-10, 10-20=-10 Concentrated Loads (lb) Ve :17=134(B)35=-91 36=-1227 TrapezoidI Loads (plf) Ve : 34=-33-to-10=-52, 10=-42-to-36=-48, 36=-206-to-13=-257 11) Dead + 0.6 vIWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo ds (plf) Ve l : 1-6=-16, 6-7=-26, 7-8=-16, 8-9=-16, 9-34=-26, 13-15=-16, 1-28=-20, 25-28=26, 24-25=-20, 23-24=-30, 22-23=30, 21-22=-30, 20-21=-30, 16-20=20, 15.16=26, 7-9=-10 Ho 1-8=2, 8-15=-2, 25-26=-46, 15-33=46 Di. 6-24=10, 10-20=-10 Concentrat id Loads (lb) Ver�Loads (P �) 35=-91 36=-1227 Trapezoida Ve : 34=-33-to-10=-52, 10=42-to-36=48, 36=20640-13=257 12) Dead + Att Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Lo a ds (plf) Ve : 1-6=-14, 6-7=-24, 7-8=-14, 8-9=-14, 9-34=-24, 13-15=-14, 1-24=-20, 23-24=-111, 22-23=-110, 21-22=-110, 20 1=-111, 15-20=-20, 7-9=-10 Dr II : 6-24=-10, 10-20=-10 Concentraf d Loads (lb) Ve :18=-452(B)17=-459(B)24=-452(B)35=-225 36=-3033 37=-452(B) 38=-452(B) 39=-452(B) 40=-452(b) 41 =-452(B) 42 452(B)43=-452(B)44=-452(B)45=-452(B)46=-452(B) Trapezoid a Loads (plf) Ve, : 34=-31 -to-1 0=-50, 10=40-to-36=46, 36=-439-to-13=489 13) Dead: Lum jer Increase=1.00, Plate Increase=1.00 Uniform Lo ids (plf) Ve',: 1-6=1 4, 6-7=-24, 7-8=-14, 8-9=-1 4, 9-34=-24, 13-15=-14, 1-24=-20,23-24=-111, 22-23=-110, 21-22=-110, 20 21=-111, 15-20=-20, 7-9=-10 Dr 'g: 6-24=-10, 10-20=-10 Concentrated Loads (lb) Ve]%:18=-452(B)17=-459(B)24=-452(B)35=-225 36=-3033 37=-452(B)38=-452(B)39=-452(6)40=-452(B)41=-452(B) 42 452(B)43=-452(B)44=-452(8)45=-452(B)46=-452(B) Trapezoida Loads (plf) Ve : 34=-31-to-10=-50, 10=40-to-36=46, 36=-4394o-13=-489 14) Dead + 0.7 Roof Live (bat.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1 0 ®WARNIN �I. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid or use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ` a truss syste Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall T building desi . Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M i 9ek' is always re' fired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, s rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info anon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jdb Truss Truss Type City Ply J36229-Kems Const: Shiffer/Lloyd Res. � T14322739 J36229 AT07G ATTIC GIRDER 2 A 'F Job Reference o tional East Coast Tress, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:28 2018 Page 4 I D:YDmHPJYpWo3MulDITZjJe4yieSV-Fn2VOJpVa9?buaQegRUlzntbgd??CFBQ823aHLz55gT LOAD CASES) Standard Uniform I'oaCIS (plf) ert: 1-6=-62, 6-7=-72, 7-8=-62, 8-9=27, 9-34=-37, 13-15=-27, 1-25=14, 24-25=-20, 23-24=-91, 22-23=-90, 21-22=-90, 20-21=91, 15-20=-20, 7-9=-10 orz: 1-8=18, 8-15=17, 1-31=-34, 25-26=-34 rag: 6-24=-10, 10-20=-10 Concentr Ited Loads (lb) `art: 17=-3(B) 35=-281 36=-3784 Trapezoi(,,al Loads (plf) %fft: 34=44-110-10=-63, 10=-53-to-36=-59, 36=-549-to-13=-599 15) Dead + 0 75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform L trz: gads (pif) rt: 1-6=-27, 6-7=-37, 7-8=-27, 8-9=-62, 9-34=-72, 13-15=-62, 1-28=-20, 25-28=14, 24-25=-20, 23-24=-91, 22-23=-90, 21-22=-90, 20-21=-91, 16-20=-20, 16=14, 7-9=-10 1-8=-17. 8-15=-18, 25-26=-34, 15-33=34 1,ag: 6-24=-10, 10-20=-10 Concentr ted Loads (lb) ert: 17=-3(B) 35=-281 36=-3784 Trapezoidal Loads (plf) wort: 34=-79-to-10=98, 10=-88-to-36=-94, 36=-584-to-13=-634 16) Dead + 0''5 Roof Live (ball + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform ads (plf) ;rt: 1-6=45, 6-7=-55, 7-8=45, 8-9=45, 9-34=-55, 13-15=45, 1-25=14, 24-25=-20, 23-24=-91, 22-23=-90, 21-22=-90, 20-21=-91, 15-20=-20, 7-9=-10 orz: 1-8=1, 8-15=-1, 1-31=-34, 25-26=-34 rag: 6-24=-10, 10-20=-10 Concentr ied Loads (lb) d ert: 17=3(B) 35=-263 36=-3541 Trapezol Loads (pit) Irt: 34=-62-to-10=-81, 10=-71-to-36=-77, 36=-536-to-13=-586 17) Dead + III 5 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRSWind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniformads (plf) rt: 1-6=-45, 6-7=-55, 7-8=45, 8-9=-45, 9-34=-55, 13-15=-45, 1-28=-20, 25-28=14, 24-25=-20, 23-24=-91, 22-23=-90, 21-22=-90, 20-21=-91, 16-20=-20, 1-16=14, 7-9=-10 FIlorz: 1-8=1, 8-15=-1, 25-26=-34, 15-33=34 DI,;ag: 6-24=-10, 10-20=-10 Concentr$ted Loads (lb) Vrt: 17=-3(B) 35=-263 36=-3541 Trapezoi I Loads (plf) V T rt: 34=-62-to-10=-81, 10=-71-to-36=47, 36=-536-to-13=-586 18) 1st Dead Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L ads (plf) V art: 1-6=-54, 6-7=-64, 7-8=54, 8-9=-14, 9-34=-24, 13-15=-14, 1-24=-20, 23-24=-30, 22-23=-30, 21-22=-30, 20-21=-30, 15-20=-20, 7-9=-10 D ag: 6-24=10, 10.20=-10 Concentr ed Loads (lb) V rt: 18=74(B) 17=-642(B) 24=-74(B) 35=-146 36=-1969 37=-74(B) 38=-74(B) 39=-74(B) 40=-74(B) 41=-74(B) 42=-74(B) 43=-74(B) 44==74(B) 45=-74(B) 4 -74(B) Trapezoidal Loads (plf) V rt: 34=-31-to-10=50, 10=40-to-36=46, 36=-301 -to-1 3=-351 19) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate In6rease=1.25 Uniform L dads (plf) V rt: 1-6=-14, 6-7=-24, 7-8=-14, 8-9=-54, 9-34=-64, 13-15=-54, 1-24=-20, 23-24=-30, 22-23=-30, 21-22=-30, 20-21=-30, 1 20 -20, 7-9 -10 D ag: 6-24=-10, 10-20=-10 Concentr ed Loads (lb) C V rt: 18=-74(B) 17=-642(B) 24=-74(B)-35=-146 36=-1969 37=-74(B) 38=-74(B) 39=-74(B) 40=-74(B) 41=-74(B) 42=-74(B) 43�-74(B) 44=-74(13) 45=-74(B) 46=-74(B) Trapezoidil I Loads (plf) Vrt: 34=-71-to-10=-90, 10=-80-to-36=86, 36=-341-to-13=-391 20) 3rd Dead 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform L ads (plf) 12g: :1-6=44, 6-7=-54, 7-8=-44, 8-9=-14, 9-34=-24, 13-15=-14,1-24=-20, 23-24=-91, 22-23=-90, 21-22=-90, 20-21=-91, 0=-20, 7-9=-10 6-24=-10, 10-20=-10 Concentrated Loads (lb) V rtr( 18=-358(8) 17=-596(B) 24=-358(B) 35=-245 36=-3299 37=-358(B) 38=-358(B) 39=-358(B) 40=-358(8) 41=-358(8) 4 II-358(B) 43=358(B) 44=-358(B) 45=-358(B) 46=-358(B) Trapezoidlil'�-t: t Loads (plf) V: 34=-31-to-10=50, 10=-40-to-36=-46, 36=-473-to-13=-523 21) 4th Dead0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Lads (pit) V 1-6=-14, 6-7=-24, 7-8=-14, 8-9=-44, 9-34=-54, 13-15=-44, 1-24=-20, 23-24=-91, 22-23=-90, 21-22=-90, 20-21=-91, 1 i20=-20, 7-9=-10 D g: 6 24=-10, 10.20=-10 Concentra ed Loads (lb) V,":18=-358(B)17=-596(B)24=-358(B)35=-245 36=-3299 37=358(B) 38=-358(B) 39=358(B) 40=-358(B) 41 =-358(B) 42 358(B)43=-358(B)44=-358(B)45=-358(B)46=-358(B) Trapezoidal Loads (pit) Vey : 34=-61-to-10=-80, 10=-70-to-36=-76, 36=-503-to-13=-553 AWARNIf�-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. ���• Design vatic ;,for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss m syst . Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building des gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety InfoI T ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36229-Kerns Cons: Shiffer/Lloyd Res. ' T14322739 J36229 AT07G ATTIC GIRDER 2 4 i Job Reference (optional) East Coat Truss, Ft. Pierce, FL 34946 LOAD CA8E(S) Standard 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:28 2018 Page 5 I D:YDmHPJYpWo3MulDITZjJe4yieSV-Fn2VOJpVa9?buaQegRUlzntbgd??CFBQ823aHLz55gT 22) Reve�,§al: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=19, 6-7=13, 7-8=19, 8-9=38, 9-34=32, 13-15=38, 1-25=34, 24-25=-12, 23-24=-18, 21-23=-18, 20-21=-18, 15-20=-12, 7-9=-6 Horz: 1-8=-27, 8-15=46, 1-31=46, 25-26=46 Drag: 6-24=-10, 10-20=-10 Conti trated Loads (lb) II Vert: 17=-927(B) 35=142 36=1912 Trape,oldal Loads (plf) Vert: 34=25-to-10=6, 1 0=1 2-to-36=6, 36=2544o-13=203 23) Rever al: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Unifo Loads (plf) Vert: 1-6=38, 6-7=32, 7-8=38, 8-9=19, 9-34=13, 13-15=19, 1-28=-12, 25-28=34, 24-25=-12, 23-24=-18, 21-23=-18, 20-21=-18, 16-20=-12, 15-16=34, 7-9=-6 Horz: 1-8=-46, 8-15=27, 25-26=-46, 15-33=46 Drag: 6-24=-10, 10-20=-10 Concentrated Loads (lb) Vert: 17=927(B) 35=142 36=1912 Trape ' idal Loads (plf) Vert: 34=6-to-10=-13, 10=-7-to-36=13, 36=234-to-13=184 24) Rever I: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Unifo Loads (plf) Vert: 1-6=-38, 6-7=-48, 7-8=-38, 8-9=8, 9-34=-2, 13-15=8, 1-25=26, 24-25=-20, 23-24=-30, 22-23=-30, 21-22=-30, 20-21=-30, 15-20=-20, 7-9=-10 Horz: 1-8=24, 8-15=22, 1-31=46, 25-26=46 Drag: 6-24=10, 10-20=10 Conce trated Loads (lb) Vert: 17=-919(B) 35=-1 15 36=-1550 Trape idal Loads (plf) �1 Vert: 34=-9-to-10=-28, 1 0=-1 84o-36=-24, 36=-224-to-13=-275 25) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniforri Loads (plf) Vert: 1-6=8, 6-7=-2, 7-8=8, 8-9=-38, 9-34=-48, 13-15=-38, 1-28=-20, 25-28=26, 24-25=-20, 23-24=-30, 22-23=-30, 21-22=-30, 20-21=-30, 16-20=-20, 15-16=26, Horz: 1-8=-22, 8-15=24, 25-26=-46, 15-33=46 Drag: 6-24=-10, 10-20=-10 Conce rated Loads (lb) 'Vert: 17=-919(B) 35=-115 36=-1550 Trape: Idal Loads (plf) Vert: 34=-55-to-10=74, 10=-64-to-36=-70, 36=-271 -to-1 3=-321 26) Revers I. Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Unifo Loads (plf) Vert: 1-6=55, 6-7=49, 7-8=55, 8-9=55, 9-34=49, 13-15=55, 1-25=34, 24-25=-12. 23-24=-18, 21-23=-18, 20-21=-18, 15-20=-12, 7-9=6 Norz: 1-8=-64, 8-15=64, 1-31=-46, 25-26=-46 brag: 6-24=-10, 10-20=-10 'Concen �ated Loads (lb) ert: 17=927(B) 35=176 36=2368 Trape:,al Loads (plo ert: 34=42-to-10=23, 10=29-to-36=23, 36=330-to-13=280 27) Revers JDead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform', oads (plf) Vert: 1-6=21,6-7=15, 7-8=21, 8-9=21, 9-34=15, 13-15=21, 1-28=-12, 25-28=34, 24-25=-12, 23-24=-18, 21-23=-18, �0-21=-18, 16-20=-12, 15-16=34, 7-9=-6 1-8=-29, 8-15=29, 25-26=46, 15-33=46 ): 6-24=-10, 10-20=-10 d Loads (lb) :17=-927(B)35=108 36=1455 Loads (plO : 34=8-to-10=-11, 10=-5-to-36=-11, 36=178-to-13=127 28) ReversaDead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform loads (plf) ert: 1-6=-16, 6-7=-26, 7-8=-16, 8-9=-16, 9-34=-26, 13-15=-16, 1-25=26, 24-25=-20, 23-24=-30, 22-23=-30, 21-22=-30, 0-21=30, 15-20=-20, 7-9=-10 ' orz: 1-8=2, 8-15=-2, 1-31=46, 25-26=46 rag: 6-24=-10, 10-20=-10 Concent ated Loads (lb) iert:17=-919(B)35=-91 36=-1227 Trapezoidal Loads (plo ert: 34=33-to-10=-52, 10=42-to-36=48, 36=-206-to-13=-257 29) Reversalfi Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) ert: 1-6=-16, 6-7=-26, 7-8=-16, 8-9=-16, 9-34=-26, 13-15=-16, 1-28=-20, 25-28=26, 24-25=-20, 23-24=-30, 22-23=-30, -22=-30, 20-21=-30, 16-20=-20, 15-16=26, 7-9=-10 �1pprz: 1-8=2, 8-15=-2, 25-26=-46, 15-33=46 dFag: 6-24=-10, 10-20=-10 Concentr lted Loads (lb) ert:17=-919(B)35=-91 36=-1227 Trapezoll Loads (plf) Jert: 34=-33-to-10=-52, 10=-42-to-36=-48, 36=-206-to-13=-257 -RN" G - Ver(1 deli n parameters and READ NOTES ON THIS AND INCLUDED y g p MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design vat �d for use only will MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sys �m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �' building de ign. Gracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always r �uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication torage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf 'rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322739 J36229 AT07G ATTIC GIRDER 2 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 8.220 s May 24 2018 MiTek Industries, Inc. Man Jun 18 08:51:28 2018 Page 6 I D:YDmH PJYp Wo3 Mul DITZjJe4yi eS V-Fn2VOJpVa9?buaQegRUI zntbgd??C FB Q823aHLz55gT 30) Revers'): Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Unifornr Loads (pIf) ert: 1-6=-62, 6-7=-72, 7-8=-62, 8-9=-27, 9-34=-37, 13-15=-27, 1-25=14, 24-25=20, 23-24=-91, 22-23=-90, 21-22=-90, 20-21=-91, 15-20=20, 7-9=-10 Dorz: 1-8=18, 8-15=17, 1-31=-34, 25-26=-34 rag: 6-24=-10, 10-20=-10 Conce trated Loads (lb) ;Vert: 17=-868(B) 35=281 36=-3784 Trapezil dal Loads (plf) i /ert: 34=-44-to-10=-63, 10=-53-to-36=-59, 36=-549-to-13=-599 31) Reversa: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0,75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1,60, Plate Increase=1.60 Unifo Loads (plf) �/ert: 1-6=-27, 6-7=-37, 7-8=-27, 8-9=-62, 9-34=-72, 13-15=-62, 1-28=-20, 25-28=14, 24-25=-20, 23-24=-91, 22-23=-90, 21-22=-90, 20-21=-91, 16-20=-20, j15-16=14,7-9=-10 1-8=-17, 8-15=18, 25-26=-34, 15-33=34 ): 6-24=-10, 10-20=-10 d Loads (lb) : 17=-868(B) 35=281 36=-3784 Loads (pIf) : 34=-79-to-10=98, 10=-88-to-36=-94, 36=584-to-13=634 32) Reverse Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform' oads (pIf) Vert: 1-6=-45, 6-7=-55, 7-8=-45, 8-9=-45, 9-34=-55, 13-15=-45, 1-25=14, 24-25=-20, 23-24=-91, 22-23=-90, 21-22=-90, 20-21=-91, 15-20=-20, 7-9=-10 Oorz: 1-8=1, 8-15=-1, 1-31=34, 25-26=-34 Drag: 6-24=-10, 10-20=-10 Concen fated Loads (lb) , ert: 17=-868(B) 35=-263 36=-3541 Trapezoltla] Loads (pIf) Vert: 34=-62-to-10=81, 10=-71-to-36=77, 36=536-110-13=586 33) Revers I: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform �,oads (pIf) ert: 1-6=-45, 6-7=-55, 7-8=-45, 8-9=-45, 9-34=-55, 13-15=45, 1-28=-20, 25-28=14, 24-25=-20, 23-24=-91, 22-23=-90, 21-22=-90, 20-21=-91, 16-20=-20, A WAF Design a truss building is away fabricate Safety I 6=14, 7-9=-10 !: 1-8=1, 8-15=1, 25-26=-34, 15-33=34 3: 6-24=-10. 10-20=-10 d Loads (lb) : 17=-868 (B) 35=-263 36=-3541 Loads (plf) : 34=-62-to-10=-81, 10=-71-to-36=-77, 36=-536-to-13=-586 i - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE 1111114473 rev. 1010312015 BEFORE USE. for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 3n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the torage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component nation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. �(�bf Truoss T14322740 ATTIC 4 1 Job Reference o tional East Coast Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:30 2018 Page 1 ID:YDmHPJYpWo3MulDITZjJe4yieSV-C99FR?gl6nFJ8ua 1 xsXm2CyzeQfeg9hjbMYhLEz55gR 7-1-10 13-1-0 15-8-5 1 9-1 2030 23-96 2 -9-11 27-4-12 33-4-G 4050 7-1-10 511-10 2-7-1 -0-5 2-7-1 5-11-10 7-1-10 5x6 = 7 4x10 i 4x10 4x8 ';- 6 8 US6x6 i 6x6 4x8 % 5 23 9 6.00 12 2x4 I 4x8 I 0 4x4 i 4 10 4x4 0 3 � ¢ 11 � 2x4 11 n ru v'> 2x4 11 2 13-3 14-0-0 12 13I Io o 22 21 20 19 16 17 16 15 14 o 0 US = 5x10 = 5x10 = 4x8 _ 3x6 11 10x12 = 10x12 = USII 3x6 II Sx10 = 5x10 = 3x6 II 5x10 = 5x10 = 10x10 M18SHS = 10x10 M18SHS = 40-6-0 7-100 13 1ALA 113-1-0 27-0-2 33-1" 38-2-3 3 - 7-32 -1 1-1020.0 4-9-13 -12 3 2-n.n LOADING (psf' SPACING- 2(.)20 CSI. TCLL 20. Plate Grip DOL 15 TC 0.81 TCDL 7. Lumber DOL 1.25 BC 0.82 BCLL 0.4 Rep Stress Incr YES WB 0.93 BCDL 10A Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHORD I BOT CHORD WEBS REACTIONS. FORCES. (I TOP CHORD BOTCHORD WEBS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic BRACING - in (loc) I/defl L/d -0.45 16-19 >711 240 -0.75 16-19 >422 180 0.03 14 n/a n/a -0.27 16-19 633 360 x6 SP No.2 'Except' TOP CHORD -7,7-10: 2x6 SP SS BOT CHORD x8 SP DSS *Except* JOINTS 6-19: 2x4 SP No.2 x4 SP No.3 *Except* 2-14,2-22: 2x6 SP No.2 lb/size) 14=1559/0-8-0, 22=1286/0-8-0, 20=569/0-8-0 Aax Horz 22=470(LC 6) Aax Uplift 14=-665(LC 8), 22=890(LC 8), 20=-434(LC 5) Aax Grav 14=1906(LC 15), 22=1382(LC 2), 20=908(LC 14) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-1407/466, 2-3=-1472/644, 3-5=-2498/612, 5-6=-2080/758, 6-7=-67/407, 7-8=-57/479, 8-9=-1946/738, 9-11=-2397/639, 11-12=-2337/727, 12-13=-2181/550 1-22=-408/1294, 21-22=-409/1177, 20-21=-409/1177, 19-20=-409/1177, 16-19=-220/1874, 15-16=488/1992, 14-15=-488/1992, 13-14=-488/1992, 3-21=-1 196/143,3-19=0/1084, 5-19=-231/607, 9-16=0/827, 11-16=-287/311, 6-23=-2554/711, 8-23=-2554/711, 12-14=-394/356, 2-22=-335/359, 11-15=-533/134 Scale = 1:87.8 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 338 lb FT = 0% Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Brace at Jt(s): 23 NOTES- 1) Unbalanced IQof live loads have been considered for this design. 2) Wind: ASCE ,-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. II; Exp C; En'., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lu ber DOL=1.60 plate grip DOL=1.60 3) All plates are'uv1T20 plates unless otherwise indicated. 4) Plates check d for a plus or minus 0 degree rotation about its center. 5) This truss ha I been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss h n s 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 betweethe bottom chord and any other members. 7) Ceiling dead ad (5.0 psf) on member(s). 5-6, 8-9, 6-23, 8-23; Wall dead load (5.Opsf) on member(s).5-19, 9-16 8) Bottom chord ive load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 16-19 9) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 665 lb uplift at joint 14, 890 lb uplift at joint 22 and 4 4 lb uplift at joint 20. 10) This truss d' sign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock b i applied directly to the bottom chord. 11) Attic room checked for L/360 deflection. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 ,&WARNINC Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid Cyr use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building desi. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always req i red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st xage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforrlylytion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ' Truss Truss Type Qty Ply J36229-Kerns Const.-Shiffer/Lloyd Res. T14322741 J36229 AT09 Attic 1 1 Job Reference (optional) Cast UUBst t R LOADING (p: TCLL 20 TCDL 7 BCLL 0 BCDL 10. LUMBER - TOP CHORD BOTCHORD WEBS REACTIONS. I FORCES. (I TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalanced 2) Wind: ASCE II; Exp C; En DOL=1.60 p 3) All plates art 4) Plates cheO 5) This truss ha 6) ' This truss I will fit betwe, 7) Ceiling dead 8) Bottom chon 9) Provide mec joint 14 and 10) This truss r sheetrock I 11) Attic room rL YrerCe, rL 34e40 ti.22U s May 24 2U16 MI I eK Inaustries, Inc. Mon Jun 16 Uti:51:31 2018 Page 1 ID:YDmHPJYpWo3MulDITZjJe4yieSV-gMjdeKrNt4NA129DVa2?aPVAdg1 SPiNsg0HEugz55gQ 7-1-10 13-14 15-8-1 1 8-1 20-10 23-1-6 2 -9-11 214-12 33-" 40E-0 7-1-10 511-10 2-7-1 -0-5 3E-0 3-6E •0. 2-7-1 5-11-10 7-1-10 5x6 = Scale = 1:87.8 7 4x8 i 4x8 4x6 5x6 6 8 4x6 i 5x6 4x8 % 5 23 9 6.00 12 2x4 I 4x8 4x4 ! 4 10 4x4 3 11 2x4 I I 2x4 11 2 13- 14-0-D 12 13 w `2 > I� 22 21 20 19 18 17 16 15 14 4x8 _ 5x10 = Sx10 = 4x8 = 3x6 II 7x10 = 7x10 = 3x6 II 3x6 II 5x10 = 5x10 = 3x6 II 1Ox10 M18SHS = 5x10 = 5x10 = 10x10 M18SHS = 2-3-13 40-6-0 2-0-0 7-1.10 13-14 1T 274-12 13-1"3782-3 3 2-0-0 4-9-13 5-11-10 24-12 11-10-12 511-10 4313 0. 3 0-8-13 2-0-0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/de(I Lid Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.41 16-18 >662 240 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.67 16-18 >403 180 ' Rep Stress Incr YES WB 0.52 Horz(CT) 0.04 18 n/a n/a Code FBC2017frP12014 Matrix -AS Attic 0.10 18-20 584 360 BRACING - PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 338 lb FT = 0% x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. -7,7-10: 2x6 SP SS BOT CHORD Rigid ceiling directly applied. x8 SP DSS 'Except' JOINTS 1 Brace at Jt(s): 23 6-20: 2x4 SP No.2 x4 SP No.3 *Except* -22,12-14: 2x6 SP No.2 Ib/size) 22=1285/0-8-0, 14=1419/0-8-0, 18=806/0-3-8 Aax Horz 22=-470(LC 6) Aax Uplift 22=-661(LC 8), 14=-654(LC 8), 18=-165(LC 8) Aax Grav 22=1511(LC 15), 14=1668(LC 15), 18=1563(LC 14) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-1343/336, 2-3=-1423/524, 3-5=-1900/605, 5-6=-1659/747, 7-8=-136/296, 8-9=-1508/733, 9-11=-1851/623, 11-12=-2044/704, 12-13=-1888/526 1-22=-301/1239, 21-22=-302/1377, 20-21=-302/1377, 18-20=-259/1484, 16-18=-218/1430, 15-16=-466/1731, 14-15=-466/1731, 13-14=466/1731 11-16=-390/297, 9-16=0/549, 5-20=-361/309, 3-20=-358/595, 6-23=-1853/698, 8-23=-1853/698,2-22=-413/369,12-14=-397/359,3-21=-621/224,11-15=-256/132 of live loads have been considered for this design. -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber e grip DOL=1.60 AT20 plates unless otherwise indicated. f for a plus or minus 0 degree rotation about its center. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. ,ad (5.0 psf) on member(s). 5-6, 8-9. 6-23, 8-23; Wall dead load (5.Opsf) on member(s).9-16, 5-20, 2-22, 3-21 ive load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 21-22, 18-20, 16-18 inical connection (by others) of truss to bearing plate capable of withstanding 661 lb uplift at joint 22, 654 lb uplift at 5 lb uplift at joint 18. sign requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum applied directly to the bottom chord. ecked for L/360 deflection. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18.2018 ®WARNIN rVerify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid br use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss systei '. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall Inv 11• building desi n. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always re Ired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st9rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforgiation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jbb Truss Truss Type city Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322742 J36229 AT10G ATTIC GIRDER 1 q J Job Reference (optional) East Coast Tr 6ss, Ft. Pierce, FL 34946 8.220 s May 24 2018 Mi I eK Industries, Inc. Mon Jun 18 08:51:33 2018 rage 1 ID:YDmHPJYpWo3MulDITZ]Je4yieSV-ckrO3OtePidu?Llcc 4TggaT_egatUL9HKmLyYz55gO 21112 4-1-11 8-0.13 11-11-14 1 1 15-tY5 1 &1 20.3-D 23-9-0 2 -9-11 2 6- 32-SA 36-0-5 38-2-3 40E-0 4-1-11 311-2 3-11-2 -1-6 2-7-1 -0.5 3.6-6 3-6.6 -0- 2-7-1 -1-6 3-11-2 3-11-2 1-9-14 2.3.13 5x6 = Scale = 1:90.4 � 10 4x12 ! 4x10 4x10 4x10 \\ 4x12 5, 11 4x12 4x10 4x12 II 9 08 i 31 36 4xl2 11 4x12 _-6x10 6x10 \\ 7 6 4 2x4 II 12 13 4x8 6.00 12 4xq � 37 4x4 5 g 14 15 4 16 2x4 II g 2x4 II 4x4 i 3 N N 17 4x8 -3-0 m 140-0 m 18 �I 1 19I rr11 26 39 40 41 42 43 24 44 4546 47 48 30 29 2827 25 2322 21 20 4x8 = 5x10 = 5xio = HUS26 HUS26 4x8 = WO 6x12 II 38 6x12 II 4x10 = - li 3x6 II 4x8 = Sx10 = 5x10 = 5x10 = 4x10 = HUS26 3x6 II 10x10 M18SHS —_ HUS26 HUS26 5x10 = HUS26 HUS28-2 HUS26 HUS26 10x10 M18SHS = HUS28-2 HUS26 HUS26 HUS26 2-3-13 HUS26 38-6-0 2-0-0 41A1 11-11-11 1 1 15-6-0 2030 23-5-3 27-4-12 2 36-0-5 2ll -3 40-6-0 2-0-0 1.9-14 7-10-3 -1-e 2-4-12 49-0 3-2, 3-11-9 -1 7-10.3 1-9-14 0.3-13 0-3-13 Plate Offsets X,Y)— [1:0-3-1,Edge], [2:0-0-12,0-2-0], [7:0-7-8,0-2-0], [8:0-9-10,0-0-8], [12:0-10-10,0-0-8], [13:0-7-8,0-2-0], [23:0-8-4,0-2-8], [24:0-0-0,0-3-10], [24:0-5-0,0-3-0], 26:0-5-0 0-3-0 26:0-0-0 0-3-10 27:0-9-8 0-2-8 28:0-'2-4 0-2-0 LOADING (p,f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 2Ii0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.42 23 25 >654 240 MT20 244/190 TCDL II,0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.59 23-25 >460 180 M18SHS 244/190 BCLL tl O Rep Stress Incr NO WB 1.00 Horz(CT) 0.03 25 n/a n/a BCDL 1 C I0 Code FBC2017/TPI2014 Matrix -MS Attic 0.11 25-27 579 360 Weight: 1204 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 5-9,11-15: 2x6 SP SS, 6-10,10-14: 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 12x8 SP DSS *Except* JOINTS 1 Brace at Jt(s): 31 22-28: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-30,18-20: 2x6 SP No.2 REACTIONS. (lb/size) 30=2392/0-8-0. 20=4059/0-8-0, 25=1172/0-3-8 Max Horz 30=-470(LC 24) Max Uplift 30=-1249(LC 8). 20=-1217(LC 8), 25=-922(LC 7) Max Grav 30=3099(LC 2), 20=6125(LC 2), 25=1916(LC 20) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-458/28, 2-3=-2520/959, 3-4=-2529/1055, 4-7=-5084/1468, 7-8=-6192/1380, 8-9=-4639/1247, 9-10=0/484, 10-11=-19/980, 11-12=-4319/1224, 12-13=7150/1476, 13-16=-7400/1552, 16-17=-6303/1164, 17-18=-6213/1082, 18-19=896/132 BOT CHORD 1-30=0/388, 29-30=-284/675, 28-29=-1098/4030, 27-28-945/5248, 25-27=-939/4831, 23-25=796/4885, 22-23=-911/5613, 21-22=-1224/7136, 20-21=-62/764, 19-20=-62/764 WEBS 12-23=-827/6290, 13-23=-6238/1344, 16-22=-1961/335, 18-21=-939/5587, 8-27=-496/3415,7-27=-1392/3639,4-28=-119/859,9-31=-5592/1375,11-31=-5592/1375, 2-29=-917/2204, 2-30=-2104/999, 7-28=5893/2023, 13-22=523/2340, 18-20=-5415/1012, 17-21=654/203, 4-29=-2562/514, 16-21=-2435/774 I NOTES- 1) 3-ply truss t be connected together with 10d (0.131"xW) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom cho s connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs conn cted as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads ar 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 connecti ns have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced,'! oof live loads have been considered for this design. 4) Wind: ASCg 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. 11; Exp C; Eri(cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 Ate grip DOL=1.60 .53681 Michael S. Magid PE No 5) All plates ar� MT20 plates unless otherwise indicated. MiTek USA, Inc. FL Noert 6634 6) Plates checked for a plus or minus 0 degree rotation about its center. 6904 Parke East Blvd. Tampa FL 33610 7) This truss h$,s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) *This truss as 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 Date: will fit betwe n the bottom chord and any other members. June 18,2018 K WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design vali or use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syst Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall HV It building dest n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always reuued for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, orage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jcrb ' Truss Truss Type oty Ply J36229-Kerns Const: Shiffer/Lloyd Res. i T14322742 J36229 AT10G ATTIC GIRDER 1 Job Reference (optional) East Coast TnUss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:34 2018 Page 2 ID:YDmHPJYpWo3MulDITZjJe4yieSV-4wPmHMtGA?IlcVtoAibiC27ek10pcxb[W WuU?z55gN NOTES- 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 25-27, 23-25 11) Provide r iechanical connection (by others) of truss to bearing plate capable of withstanding 1240 lb uplift at joint 30, 1217 lb uplift at joint 20 and 922 lb uplift at joint 25. 12) Load cas (s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33 has/have been modified. Building designer must rev! °w loads to verify that they are correct for the intended use of this truss. 13) Use USP "US28-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 24-4-8 oc max. starting at 11-11-14 from the left end to 36-4-6 to connect truss(es) P back face of bottom chord. 14) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 13-2-15 from the left end to 35-1-4 to connect truss(es) o back face of bottom chord. 15) Fill all nai holes where hanger is in contact with lumber. 16) Hanger(s or other connection device(s) shall be provided sufficient to support concentrated load(s) 1620 lb down and 492 lb up at 28-6-4 on top chord. The design/se Bction of such connection device(s) is the responsibility of others. 17) Attic room checked for U360 deflection. LOAD CASE) Standard 1) Dead + Ro Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo ds (plf) Ve : 1-8=-54, 8-9=-64, 9-10=-54, 10-11=-54, 11-36=-64, 17-19=-54, 1-27=-20, 26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30, 19-23=-20, 9-11=-10 Dr, g:12-23=-10, 8-27=-10 Concentrat d Loads (lb) Ve :13=-843 21=-335(B) 28=-1024(B) 25=-29(B) 38=-29(B) 39=-29(B) 40=-29(B) 41=-29(B) 42=-29(B) 43=-29(B) 44=-29(B) 45=-29(B) 46=-29(B) 47=-29(B) 48-29(B) Trapezoida Loads (pl/) Vey: 36=-144-to-12=-163, 12=-80-to-37=-91, 37=-222-to-17=-267 2) Dead + 0.7 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo 'ids (plf) Ve 1-8=-44, 8-9=-54, 9-10=-44, 10-11=44, 11-36=-54, 17-19=-44, 1-27=-20, 26-27=-91, 25-26=-93, 24-25=-90, 23-24=-91, 19-23=-20, 9-11=-10 Dr �: 12-23=-10, 8-27=-10 Concentrat, J Loads (lb) Vet 13=1413 21=311(B) 28=-885(B) 25=-178(B) 38=178(B) 39=-178(B) 40=-178(8) 41=-178(B) 42=-178(B) 43=-178(B) 44=-178(B) 45=-178(B) 46=-178(8) 47 1178(B) 48=-178(B) Trapezoida�i.ads (plf) Ve 36=-183-to-12=-202, 12=-70-to-37=-81, 37=-300-to-17=-346 3) Dead + Uni habitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo; (plf) Veit: 1-8=-14, 8-9=-24, 9-10=-14, 10-11=-14, 11-36=-24, 17-19=14, 1-28=-40, 27-28=-40, 26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30, 22-23=-40, 19-22=-40, 9-1 �=-10 Dr g: 12-23=-10, 8-27=-10 Concentrat 'a Loads (lb) Vert: 13=-615 21=-288(B) 28=-683(B) Trapezoidai Loads (plf) Ve ri: 36=-84-to-12=-103, 12=-40-to-37=-51, 37=-147-to-17=-192 4) Dead + 0.6 WFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Los (plf) VerIt: 1-8=19, 8-9=13, 9-10=19, 10=11=38, 11-36=32, 17-19=38, 1-30=34, 27-30=12, 26-27=-18, 25-26=-18, 24-25=-18, 23-24=-18, 19-23=-12, 9-11=-6 Ho rz' 1-10=27, 10-19=46, 1-33=-46 rag: 12-23=10, 8-27=-10 Concentrat Loads (lb) Vert 13=297 21=36(B) 28=927(B) Trapezoidal Loads (plf) Ve : 36=51-to-12=32, 12=12-tD-37=1, 37=47-to-17=2 5) Dead + 0.6 WFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo ; s (plf) Ve 1-8=38, 8-9=32, 9-10=38, 10-11=19, 11-36=13, 17-19=19, 1-27=-12, 26-27=-18, 25-26=-18, 24-25=-18, 23-24=-18, 20- 3=-12, 19-20=34, 9-11=-6 Ho 1-10=-46, 10-19=27, 19=35=46 - Dra : 12-23=-10, 8-27=10 Concentrate' Loads (lb) Ve j13=297 21 =36(B) 28=927(B) Trapezoidal oads (plf) Ve 36=31-to-12=13, 12=-7-to-37=-18, 37=28-to-17=-17 6) Dead + 0.6 WFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa s (plf) Ve 1-8=-38, 8-9=-48, 9-10=-38, 10-11=8, 11-36=-2, 17-19=8, 1-30=26, 27-30=-20, 26-27=-30, 25-26=-30, 24-25=-30, 23- =-30, 19-23=-20, 9-11=-10 Ho 1-10=24, 10-19=22, 1-33=46 Dra : 12-23=-10, 8-27=10 Concentrate Loads (lb) Ve t13=-664 21=44(B)28=935(B) Trapezoidal oads (plf) Vert; 36=-66-to-12=-85, 12=-18-to-37=-29, 37=-1 32-to-1 7=-1 77 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 AWARNIN1�1" II-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valir use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syst.Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall ITSE building des. Bracing indicatedisto preventbuckling of individual truss web end/orchord membersonly. Additional temporary and permanent bracingiviiTek- is always reired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding thefabrication, rage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPI1 Qualit Criteria, DSB-89 and BCSI Buildin Com onentSafety Infoation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. y 9 P Tamp Parke East Blvd. Tampa, FL 36610 Job ' Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322742 J36229 AT10G ATTIC GIRDER 1 q J Job Reference (optional) East Coast Trills, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:34 2018 Page 3 ID:YDmHPJYpWo3MulDITZjJe4yieSV-4wPmHMtGA?IlcVtoAibiC27ek10pcxb]W WuU?z55gN LOAD CASE( ) Standard Uniform Lo Ids (plf) Ve 1-8=8, 8-9=-2, 9-10=8, 10-11=-38, 11-36=-48, 17-19=-38, 1-27=-20, 26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30, 20-23=-20, 19-20=26, 9-11=-10 HD : 1-10=-22, 10-19=-24, 19-35=46 Dr 12-23=-10, 8-27=-10 Concentrat d Loads (lb) Ve :13=-664 21 =44(B) 28=935(B) Trapezoida I!Loads (plf) Ve : 36=-1134o-12=-132, 12=-64-to-37=-75, 37=-1784o-17=-224 8) Dead + 0.6l9 WFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Los (plf) Ve 1-8=55, 8-9=49, 9-10=55, 10-1 1=55.11-36=49, 17-19=55, 1-30=34, 27-30=-12, 26-27=-18, 25-26=-18, 24-25=-18, 23-24=-18, 19-23=-12, 9-11=-6 Ho : 1-10=-64, 10-19=64, 1-33=-46 Dr 12-23=10, 8-27=-10 Concentrat Loads (lb) Ve :13=492 21 =36(B) 28=927(B) Trapezoidal/Loads (plf) Ve•36=85-to-12=66,12=29-to-37=18,37=95-to-17=50 9) Dead + 0.6 AWFIRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo ;8s (plf) VelII : 1-8=21, 8-9=15, 9-10=21, 10-11=21, 11-36=15, 17-19=21, 1-27=-12, 26-27=-18, 25-26=18, 24-25=-18, 23-24=-18,20-23=-12, 19-20=34, 9-11=-6 Horz:1-10=-29,10-19=29,19-35=46 Dreg: 12-23=-10, 8-27=-10 Concentra* Loads (lb) Ve c13=101 21=36(B)28=927(B) Trapezoidaloads (plf) Vertu: 36=17-to-12=-2, 12=-5-to-37=-16, 37=-04o-17=-45 10) Dead +IV: MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform ads (plf) 1-8=-16, 8-9=-26, 9-10=-16, 10-11=-16, 11-36=26, 17-19=-16, 1-30=26, 27-30=-2D, 26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30,19-23=-20, 9-11=-10 H 1-10=2, 10-19=-2, 1-33=-46 D og: 12-23=-10, 8-27=-10 Concentra gd Loads (lb) V n 13=525 21=44(B) 28=935(B) Trapezoid j Loads (plf) V 36=-78-to-12=-97, 12=-42-to-37=-53, 37=-1344o-17=-180 11) Dead + 0. MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform L Inds (plf) V " 1-8=-16, 8-9=-26, 9-10=-16, 10-11=-16, 11-36=26, 17-19=-16, 1-27=-20, 26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30, 20-23=-20, 19-20=26, 9-11=-10 H '1 : 1-10=2, 10-19=2, 19-35=46 Dt g: 12-23=-10, 8-27=10 Concentra gd Loads (lb) V 13=-525 21 =44(B) 28=935(B) Trapezoid I Loads (plf) V rr136=-78-to-12=-97, 12=-42-to-37=-53, 37=-1344o-17=-180 12) Dead + Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform L ads (plf) V 1-8=-14, 8-9=-24, 9-10=-14, 10-11=-14, 11-36=-24, 17-19=-14, 1-27=-20, 26-27=-111, 25-26=-114, 24-25=-110, 23 4=-111, 19-23=20, 9-11=-10 Drag: 12-23=-10, 8-27=-10 Concentrated Loads (lb) Wlt-13=-1299 21 =-242(B) 28=-469(B) 25=-227(B) 38=-227(B) 39=-227(B) 40=-227(B) 41 =-227(B) 42=-227(B) 43=-227(B) 44l-227(B)45=:227(B)46=-227(B)47=-227(B)48=-227(B) Trapezoid Loads (plf) Ve,1: 36=-1 43-to-1 2=1 62, 12=-40-to-37=-51, 37=-253-to-17=-298 13) Dead: Lum er Increase=1.00, Plate Increase=1.00 Uniform Lo"ds (plf) Ve : 1-8=-14, 8-9=-24, 9-10=-14, 10-11=-14, 11-36=-24, 17-19=-14, 1-27=-20, 26-27=-111, 25-26=-114, 24-25=-110, 23 g4=-111, 19-23=-20, 9-11 =-1 0 Dr g: 12-23=-10, 8-27=-10 Concentrat'd Loads (lb) Ve :13=-1299 21 =-242(B) 28=-469(B) 25=-227(B) 38=-227(B) 39=-227(B) 40=-227(B) 41 =-227(B) 42=-227(B) 43=-227(B) 44;-227(B)45=-227(B)46=-227(B)47=-227(B)48=-227(B) Trapezoid Loads (plf) Ve : 36=-1 43-to-1 2=-1 62, 12=-40-to-37=-51, 37=-253-to-17=-298 14) Dead + 0.7 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1 60 Uniform Lo ds (plf) Ve : 1-8=-62,8-9=-72, 9-10=-62, 10-11 =-27, 11-36=-37, 17-19=-27, 1-30=1 4, 27-30=-20, 26-27=-91, 25-26=-93,24-25=-90 2 I24=-91, 19-23=-20, 9-11=-10 Ho : 1-10=18, 10-19=17, 1-33=-34 Dr g: 12-23=-10, 8-27=-10 Concentrat 'd Loads (lb) Ve13=-1620 21=-21(B)28=581(B) Trapezoida Loads (plf) Ve: 36=-185-to-12=-203, 12=-53-to-37=-64,37=-316-to-17=-361 WARNIN , Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711.7477 rev. 10/03/2015 BEFORE USE. Design valid or use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syste . Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design into the overall pp��• building desk ��. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rye iTe k+ is always req fired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, s rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII QualityCriteria, DSB-89 and BCSI Building Component Safety Info nation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. g P 6904 Parke East Blvd. Tampa, FL 36610 Job' r Truss Truss Type Cty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322742 J36229 AT10G ATTIC GIRDER 1 q J Job Reference (optional) East Coast Tru#, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:34 2018 Page 4 ID:YDmHPJYpWo3MulDITZjJe4yieSV-4wPmHMtGA?IlcVtoAibiC27ek10pcxb[W WuU?z55gN 15) Dead + 0.7 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo ds (plf) Ve : 1-8=-27, 8-9=-37, 9-10=-27, 10-11=-62, 11-36=-72, 17-19=-62, 1-27=-20, 26-27=-91, 25-26=-93, 24-25=-90, 23-24=-91, 20-23=-20, 19-20=14, 9-11=-10 He : 1-10=-17, 10-19=-18, 19-35=34 Drig: 12-23=-10, 8-27=-10 Concentrat d Loads (lb) Vei:13=-1620 21 =-21 (B) 28=581 (B) Trapezoid I Loads (plf) Ve`: 36=-219-to-1 2=-238, 12=-88-to-37=-99, 37=-351 -to-1 7=-396 16) Dead + 0.7 Roof Live (bal.) + 0.76 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo ds (plf) Ve : 1-8=-45, 8-9=-55, 9-10=-45, 10-1 1=-45,11-36=-55, 17-19=-45, 1-30=14, 27-30=-20, 26-27=-91, 25-26=-93, 24-25=-90, 23-24=-91, 19-23=-20, 9-11=-10 Ho : 1-10=1, 10-19=-1, 1-33=-34 Dr y. 12-23=-10, 8-27=-10 Concentrated Loads (lb) Ve :13=-1516 21 =-21 (B) 28=581 (B) Trapezoidal Loads (pit) Vet 36=-194-to-12=-212, 12=-71-to-37=-82, 37=-318-to-17=-363 17) Dead + 0.7 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo Il ds (plf) Ve' : 1-8=-45, 8-9=-55, 9-10=-45, 10-11=-45, 11-36=-55, 17-19=-45, 1-27=-20, 26-27=-91, 25-26=-93, 24-25=-90, 23-24=-91, 20-23=-20, 19-20=14, 9-11=-10 1-1 : 1-10=1. 10-19=1. 19-35=34 12-23=-10, 8-27=-10 Loads (lb) 13=-1516 21 =-21 (B) 28=581 (B) Trapezoid 1 Loads (plf) Ve . 36=-194-to-12=-212, 12=-71-to-37=-82, 37=-318-to-17=-363, 18) 1st Dead + oof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo ds (plf) Ve 1-8=-54, 8-9=-64, 9-10=-54, 10-11=-14, 11-36=-24, 17-19=-14, 1-27=-20, 26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30, 19-23=-20, 9-11=-10 Drit.: 12-23=-10, 8-27=-10 J Loads (lb) :13=-843 21=-335(B) 28=-1024(B) 25=-29(B) 38=-29(B) 39=-29(B) 40=-29(B) 41=-29(B) 42=-29(B) 43=-29(B) 44=-29(B) 45=-29(B) 46=-29(B) 47=-29(B) Trapezoida I Loads (plf) Ve • 36=-1 04-to-1 2=-1 23, 12=-40-to-37=51, 37=-1 82-to-1 7=-227 19) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo ds (plf) Ve • 1-8=-14, 8-9=-24, 9-10=-14, 10-11=-54, 11-36=-64, 17-19=-54, 1-27=-20, 26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30, 19-23=-20, 9-11=-10 Dr 12-23=-10, 8-27=-10 Concentrated Loads (lb) Ve 13=-843 21=-335(B) 28=-1024(B) 25=-29(B) 38=-29(B) 39=-29(B) 40=-29(B) 41=-29(B) 42=-29(B) 43=-29(B) 44=-29(B) 45=-29(B) 46=-29(B) 47=-29(B) Trapezoida Loads (plf) Ve' : 36=-144-to-12=-163, 12=-80-to-37=-91, 37=-222-to-17=-267 20) 3rd Dead +' .75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo' ds (plf) Ve : 1-8=-44, 8-9=-54, 9-10=44, 10-11=-14, 11-36=-24, 17-19=-14, 1-27=-20, 26-27=-91, 25-26=-93, 24-25=-90, 23 pp4=-91, 19-23=-20, 9-11=-10 Dr T: 12-23=-10, 8-27=-10 Concentrat d Loads (lb) Ve :13=-1413 21=-311(B)28=-885(B)25=-178(B)38=-178(B)39=-178(B)40=-178(B)41=-178(B)42=-178(B)43=-178(B) 44 178(B) 45=-1 78(B) 46=-1 78(B) 47=-1 78(B) 48=-1 78(B) Trapezoida I Loads (plf) Ve , : 36=-1 53-to-1 2=-1 72, 12=-40-to-37=-51, 37=-2704o-17=-316 21) 4th Dead +.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Ve l : 1-8=-14, 8-9=-24, 9-10=-14, 10-11=44, 11-36=-54, 17-19=-44, 1-27=-20, 26-27=-91, 25-26=-93, 24-25=-90, 23 4=-91, 19-23=-20, 9-11=-10 Dr g: 12-23=-10, 8-27=-10 Concentrat 'd Loads (lb) Ve,:13=-1413 21=-311(B)28=-885(B)25=-178(B)38=-178(B)39=-178(B)40=-178(B)41=-178(B)42=-178(B)43=-178(B) 44 178(B)45=-178(B)46=-178(B)47=-178(B)48=-178(B) Trapezoida Loads (plf) Ve . 36=-1 83-to-1 2=-202, 12=-70-to-37=-81, 37=-300-to-17=-346 22) Reversal: 'ead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo Ids (plf) Ve:1-8=19,8-9=13,9-10=19,10-11=38,11-36=32,17-19=38,1-30=34,27-30=-12,26-27=-18,25-26=-18,24-25=-18, 23 4=-18,19-23=-12,9-11=-6 Ho : 1-10=-27, 10-19=46, 1-33=-46 Dr. : 12-23=-10, 8-27=-10 Concentrat 'd Loads (lb) Ve 13=297 21 =-434(B) 28=-1 033(B) Trapezoida Loads (plf) Vei,: 36=51-to-12=32, 12=12-to-37=1, 37=47-to-17=2 WARNIN Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid or use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not " a truss syste . Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desh 1. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always req !red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �Tek" fabrication, s rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Infor ation available from Truss Plate Institute, 218 N. Lee Street, Suite Parke East Blvd. e 312, Alexandria, VA 22314. Tampa, Parke East Job r Truss Truss Type Qty Ply J36229-Kems Const: Shiffer/Lloyd Res. T14322742 J36229 AT10G ATTIC GIRDER 1 3 Job Reference (optional) East Coast T, ss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:34 2018 Page 5 ID:YDmHPJYpWo3MulDITZjJe4yieSV-4wPmHMtGA?IlcVtoAibiC27ek10pcxb[W WuU?z55gN LOAD CASE'(S) Standard 23) Reversa Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform pads (plf) tert: 1-8=38, 8-9=32, 9-10=38, 10-11=19, 11-36=13, 17-19=19, 1-27=-12, 26-27=18, 25-26=-18, 24-25=-18, 23-24=-18, 20-23=-12, 19-20=34, 9-11=-6 orz: 1-10=-46, 10-19=27, 19-35=46 rag: 12-23=-10, 8-27=-10 Concent toted Loads (lb) ert:13=297 21=-434(B)28=-1033(B) Trapezoi at Loads (plf) rt: 36=31-to-12=13, 12=-7-to-37=-18, 37=28-to-17=-17 24) Reversali�Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform ads (plf) i rt: 1-8=-38, 8-9=-48, 9-10=-38, 10-11=8, 11-36=2, 17-19=8, 1-30=26, 27-30=-20, 26-27=-30, 25-26=30, 24-25=-30, 23-24=-30, 19-23=-20, 9-11=-10 Piz: 1-10=24, 10-19=22, 1-33=46 ag: 12-23=-10, 8-27=-10 Concentr ted Loads (lb) rt:13=-664 21 =-426(B) 28=-1 025(B) TrapezotIial Loads (plf) ert: 36=-66-to-12=-85, 12=-18-to-37=-29, 37=-132-to-17=-177 25) Reversal (Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform I'¢ads (pit) i6irt: 1-8=8, 8-9=-2, 9-10=8, 10-11=-38, 11-36=48, 17-19=-38, 1-27=-20, 26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30, 20-23=-20, 19-20=26, 9-11=-10 orz: 1-10=-22, 10-19=-24, 19-35=46 rag: 12-23= ' 8-27=-10 Concentr ted Loads (lb) grt. 13=-664 21=-426(B)28=-1025(B) Trapezoi I Loads (plf) ii rt: 36=-113-to-12=132, 12=-64-to-37=-75, 37=-178-to-17=-224 26) Reversal Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform L gads (plf) �rt: 1-8=55, 8-9=49, 9-10=55, 10-11=55, 11-36=49, 17-19=55, 1-30=34, 27-30=12, 26-27=-18, 25-26=18, 24-25=-18, 23-24=-18, 19-23=-12, 9-11=-6 prz: 1-10=-64, 10-19=64, 1-33=-46 {ag: 12-23=-10, 8-27=-10 Concentr fed Loads (lb) ert: 13=492 21=434(B) 28=-1033(B) Trapezoi al Loads (plf) ert:36=85-to-12=66,12=29-to-37=18,37=95-to-17=50 27) Reversal: bead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) rt: 1-8=21, 8-9=15, 9-10=21, 10-11=21, 11-36=15, 17-19=21, 1-27=-12, 26-27=-18, 25-26=-18, 24-25=-18, 23-24=-18, 20-23=12, 19-20=34, 9-11=-6 1617: 1-10=-29, 10-19=29, 19-35=46 Dfrg: 12-23=-10, 8-27=-10 Concentrated Loads (lb) rt: 13=101 21=434(B) 28=-1033(8) Trapezoi 'ial Loads (plf) Vert: 36=174o-12=-2, 12=-54o-37=16, 37=-0-to-17=-45 28) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform L iads (plf) rt1-8=-16, 8-9=-26, 9-10=-16, 10-11=-16, 11-36=26, 17-19=-16, 1-30=26, 27-30=-20, 26-27=-30, 25-26=-30, 24-25=-30 3-24=-30, 19-23=-20, 9-11=-10 Orz: 1-10=2, 10-19=-2, 1-33=-46 D' g: 12-23=-10, 8-27=-10 Concentr ed Loads (lb) V rt:13=-525 21 =-426(B) 28=-1 025(B) Trapezoid il Loads (plf) V rt: 36=-78-to-12=-97, 12=-42-to-37=53, 37=-134-to-17=180 29) Reversal: bead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform L ads (plf) V'rt: 1-8=-16, 8-9=-26, 9-10=-16, 10-11=-16, 11-36=-26, 17-19=-16, 1-27=-20, 26-27=-30, 25-26=-30, 24-25=-30, 2: 24=30, 20-23=20, 19-20=26, 9-11=-10 H rz: 1-10=2, 10-19=-2, 19-36=46 D 'lag: 12-23=-10, 8-27=-10 Concentr fed Loads (lb) V rt: 13=-525 21=-426(B) 28=-1025(8) Trapezoid I Loads (plf) V 'rt: 36=-78-to-12=97, 12=-42-to-37=-53, 37=-1 34-to-1 7=-1 80 30) Reversal: ) ead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Uniform Loads (plf) V I : 1-8=-62, 8-9=-72, 9-10=-62, 10-11=-27, 11-36=-37, 17-19=-27, 1-30=14, 27-30=-20, 26-27=-91, 25-26=-93, 24-25=-90 3-24=-91, 19-23=-20, 9-11=-10 H rz: 1-10=18, 10-19=17, 1-33=-34 D g: 12-23=-10, 8-27=-10 Concentra F. Loads (lb) V (.:13=-1620 21=-418(B)28=-1127(8) V rt: Trapezoid 1 Loads (plf) 36=-185-to-12=-203, 12=-53-to-37=-64, 37=-316-to-17=-361 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design vali for use only with M7eW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syst re use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �� � building des fin. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M i lTei k' is always re uired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, - orage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info t l anon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jobs Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322742 J36229 AT10G ATTIC GIRDER 1 3 Job Reference (optional) East Coast Trus$, Ft. Pierce, FL 34946 LOAD CASEI 31) Reversal: Uniform L 32) Reversal: Uniform L 33) Reversal: Uniform L 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:34 2018 Page 6 ID:YDmHPJYpWo3MulDITZjJe4yieSV-4wPmHMtGA?IlcVtoAibiC27ek10pcxblW WuU?z55gN Standard ad + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 ds (plf) 1-8=-27, 8-9=-37, 9-10=-27, 10-11=-62, 11-36=-72, 17-19=-62, 1-27=-20, 26-27=-91, 25-26=-93, 24-25=-90, 23-24=-91, 20-23=-20, 19-20=14, 9-11=-10 :1-10=-17, 10-19=-18, 19-35=34 12-23=-10, 8-27=-10 d Loads (lb) :13=-1620 21=-418(B) 28=-1 127(B) Loads (plf) 36=-219-to-12=-238, 12=-88-to-37=-99, 37=-351-to-17=-396 ad + 0.75 Roof Live (bat.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 ds (plf) 1-8=-45, 8-9=-55, 9-10=45, 10-11=-45, 11-36=-55, 17-19=-45, 1-30=14, 27-30=-20, 26-27=-91, 25-26=-93, 24-25=-90, 23-24=-91, 19-23=-20, 9-11=-10 1-10=1, 10-19=-1, 1-33=-34 g: 12-23=-10, 8-27=-10 Id Loads (lb) :13=-1516 21=-418(B) 28=-1 127(B) Loads (plf) 36=-194-to-12=-212, 12=-71-to-37=-82, 37=-318-to-17=-363 ad + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 ds (plf) 1-8=-45, 8-9=-55, 9-10=-45, 10-11=-45, 11-36=-55, 17-19=-45, 1-27=-20, 26-27=-91, 25-26=-93, 24-25=-90, 23-24=-91, 20-23=-20, 19-20=14, 9-11=-10 : 1-10=1, 10-19=-1, 19-35=34 12-23=-10, 8-27=-10 �d Loads (lb) K 13=-1516 21 =-418(B) 28=-1 127(B) Loads (plf) 36=-194-to-12=-212, 12=-71-to-37=-82, 37=-318-to-17=-363 WARNIN � Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid r use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss systei Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �a building desi ' . Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ��'ek" is always req' fired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, silrage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt QualityCriteria, DSB-89 and SCSI Building Component Safety Inforrliation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - g P Tamp Parke East Blvd. I'I Tampa, FL 36610 J b Truss Qly Ply J36229-Kerns Const: Shiffer/Lloyd Res. ]7mssT—yep 6229 AT11G der 1 3 Job Reference o tional Cast Boas, , rus 4 m. rlerce, rL 39e40 Run: e.4 m s IWar I4 4u ro rnm: 0.44. s niay 4e rayn , ID:YDmHPJYpWo3MulDITZjJe4yieSV-Oa;s"M, xdbcPbvnZOFhTYX—LC aFeRZSISL4jUz557K 12-1-10 274-12 41-11 8-0.13 11-11-14 1 15-8-51 31 20.3-0 23-9-6 2 -9.1 2 -6- 32-1 364& 38-2-3 40-" 4-1-1.1 3-11-2 .1 .2 0.1-12 2.7.1 -0- 38-6 3-6-6 -0. 2-11 -1-6 111-2 3-11-2 1-9-14 2.3-13 0-11-10 4x12 :r- 410 410 \\ 412 3x10 II 9 4x8 i 5x10 \\ 7 8 6.00 12 4x4 i 5 6 4 2x4 II 4x8 5- 3 5x6 = 10 4x12 Q 1 410 11 3x10 II 4x12 31 2x4 II N ry 14-0-0 36 4x10 // 5x10 12 4x8 1337 4x4 14 15 16 2x4 11 17 4x8 i� 18 1 r`1 19I ¢I Id 26 38 39 40 25 4142 43 44 24 45 46 47 48 d 30 29 2827 23 22 21 20 4x8 = 5x12 II 5x12 = 5x12 = HUS26 5x12 II HUS26 4x8 = 4x8 = 3x6 II 5x10 = 5xl2 = 5xl2 = 5x,2 = 5x10 = HUS26 3x6 II 4x8 = HUS26 HUS265xl2 = HUS26 IOx10 M18SHS —_ HUS28-2 HUS26 HUS26 10x10 M18SHS = HUS28-2 HUS26 HUS26 HUS26FiUS26 2313 13-1-4 28-7-14 38-6-0 2-0-0 -1-11 11-10-2 11-1 -14 17-10-0 20-3-0 27-0-12 36-0-5 38-2.3 408-0 2-0-0 -9-14 7-8-7 0.1-12 4312 2-5-0 7-1-12 -1-6 737 1-9.14 2-0-0 Scale = 1:94.7 Plate Offsets (SC,Y)— [1:0-3-1,Edge], [2:0-2-12,0-2-0], [7:0-7-8,0-2-0], [8:0-7-12,0-1-8], [12:0-7-12,0-1-8], [13:0-7-8,0-1-4], [22:0-3-8,0-2-7], [23:0-8-1,0-2-8], [24:0-5-0,0-3-0], 24:0-0-0 0-3-10 26:0-5-0 0-3-0 26:0-0-0 0-3-10 27:0-8-12 0-2-8 28:0-3-4 0-2-8 LOADING (p SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP ,p TCLL 200 Plate Grip DOL 1.25 TIC 0.70 Vert(LL) -0.36 23 >683 240 MT20 244/190 TCDL 76 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.51 23 >479 180 M18SHS 244/190 BCLL O Q Rep Stress Incr NO WB 0.76 Horz(CT) 0.02 25 n/a n/a BCDL 10 Code FBC2017f rP12014 Matrix -MS Attic -0.36 23-25 637 360 Weight: 1204 lb FT = 0% LUMBER TOP CHORD BOTCHORD WEBS REACTIONS. FORCES. (lb TOP CHORD BOT CHORD WEBS NOTES- 1) 3-ply truss b Top chords Bottom chor Webs tonne 2) All loads are ply connecti 3) Unbalanced 4) Wind: ASCE II; Exp C; Er DOL=1.60 p 5) All plates an 6) Plates checl 2x6 SP No.2 *Except* 5-9,11-15: 2x6 SP SS, 6-10,10-14: 2x6 SP DSS 2x8 SP DSS *Except* 22-28: 2x4 SP No.2 2x4 SP No.3 *Except* 2-30,18-20: 2x6 SP No.2 (Ib/size) 30=2281/0-8-0, 20=382510-8-0, 25=1500/0-3-8 Max Horz 30=-470(LC 6) Max Uplift 30=-1354(LC 8), 20=-1260(LC 8), 25=-585(LC 8) Max Grav 30=2672(LC 2), 20=5566(LC 2), 25=2852(LC 12) 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. JOINTS 1 Brace at Jt(s): 31 Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-379/63, 2-3=2314/1098, 3-4=-2346/1188, 4-5=-4173/1628, 5-6=-4043/1537, 6-7=-4140/1626, 7-8=-4674/1508, 8-9=-3776/1278, 9-1 0=-1 23/329, 10-11=-24/790, 1'1-36=-3218/1284,12-36=-3498/1298,12-13=-5368/1479,13-37=-6022/1576, 14-37=-6038/1567,14-15=-5818/1512,15-16=-6468/1611.,16-17=-5772/1179, 17-18=-5658/1094, 18-19=-823/144 1-30=-30/315, 29-30=-371/632, 28-29=-1252/3465, 27-28=-1011/4103. 27-38=-772/3817, 26-38=-773/3793, 26-39=-901/3854, 39-40=-894/3909, 25-40=-894/3936, 25-41=-854/3940, 41-42=-855/3924, 42-43=-857/3896, 43-44=-858/3878, 24-44=-861/3863, 23-24=-785/3757, 22-23=-1006/4689, 22-45=-1256/6340, 45-46=-1256/6340, 46-47=-1256/6340, 47-48=-1256/6340, 21-48=-1256/6340, 20-21=-71/682, 19-20=-71/682 13-23=-7028/1650, 16-22=-1987/337, 12-23=-654/4425, 18-21=-942/5114, 8-27=-581/1890, 7-27=-1842/3460, 9-31=-4439/1454, 11-31=-4439/1454, 2-30=-2042/1128, 18-20=-4944/1007, 4-28=-189/857, 2-29=-1042/2053, 7-28=-4650/2201, 13-22=-833/4180, 3-29=-234/261, 17-21=-695/209, 4-29=-1931/545, 16-21=1984/691 lbe connected togetherwith 10d (0.131"x3") nails as follows: ;connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. is connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. ted as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ns have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. hoof live loads have been considered for this design. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=4111; eave=5ft; Cat. cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber 'te grip DOL=1.60 (IMT20 plates unless otherwise indicated. ed for a plus or minus 0 deoree rotation about its center. & WARNINGII'l Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid f r use only with MIT, connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss syster�il 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 is always req fired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, st ,age, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Infor tion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 Nat MiTek' i 6904 Parke East Blvd. Tampa, FL 36610 Truss Truss Type Qty Ply Const: Shiffer/Lloyd Res. Llob �J36229-Kem' T74322743 AT11G Attic Girder 1 3 Job Reference O tl0nal East Coa Truss, Ft. Pierce, FL 34946 Run: 8.210 s Mar 12 2018 Print: 8.220 s May 29 2018 MTek Industries, Inc. Mon Jun 18 10:28:58 2018 Page 2 i ID:YDmHPJYpWo3MuIDITZjJe4yieSV-smOEZBndi"qT1IU_6kmwD1395cwUNupbX65dFxz557J NOTESL' 7) This tf'Iss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) - Thi Itruss 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 embers. 9) Ceilin'i dead load (5,0 psf) on member(s). 8-9, 11-12, 9-31, 11-31; Wall dead load (5.0psf) on member(s).12-23, 8-27 10) Boit'm chord live load (40.0 psf) and additional bottom chard dead load (5.0 psf) applied only to room. 25-27, 23-25 11) Pro ide mechanical connection (by others) of truss to bearing plate capable of withstanding 1354 lb uplift at joint 30, 1260 lb uplift at joint 20 and 585 lb uplift at joint 25. 12) Loa case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33 has/have been modified. Building designer mus', review loads to verify that they are correct for the intended use of this truss. 13) Use SP HUS28-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 24-4-8 oc max. starting at 11-11-14 from the left end to 36-4-6 to connect trus es) FG04 (2 ply 2x6 SP), FG05 (2 ply 2x6 SP) to front face of bottom chord. 14) Use SP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 13-2-15 from the left end to 35-1-4 to connect trusses) FT02 (1 ply 2x4 SP) to front face of bottom chord. 15) Fill al nail holes where hanger is in contact with lumber. 16) Han r(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1620 lb down and 492 lb up at 28-6-4 on top chord. The desi /selection of such connection device(s) is the responsibility of others. 17) Attic om checked for U360 deflection. LOAD C ISE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifor' Loads (plf) lVert: 1-8=-54, 8-9=-64, 9-10=-54, 10-11=-54, 11-36=-64, 17-19=-54, 1-27=-20, 26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30, 19-23=-20, 9-11=-10 Drag: 12-23=-10, 8-27=-10 Conce trated Loads (lb) Vert:23=-29(F) 13=-843 21=-320(F) 28=-1024(F) 38=-29(F) 39=-29(F) 40=-29(F) 41=-29(F) 42=-29(F) 43=-29(F) 44=-29(F) 45=-29(F) 46=-29(F) 47=-29(F) 48=-29(F) Trape oidal Loads (plf) 11 Vert: 36=-144-to-12=-163,12=-80-to-37=-91,37=-222-to-17=-267 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (plf) Vert: 1-8=-44, 8-9=-54, 9-10=44, 10-11=44, 11-36=-54, 17-19=44, 1-27=-20, 26-27=-91, 25-26=-90, 24-25=-90, 23-24=-91, 19-23=-20, 9-11=-10 Drag: 12-23=-10, 8-27=10 Conce rated Loads (Ib) Vert: 23=-178(F) 13=-1413 21=-297(F) 28=-885(F) 38=-178(F) 39=-178(F) 40=-178(F) 41=-178(F) 42=-178(F) 43=178(1`) 44=-178(F) 45=-178(F) 46=-178(F) 47=-178(F) 48=-178(F) Trapez idal Loads (plf) Vert: 36=183-to-12=-202, 12=-70-to-37=-81, 37=-300-to-17=-346 3) Dead + Jninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (pif) (Vert: 1-8=-14, 8-9=-24, 9-10=-14, 10-11=-14, 11-36=-24, 17-19=-14, 1-28=-40, 27-28=-40, 26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30, 22-23=-40, 19-22=-40, 9-11=-10 Drag: 12-23=10, 8-27=-10 Concert rated Loads (lb) ,\/ert: 13=615 21=-273(F) 28=-683(F) •Trapez ,,dal Loads (plf) IVert: 36=-84-to-1 2=1 03, 12=-40-to-37=-51, 37=1 47-to-1 7=-1 92 4) Dead + .6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform (Loads (plf) ert:1-8=19,B-9=13,9-10=19,10-11=38,11-36=32,17-19=38,1-30=34,27-30=-12,25-27=-18,24-25=-18,23-24=-18, i 9-23=-12, 9-11=-6 orz: 1-10=-27, 10-19=46, 1-33=46 drag: 12-23=-10, 8-27=-10 Concen ,Mated Loads (lb) ert:13=297 21 =75(F) 28=927(F) pezo Trapezoid dal Loads (plf) Yert: 36=51-to-12=32, 12=12-to-37=1, 37=47-to-17=2 5) Dead + 6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform loads (plf) ert: 1-8=38,,8-9=32, 9-10=38, 10-11=19, 11-36=13, 17-19=19, 1-27=-12, 25-27=-18, 24-25=-18, 23-24=-18, 20-23=-12, 9-20=34, 9-11=6 orz: 1-10=46, 10-19=27, 19-35=46 rag: 12-23=-10, 8-27=-10 Concentrated Loads (Ib) %ert: 13=297 21=75(F) 28=927(F) Trapezoio'a[ Loads (plf) !ert: 36=31-to-12=13, 12=-7-to-37=-18, 37=28-to-17=-17 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform T' ads (plf) Ie�rt 1 8-38, 8 6-9=-48, 9-10=-38, 10-11=8, 11-36=-2, 17-19=8, 1-30=26, 27-30=-20, 26-27=-30, 25-26=-30, 24-25=-30, -24=-30, 19-23=-20, 9-11=-10 orz: 1-1 0=24, 10-19=22, 1-33=-46 rag: 12-23=-10, 8-27=-10 Concentr iled Loads (lb) ((ert: 13=-664 21=83(F) 28=935(F) Trapezoicjal Loads (plf) rt: 36=-66-to-12=-85, 12=-18-to-37=-29, 37=-132-to-17=-177 7) Dead +0�6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 WARNj(��r G - Ver!/y design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design vaV',1 for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy�tem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p • building di sign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always quired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the iVliTek* fabrication ' storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI BuildingComponent Safety Ini jmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. p 6904 Parke East Blvd. I Tampa, FL 36610 Job Truss Truss Type Qty Ply ConsL-ShifferlLloyd Res. �J36229-Kems T14322743 J36229 AT11G Attic Girder 1 3 Job Reference (optional) Cam wasr I may, I. Yleme, rL Jvy90 Kun: o.21U s Mar lz zU15 Print: 15.22U S May 29 ZU16 MI I eK Industries, Inc. Mon Jun 16 1U:26:55 2U15 Page 3 I D:Y D mH PJYp Wo3 Mu1DITZjJ e4yieS V-smOEZBndiwj T 1 I U_6kmw01395cwU NupbX65d Fxz557J LOAD CASE( ) Standard Uniform Lo s (plf) Vey: 1-8=8, 8-9=-2,9-10=8,10-11=-38,11-36=-48, 17-19=-38,1-27=-20, 26-27=-30,25-26=-30, 24-25=-30, 23-24=-30, 20-23=-20, 19-20=26, 9-11=-10 Ho' : 1-10=-22, 10-19=-24, 19-35=46 Dr. :12-23=-10, 8-27=-10 Concentrat 'd Loads (lb) Ve :13=-664 21 =83(F) 28=935(F) Trapezoida'Loads (plf) Ve : 36=-113-to-12=-132, 12=-64-to-37=-75, 37=-1784o-17=-224 8) Dead + 0.6 AWFRS Wind (Pos. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa s (plf) Ve' 1-8=55, 8-9=49, 9-10=55, 10-11 =55,11-36=49, 17-19=55. 1-30=34, 27-30=-12, 25-27=-18, 24-25=-18, 23-24=-18, 19-23=-12, 9-11=-6 Ho z : 1-10=-64, 10-19=64, 1-33=46 Dr : 12-23=-10, 8-27=-10 Concentrat Loads (lb) Ve :13=492 21 =75(F) 28=927(F) Trapezoidal oads (plf) Ve : 36=85-to-12=66, 12=29-to-37=18, 37=95-to-17=50 9) Dead +0.6 4WFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform LoE s (plf) Vel : 1-8=21, 8-9=15, 9-10=21, 10-11=21, 11-36=15, 17-19=21, 1-27=-12, 25-27=-18, 24-25=-18, 23-24=-18, 20-23=-12, 19-20=34, 9-11=-6 Ho : 1-10=-29, 10-19=29, 19-35=46 Dr,g: 12-23=-10, 8-27=-10 Concentrat �1 Loads (lb) Ve :13=101 21=75(F)28=927(F) Trapezoidal k oads (pit) Ve : 36=1 7-to-1 2=-2, 12=-5-to-37=-16, 37=-0-to-17=45 10) Dead + 0. MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform I-ds (plf) V 1-8=-16, 8-9=-26,9-10=-16, 10-1 1=-16, 11-36=-26, 17-19=-16, 1-30=26,27-30=-20,26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30, 19-23=-20, 9-11=-10 H rz: 1-10=2, 10-19=-2, 1-33=46 D g: 12-23=-10, 8-27=-10 Concentra gd Loads (lb) V .13=-525 21 =83(F) 28=935(F) Trapezoid I Loads (plf) V h : 36=-78-to-12=-97, 12=-42-to-37=-53, 37=-134-to-17=-180 11) Dead + 0. MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform L ds (plf) Vert: 1-8=-16, 8-9=-26, 9-10=-16, 10-11=-16, 11-36=-26, 17-19=-16, 1-27=-20, 26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30, 20-23=-20, 19-20=26, 9-11=-10 H z: 1-10=2, 10-19=-2, 19-35=46 D g: 12-23=-10, 8-27=-10 Concentra d Loads (lb) V 0 : 13=-525 21=83(F) 28=935(F) Trapezoid Loads (plf) Vert: 36=-78-to-12=-97, 12=-42-to-37=-53, 37=-134-to-17=-180 12) Dead + At, Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform L fds (plf) V 1-8=-14, 8-9=-24, 9-10=-14, 10-11=-14, 11-36=-24, 17-19=-14, 1-27=-20, 26-27=-111, 25-26=-111, 24-25=-110, 23-24=-111, 19-23=-20, 9-11=-10 D g: 12-23=-10, 8-27=-10 Concentra d Loads (Ib) V �t:23=-227(F) 13=-1299 21=-227(F) 28=-469(F) 38=-227(F) 39=-227(F) 40=-227(F) 41=-227(F) 42=-227(F) 43=-227(F) 4-227(F) 45=-227(F) 46=-227(F) 47=-227(F) 48=-227(F) Trapezoid Loads (plf) V : 36=-1 43-to-1 2=-1 62, 12=40-to=37=-51, 37=-253-to-17=-298 13) Dead: Lurrf er Increase=1.00, Plate Increase=1.00 Uniform Lc ds (plf) V 1-8=-14, 8-9=-24, 9-10=-14, 10-11=-14, 11-36=-24, 17-19=-14, 1-27=-20,_26-27=-111, 25-26=-111, 24-25=-110, 2 i24=-111, 19-23=-20, 9-11=-10 Di ig: 12-23=-10, 8-27=-10 Concentra(Gd Loads (lb) V i�1: 23=-227(F) 13=-1299 21=227(F) 28=-469(F) 38=-227(F) 39=-227(F) 40=-227(F) 41=-227(F) 42=-227(F) 43=-227(F) 441-227(F) 45=-227(F) 46=-227(F) 47=-227(F) 48=-227(F) Trapezoid I Loads (plf) V : 36=-143-to-12=-162, 12=-40-to-37=-51, 37=-253-to-17=-298 14) Dead + 0. Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform La ids (plf) V �: 1-8=-62, 8-9=-72, 9-10=-62, 10-11=-27, 11-36=-37, 17-19=-27, 1-30=14, 27-30=-20, 26-27=-91, 25-26=-90, 24-25=-90, 23�24=-91, 19-23=-20, 9-11=-10 H I' : 1-10=18, 10-19=17, 1-33=-34 Dr g: 12-23=-10, 8-27=-10 Concentrat- d Loads (lb) Ve rt:13=-162021=11(F)28=581(F) Trapezoidal Loads (plf) Ve : 36=-185-to-12=-203, 12=-53-to-37=-64, 37=-316-to-17=-361 15) Dead + 0.71 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate WARNINGI!II.[Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ■! Design valid fpT� r use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �+ a truss systerh' Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desi.91 Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R AiTek* is always req red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the t V� 1 IC fabdcation, at rrage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infor 'ition available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I , Truss Type Qly Ply J36229-Kerns Const: Shiffer/Lloyd Res.T136229 [J'ab Puss 11G Attic Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 Run: 6.21u s Mar 12 2u16 runt: 6.22u s May 29 2ui6 MI I eK Inousines, Inc. Mon Jun its lu:2ts:J0 2u10 rage 4 I D:YDmHPJYpWo3MuIDITZjJe4yieSV-smOEZBnd*TI IU_6kmwO[395cwUNupbX65dFuz557J LOAD CASF(S) Standard Uniform loads (plf) ert: 1-8=-27, 8-9=-37, 9-10=-27, 10-11=-62, 11-36=-72, 17-19=62, 1-27=-20, 26-27=-91, 25-26=-90, 24-25=-90, 23-24=-91, 20-23=-20, 19-20=14, 9-11=10 orz: 1-10=-17, 10-19=-18, 19-35=34 rag: 12-23=-10, 8-27=-10 Concent Mated Loads (lb) art:13=-1620 21 =1 1 (F) 28=581 (F) Trapezoi al Loads (pit) I ert: 36=-219-to-12=-238, 12=-88-to-37=-99, 37=-3514o-17=-396 16) Dead +O175 Roof Live (bal.) +0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform ,oads (plf) ?ert: 1-8=45, 8-9=-55, 9-10=45, 10-11=45, 11-36=-55, 17-19=45, 1-30=14, 27-30=-20, 26-27=-91, 25-26=-90, 24-25=-90, 23-24=-91, 19-23=20, 9-11=-10 orz: 1-10=1, 10-19=-1, 1-33=-34 rag: 12-23=10, 8-27=10 Concent ated Loads (lb) �ert:13=-1516 21=1 1(F) 28=581(F) Trapezoidal Loads (plf) 1 ert: 36=-194-to-12=-212, 12=-71-to-37=-82, 37=-3184o-17=-363 17) Dead + d'' 75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform loads (pif) uiert: 1-8=-45, 8-9=-55, 9-10=45, 10-11=-45, 11-36=-55, 17-19=-45, 1-27=-20, 26-27=-91, 25-26=-90, 24-25=90, 23-24=-91, 20-23=-20, 19-20=14, 9-11=10 lorz: 1-10=1, 10-19=-1, 19-35=34 rag: 12-23=-10, 8-27=-10 Concenti ited Loads (lb) ert:13=-1516 21=11(F)28=581(F) Trapezoi' al Loads (plf) an: 36=-194-to-12=-212, 12=-714o-37=-82, 37=-318-to-17=-363 18) 1st Deal+ Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform oads (plf) ert: 1-8=54, 8-9=-64, 9-10=54, 10-11=14, 11-36=24, 17-19=-14, 1-27=-20, 26-27=-30, 25-26=30, 24-25=-30, 23-24=-30, 19-23=-20, 9-11=10 12-23=-10, 8-27=-10 Loads (lb) 23=-29(F) 13=-843 21=-320(F) 28=-1024(F) 38=-29(F) 39=-29(F) 40=-29(F) 41=-29(F) 42=-29(F) 43=-29(F) 44=-29(F) 45=-29(F) 46=-29(F) 47=-29(F) Trapezoi Jai Loads (plf) l ert: 36=-104-to-12=-123, 12=-40-to-37=-51, 37=-182-to-17=-227 19) 2nd Dea il + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform y:bads (plf) iert: 1-8=-14, 8-9=-24, 9-10=-14, 10-11=-54, 11-36=-64, 17-19=-54, 1-27=-20, 26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30, 19-23=-20, 9-11=-10 rag: 12-23=-10, 8-27=-10 Concent ted Loads (lb) art:23=-29(F) 13=-843 21=-320(F) 28=-1024(F) 38=-29(F) 39=-29(F) 40=-29(F) 41=-29(F) 42=-29(F) 43=-29(F) 44=-29(F) 45=-29(F) 46=-29(F) 47=-29(F) Trapezoi al Loads (plf) ert: 36=144-to-12=163, 12=-8040-37=91, 37=-222-tc-17=-267 20) 3rd Dea + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform oads (plf) ert: 1-8=44, 8-9=-54, 9-10=44, 10-11=-14, 11-36=24, 17-19=-14, 1-27=-20, 26-27=-91, 25-26=90, 24-25=-90, 23-24=-91, 19-23=-20, 9-11=10 rag: 12-23=10, 8-27=-10 Concent fated Loads (lb) ert: 23=-178(F) 13=-1413 21=-297(F) 28=-885(F) 38=-178(F) 39=-178(F) 40=-178(F) 41=-178(F) 42=-178(F) 43=-178(F) =-178(F) 45=-178(F) 46=-178(F) 47=-178(F) 48=-178(F) Trapezoi at Loads (p11) ert: 36=-153-to-12=-172,-12=-40-to-37=-51,. 37=-270-to-17=-316 21) 4th Dead',�F 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform 'oads (plf) ert: 1-8=-14, 8-9=-24, 9-10=-14, 10-11=-44, 11-36=-54, 17-19=-44, 1-27=-20, 26-27=-91, 25-26=-90, 24-25=-90, 23-24=-91 19-23=-20, 9-11=10 ,rag: 12-23=-10, 8-27=-10 Concentrated Loads (lb) Vert23=-178(F) 13=-1413 21=-297(F) 28=-885(F) 38=-178(F) 39=-178(F) 40=-178(F) 41=-178(F) 42=-178(F) 43=-178(F) =-178(F) 45=178(F) 46=-178(F) 47=-178(F) 48=-178(F) Trapezoi al Loads (plf) ert: 36=-183-to-12=-202, 12=-70-to-37=-81, 37=-300-to-17=-346 22) Reversal Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform oads (pif) ,art: 1-8=19, 8-9=13, 9-10=19, 10-11=38, 11-36=32, 17-19=38, 1-30=34, 27-30=-12, 25-27=-18, 24-25=-18, 23-24=-18, -23=-12, 9-11=-6 orz: 1-10=-27, 10-19=46, 1-33=-46 E rag: 12-23=-10, 8-27=-10 Concentr'ted Loads (lb) ert:13=297 21=-466(F)28=-1033(F) Trapezoi at Loads (plf) Yert: 36=51-to-12=32, 12=12-to-37=1, 37=47-to-17=2 23) Reversall,Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 WARNI I G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design vali for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sysl m. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall M V M' building de gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A iTek" is always r quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, torage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI BuildingComponent Safety Infgimation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. p Tamp Parke East Blvd. Tampa, FL 36610 J b rss Truss Type Qty Ply J36229-Kems Const.-Shiffer/Lloyd Res. 1A" T74322743 J36229 T1G Attic Girder 1 3 Job Reference o tional East Coast Truss,IFt. Pierce, FL 34946 Hun: 6.21U 5 Mar 12 2U16 Pnnt: 6.22U 5 May 29 Zulu MI I eK Ineustnes, Inc. Mon Jun 16 1U:2t1:6e 2Ule Page 6 I D:YD mHPJYp Wo3MUlD ITZjJe4yieS V-smOEZBnd iwjT 11 U_6kmw01395cwU NupbX65d Fxz557J LOAD CASES) Standard Uniform Leads (plo ert: 1-8=38, 8-9=32, 9-10=38, 10-11=19, 11-36=13. 17-19=19, 1-27=-12, 25-27=18, 24-25=-18, 23-24=-18, 20-23=-12, 19-20=34, 9-11=-6 prz: 1-10=46, 10-19=27, 19-35=46 diag: 12-23=-10, 8-27=-10 ConcentrQi,�ed Loads (lb) V rt:13=297 21=-466(F)28=-1033(F) Trapezoic I Loads (plf) I rt: 36=31-to-12=13, 12=-7-to-37=-18, 37=28-to-17=-17 24) Reversal:Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform LL ads (plo ert: 1-8=-38, 8-9=-48, 9-10=-38, 10-11=8, 11-36=-2, 17-19=8, 1-30=26, 27-30=-20, 26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30, 19-23=20, 9-11=-10 Orz: 1-10=24, 10-19=22, 1-33=-46 rag: 12-23=10, 8-27=-10 Concentrated Loads (lb) \ Iiert: 13=-664 21=-458(F) 28=-1025(F) Trapezoidal Loads (plf) pert: 36=-66-to-12=-85, 12=-18-to-37=-29, 37=-1 32-to-1 7=-1 77 25) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform L ads (plf) )rt: 1-8=8, 8-9=-2, 9-10=8, 10-11=-38, 11-36=-48, 17-19=-38, 1-27=-20, 26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30, 20-23=-20, 19-20=26, 9-11=10 rz: 1-10=-22, 10-19=-24, 19-35=46 ag: 12-23=-10, 8-27=-10 Concentr ed Loads (lb) rt: 13=-664 21=-458(F) 28=-1025(F) Trapezoidal Loads (plf) %ert: 36=-113-to-12=-132, 12=-64-to-37=-75, 37=-178-to-17=-224 26) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform L iads (plf) art: 1-8=55, 8-9=49, 9-10=55, 10-11=55, 11-36=49, 17-19=55, 1-30=34, 27-30=-12, 25-27=-18, 24-25=-18, 23-24=-18, 19-23=-12, 9-11=-6 orz: 1-10=-64, 10-19=64, 1-33=46 Irag: 12-23=10, 8-27=-10 Concents Jed Loads (lb) kJrt:13=492 21=-466(F)28=-1033(F) Trapezoid, I Loads (plf) rt: 36=85-to-12=66, 12=29-to-37=18, 37=95-to-17=50 27) Reversal: ead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform L ads (plf) A rt: 1-8=21, 8-9=15, 9-10=21, 10-11=21, 11-36=15, 17-19=21. 1-27=-12, 25-27=-18, 24-25=-18, 23-24=-18, 20-23=-12, 19-20=34, 9-11=-6 Horz: 1-10=-29, 10-19=29, 19-35=46 Dag: 12-23=-10, 8-27=-10 Concentra ad Loads (lb) V rt:13=101 21=-466(F)28=-1033(F) Trapezoid il Loads (plo V !rt: 36=17-to-12=-2, 12=-54o-37=-16, 37=-0-to-17=-45 28) Reversal: )ead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform L iads (plo V irt: 1-8=-16, 8-9=-26, 9-10=-16, 10-11=-16, 11-36=-26, 17-19=-16, 1-30=26, 27-30=-20, 26-27=-30, 25-26=-30, 24-25=-30, 2:-24=-30, 19-23=20, 9-11=-10 Horz: 1-10=2, 10-19=-2, 1-33=-46 D g: 12-23=10, 8-27=-10 Concentra ad Loads-(Ib) V rt:13=-525 21=-458(F) 28=-1025(F) Trapezoid I Loads (plo V rt: 36=-784o-12=-97, 12=-42-to-37=-53, 37=-1 34-to-1 7=-1 80 29) Reversal: ead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform 1-61 ds (plf) V rt: 1-8=-16, 8-9=-26, 9-10=-16, 10-11=-16, 11-36=-26, 17-19=-16, 1-27=-20, 26-27=-30, 25-26=-30, 24-25=-30, 23-24=-30 0-23=-20, 19-20=26, 9-11 =-1 0 H rz:1-10=2,10-19=-2,19-35=46 D ag: 12-23=-10, 8-27=-10 Concentra led Loads (lb) V irt: 13=525 21= 458(F) 28=-1025(F) Trapezoid I Loads (plf) V rt: 36=-78-to-12=-97, 12=-42-to-37=-53, 37=-134-to-17=-180 30) Reversal: ead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase= .60 Uniform Li ads (plf) V rt: 1-8=-62, 8-9=-72, 9-10=-62, 10-11=-27, 11-36=-37, 17-19=-27, 1-30=14, 27-30=-20, 26-27=-91, 25-26=-90, 24-25=-90, 2 24=-91, 19-23=-20, 9-11=-10 H rz: 1-10=18, 10-19=17, 1-33=-34 D ',I g: 12-23=-10, 8-27=-10 Concentra ed Loads (lb) V irt:13=-1620 21 =-435(F) 28=-1 127(F) Trapezoid I Loads (plf) V 'j: 36=-185-to-12=-203, 12=-53-to-37=-64, 37=-316-to-17=-361 ® WARNIN I- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid Pr use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syste' . Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desilied indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always re `lied for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, ,sli4I rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info ailg available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type Qly Ply Const: Shiffer/Lloyd Res. FJa.b �J36229-Kems T14322743 29 AT11G Attic Girder 1 3 Job Reference (optional) East Coast Tjs, Ft. Pierce, FL 34946 Run: 6.21U s Mar 1Z Zu1it Print; 8.Zzu s May 29 Zu 18 Mi I eK Industries, Inc. Mon Jun 18 1u:26:S6 2U18 Page U I, ID:YDmHPJYpWo3MulDITZjJe4yieSV-smOEZBndiwjTl lU_6kmw01395cwLlNupbX65dFxz557J LOAD CA E(S) Standard 31) Revers I: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Unifo 'Loads (plf) i. Vert: 1-8=-27, 8-9=-37, 9-10=-27, 10-11=-62, 11-36-72, 17-19=-62, 1-27=-20, 26-27=-91, 25-26=-90, 24-25=-90, 23-24=-91, 20-23=-20, 19-20=14, 9-11=-10 I Horz: 1-10=-17, 10-19=-18, 19-35=34 Drag: 12-23=-10, 8-27=-10 Concer rated Loads (lb) I Vert: 13=-1620 21=-435(F)28=-1127(F) Trapez tidal Loads (plo IIVert: 36=-219-to-12=-238, 12=-88-to-37=-99, 37=-351 -to-1 7=-396 32) Revers I I]: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniforn.Loads (plf) (Vert: 1-8=-45, 8-9=-55, 9-10=-45, 10-11=-45, 11-36=-55, 17-19=-45, 1-30=14, 27-30=-20, 26-27=-91, 25-26=-90, 24-25=-90, 23-24=-91, 19-23=-20, 9-11=-10 Horz: 1-10=1, 10-19=-1, 1-33=-34 Drag: 12-23=-10, 8-27=-10 Conce Irated Loads (lb) �Vert: 13=-1 516 21 =-435(F) 28=-1 127(F) Trapezi dal Loads (plf) Vert: 36=-1 94-to -1 2=-212, 12=-71-to-37=-82, 37=-318-to- 1 7=-363 33) Revers I: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Unifor Loads (plf) Revers 1: 1-8=-45, 8-9=-55, 9-10=-45, 10-11=45, 11-36=-55, 17-19=45, 1-27=-20, 26-27=-91, 25-26=-90, 24-25=-90, 23-24=-91, 20-23=-20, 19-20=14, 9-11=-10 z:1-10=1,10-19=-1,19-35=34 g: 12-23=-10, 8-27=-10 d Loads (lb) I:13=-1516 21 =-435(F) 28=-1 127(F) Loads (plf) I: 36=-194-to-12=-212,12=-71-to-37=-82, 37=-318-to-17=-363 A WARM G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design va 'b for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy am. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building d � ign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - M ITe {C� is always quired 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 InfIrmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jo(e Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322744 J36229 AT12 Attic 1 1 Job Reference (optional) test toast I ru s, m. rlerce, t-L 34a4b 8.22u S May Z4 2016 MI I etc moustrles, Inc. Mon Jun 18 08:b'L:37 Zu18 Pagel ID:YD,nHPJYpWo3MulDITZjJe4yieS V-W4vvOw8Sw7KTzcNrg9PggI96F43pQdICykY5Kz55gK 7-1-10 13-1-0 158-5 1 1 23-9-6 2-9-1127-0-12 33-48 4050 7-1-10 5-11•W 2-7-1 -0-5 3E3 . - 2-7-1 5-11-10 7-1-10 LOADING (p: TCLL 20 TCDL 7 BCLL 0 BCDL 10 LUMBER - TOP CHORD BOTCHORD WEBS REACTIONS. FORCES. (II TOP CHORD BOTCHORD WEBS NOTES- 1) Unbalanced 2) Wind: ASCE II; Exp C; En DOL=1.60 pl 3) All plates arc 4) Plates chec8 5) This truss ha 6) ' This truss I will fit betwei 7) Ceiling dead 8) Bottom chop 9) Provide mec joint 14 and 10) This truss r sheetrock I 11) Attic room 5x6 = Scale = 1:87.8 7 4x8 = 4x8 = 4x4 4x6 6 8 4x4 I- i 4x6 4x8 ! 5 23 9 v 6.00 12 2x4 I I 4x8 4x4 ! 4 10 4x4 3 11 � � o 2x4 I I N c� 2x4 11 2 13- 14-0-0 12 131� I� 0 22 21 20 19 18 17 16 15 14 � 4x8 =5x8 = 5x8 = 5x8 = 5x8 = 5x8 = 4x8 — 3x6 I 7x10 = • 5x8 _7x10 = 3x6 I 3x6 II US I l0xl0 M18SHS = 10x10 M18SHS = 23-13 40-6-0 2-0-0 7-1-10 13-1-0 17-10-0 27-0-12 33-0-0 38-2-9 3 2-0-0 49-13 511-10 . 9-6-12 5-11-10 4-10-3 7 03-13 1 2-0-0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.34 16 >719 240 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.54 15-16 >448 180 Rep Stress Incr YES WB 0.47 Horz(CT) 0.02 18 n/a n/a Code FBC2017ITP12014 Matrix -AS Attic -0.34 16-18 675 360 BRACING - PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 338 lb FT = 0% x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. x8 SP DSS *Except* BOTCHORD Rigid ceiling directly applied. 6-20: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 23 x4 SP No.3 *Except* -22,12-14: 2x6 SP No.2 Ib/size) 22=1291/0-8-0, 14=1331/0-8-0. 18=888/0-3-8 Aax Horz 22=-470(LC 6) Aax Uplift 22=-676(LC 8), 14=-645(LC 8), 18=-159(LC 8) Aax Grav 22=1480(LC 17), 14=1470(LC 15), 18=1630(LC 14) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-1295/368, 2-3=-1458/556, 3-5=-1531/605, 5-6=-1353/740. 8-9=-1230/732, 9-11 =-1444/614,11-12=-1800/693, 12-13=-1632/515 1-22=-330/1203, 21-22=-331/1545, 20-21 =-331/1545,18-20=-222/1258, 16-18=-216/1199, 15-16=-456/1509,14-15=-456/1509,13-14=-456/1509 11 -1 6=-509/290, 5-20=-282/190, 9-16=-57/287, 3-20=-538/445, 6-23=1379/696, 8-23=-1379/696, 2-22=-448/367, 12-14=-421/358, 3-21=-324/237 of live loads have been considered for this design. •10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber e grip DOL=1.60 4T20 plates unless otherwise indicated. t for a plus or minus 0 degree rotation about its center. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. ad (5.0 psf) on member(s). 5-6, 8-9, 6-23, B-23; Wall dead load (5.Opsf) on member(s).5-20, 9-16, 2-22, 3-21 ive load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 21-22, 18-20, 16-18 inical connection (by others) of truss to bearing plate capable of withstanding 676 lb uplift at joint 22, 645 lb uplift at 9 lb uplift at joint 18. sign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum applied directly to the bottom chord. ecked for L/360 deflection. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 ® WARNINC Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid ruse only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not • a truss syste '. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desi Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always rect red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sl xage, delivery, erection and bracing of trusses and truss systems, see ANSIITPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inforr i6tion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jot ' Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. �Truss T14322745 J36229 AT13GE GABLE 1 1 � Job Reference (optional) East Coast Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:39 2018 Page 1 ID:YDmHPJYp Wo3MuIDITZjJe4yieSV-RUCfK4X4_YN 1jGmlzFBtv5gdp2nIHKQ1 gGDfACz55gl 27-4-12 7-1-10 13.1-4 15-8-5 1 -8-1 20-3-0 23-1-6 2 -9-V 33.4.6 40.6-0 7-1-10 5-11-10 2-7-1 -0- a-6-6 -0- 2-7-1 5-11-10 7-1-111 Scale = 1:85.5 5x6 = 6.00 12 4x8 = 2X4 II 7 4x4 i 4x4 ! 6 2X4 II 2x4 II 13-3-0 4x8 i 5 2x4 II 22 2X4 11 2x4 11 2x4 11 4x4 i 4 2X4 II 3 2x4 II 2 4 1 14-0-0 21 3X6 11 4x8 = 3x6 I I ,2-0-0 7-1-10 2X4 11 4x8 = 8 44 44 I I I 9 2x4 11 2x4 11 48 2x4 11 10 44 112x4 II 2x4 II 2x4 II 1 12 4 II G I 13N N X x }2x4 j Id 21 ILAJ 20 3x6 I r3 61I 19 18 17 16 3x6 11 15 3x6 11 14 0 0 USI I 4x8 = 4x8 = 4x8 = 4x8 = 4x8 = 7x10 = 3X6 11 4x8 10x10 M18SHS = 4x8 _ US II 3x6 II 10x10 M18SHS = 3x6 11 3X6 I 7x10 = 13-1-4 13-0-0 20-3-0 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.22 16-19 >783 240 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.63 Vert(CT) -0.29 16-19 >598 180 M18SHS 2441190 BCLL 0. Rep Stress Incr YES WB 0.45 Horz(CT) 0.01 14 t n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -AS Attic -0.22 16-19 779 360 Weight: 391 lb FT = 0% LUMBER- BRACING - TOP CHORD x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x8 SP DSS *Except* BOT CHORD Rigid ceiling directly applied. 16-19: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 22 WEBS 2x4 SP No.3 *Except* 2-21,12-14: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. l All bearings 0-8-0. (lb) - Max Horz 21=470(LC 6) flax Uplift All uplift 100 lb or less at joint(s) except 16=-329(LC 8), 19=-320(LC 8). 21=-512(LC 8), 14=-395(LC 8) ax Grav All reactions 250 lb or less at joint(s) except 16=1556(LC 15); 19=1567(LC 14),21=765(LC 1),14=765(LC 1) i FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-446/110, 2-3=-567/287, 3-5=-592/232, 5-6=-572/449, 6-7=-439/278, 7-8=-439/278, 8-9=-572/449, 9-11=-574/233, 11-12=-567/319, 12-13=-446/152 BOT CHORD 1-21=-92/439, 20-21=-205/597, 19-20=-205/597, 16-19=-54/566, 15-16=-1241439, 14-15=-124/439,13-14=-124/439 WEBS 9-16=-587/373, 11-16=205/276, 11-15=310/93, 5-19=-597/376, 3-20=-312/118, 2-21=-327/356, 12-14=-327/333 NOTES- 1) Unbalanced 2) Wind: ASCE II; Exp C; En DOL=1.60 pl 3) Truss desigr Gable End C 4) All plates are 5) Plates check 6) Gable studs 7) This truss he 8) "This truss f will fit betwel 9) Ceiling dead 10) Bottom chc 11) Provide me joint 19, 51 12) This truss c Df live loads have been considered for this design. 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber grip DOL=1.60 I for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ails as applicable, or consult qualified building designer as perANS11TPl 1. IT20 plates unless otherwise indicated. for a plus or minus 0 degree rotation about its center. aced at 2-0-0 oc. )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 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 the bottom chord and any other members. ad (5.0 psf) on member(s). 5-6, 8-9, 6-22, 8-22; Wall dead load (5.0psf) on member(s).9-16, 5-19 live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 16-19 anical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 16, 320 lb uplift at b uplift at joint 21 and 395 lb uplift at joint 14. lign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: EWARNING' Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid i) r use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syste Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desic'. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* always req i red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infon i nation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 June 18,2018 Job ` i Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. I �Truiss T14322745 J36229 AT13GE GABLE 1 1 Job Reference (optional) East Coast NOTES- 13) Attic Ft. Pierce, FL 34946 for L/360 deflection. 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:40 2018 Page 2 ID:YDmHPJYpWo3MulDITZjJe4yieSV--v4ml XPy11rVuKQLyXyi6SJNoZS7_Ong BuwzCifz55gH WARNIN - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid Qr use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syste 11 Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nat building des i . Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always re q; ired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, s rage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforrryation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ' Truss Truss Type Qty Ply J36229-Kerns Const.-Shiffer/Lloyd Res. T14322746 J36229 B01 COMMON 3 1 Job Reference o tional East Coast s, Ft. Pierce, FL 34946 u.zzu s May 24 2U1S mi I eK Inauslnes, Inc. Mon Jun 1d Ud:oi:4u zuio rage 1 I D:YDmHPJYp Wo3MuIDITZjJe4yieSV-v4m1 XPy11rVuKQLyXyi6SJNpbSCrOtNBuwzCifz55gH -1-0-0 5-0-0 10-M _, 11-0-0 r 1-0-0 5-0-0 5-0-0 1,, 2 2x4 = 5.00 12 4x4 = 3 Scale = 1:22.3 ;izz:::5� I; 2x4 = 5-0-0 5-0-0 LOADING (pS SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.Q Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.03 6-12 >999 240 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.26 Vert(CT) -0.04 6-12 >999 180 BCLL 0. Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 4 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -AS Weight: 37 lb FT = 0% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD Fx4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS x4 SP No.3 REACTIONS. �lb/size) 2=427/0-3-8, 4=427/0-3-8 Max Horz 2=-104(LC 6) Max Uplift 2=-31O(LC 8). 4=-31 O(LC 8) FORCES. (lb )I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=569/314, 3-4=-569/314 BOT CHORD 2-6=168/499, 4-6=-168/499 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE ,� -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. 11; Exp C; En L, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 pl to grip DOL=1.60 3) Plates check16d for a plus or minus 0 degree rotation about its center. 4) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss 'as 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 betwe .r the bottom chord and any other members. 6) Provide mec apical connection (by others) of truss to bearing plate capable of withstanding 310 lb uplift at joint 2 and 310 lb uplift at joint 4. 7) This truss delign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be 6pplied directly to the bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 ® WARNIN Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid o r use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syste ' . Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall buildingdesi . Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing isalways rejMiTek' ; fired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s rage, 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 Infor atton availabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jc6 r Truss Truss Type Qty Ply J36229-Kerns Const.-Shiffer/Lloyd Res. T14322747 J36229 B02G COMMON GIRDER 1 1 Job Reference (optional) East Coast Tru s, Ft. Pierce, FL 34946 8.22U s May Z4 ZU16 MI I eK Inoustnes, Inc. Mon Jun 18 u8:b1:41 2u1u Page 1 ID:YDmHPJYp Wo3MulDITZjJe4yieS V-NH KPIIzf W9dlyav84gDL_WwvUsU91AeK7aimE5z55gG -1-0-0 5-0-0 10-0-0 _ 11-0-0 1-0-0 5-0-0 5-0-0 1-0-0 Scale = 1:22.3 II 4x4 = 3 i 5.00 12 N i I 71 2 5 Ia 11 12 13 14 6 3x8 = HUS26 HUS26 HUS26 HUS26 3x10 II II 3x8 = 5-05-0-0 10-0 1 -0-0 5-0-0 Plate Offsets Y -- 2:0-11-1 0-1-8 4:0-11-1 0-1-8 LOADING (psH TCLL 20. TCDL 7. BCLL 0. BCDL 10. ` SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20171TP12014 CSI. TC 0.52 BC 0.57 WB 0.72 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) 0.11 6-8 >999 240 Vert(CT) -0.12 6-8 >977 180 Horz(CT) 0.03 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 46 lb FT = 0% LUMBER- BRACING - TOP CHORD '2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purlins. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 6-4-7 oc bracing. WEBS x4 SP No.3 REACTIONS. II,(lb/size) 2=1602/0-3-8, 4=1604/0-3-8 I Max Horz 2=104(LC 24) Max Uplift 2=-1051(LC 8), 4=-1053(LC 8) FORCES. (lb Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2858/1758, 3-4=-2858/1758 BOT CHORD 2-6=-1501/2621, 4-6=-1501/2621 WEBS 3-6=-1098/1897 NOTES- !oof 1) Unbalanced live loads have been considered forlhis design. 2) Wind: ASCE,t-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. II; Exp C; En I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates check' d for a plus or minus 0 degree rotation about its center. 4) This truss hall been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss fIas 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 betwe 4i the bottom chord and any other members. 6) Provide mec , anical connection (by others) of truss to bearing plate capable of withstanding 1051 lb uplift at joint 2 and 1053 lb uplift at joint 4. 7) Use USP H $26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-2 oc max. starting at 2-0-14 from the left end to 7- 1-5 to connect truss(es) to back face of bottom chard. 8) Fill all nail ho es where hanger is in contact with lumber. 9) In the LOAD ASE(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 ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Vert 1-3=-54, 3-5=-54, 2-4=-20 Concentrate Loads (lb) Vert 111=-590(B) 12=-586(6) 13=-586(B) 14=-590(B) Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 WARNIN Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid or use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syste Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desi . Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is always req. fired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, s rage, delivery,. erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infon lation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 'J6b Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322748 J36229 B03GE GABLE 1 1 Job Reference (optional) East Coast Ft. Pierce, FL 34946 ts.zzu s may z4 zu-its ml i etc mausmes, mc. Nion dun its vom i:4z zu Irs rage i ID:YDm H PJYp Wo3Mul D ITZjJe4yieSV-rTuoy5_H H SlcakU KeNIaXkS BgGxLUoNU M E SJnXz55gF -1-0-0 5-0-0 10-M 11-0-0 1-0-0 5-0-0 5-0-0 11-0 44 = 4 _ 10 9 8 2x4 1x4 II 1x4 II 1x4 II 2x4 = Scale = 1:22.3 I� 10-0-0 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 206 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 7 QQ Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 7 n/r 120 BCLL 0 0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 6 n/a n/a BCDL 100 111 Code FBC2017/TP12014 Matrix-S Weight: 40 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 CHARD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 I REACTIONS. All bearings 10-0-0. A (lb) Max Harz 2=-104(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-177(LC 8), 6=-177(LC 8), 10=-136(LC 8), 8=-136(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9, 10, 8 FORCES. NOTES- 1) Unbalanced 2) Wind: ASC 11; Exp C; E DOL=1.60 p� 3) Truss desig Gable End 1 4) Plates chec 5) Gable requi 6) Gable studs 7) This truss h 8) ` This truss I will fit betwe 9) Provide me joint 6, 1361 - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. iof live loads have been considered for this design. -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=2ft; Cat. ., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber to grip DOL=1.60 d for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry tails as applicable, or consult qualified building designer as per ANSI/TPI 1. d for a plus or minus 0 degree rotation about its center. s continuous bottom chord bearing. )aced at 2-0-0 oc. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 i the bottom chord and any other members. anical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift atjoint 2, 177 lb uplift at uplift at joint 10 and 136 lb uplift at joint 8. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 A WARNIN Verrly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid or use only with MiTek® connectors. This design is based only upon parameters, shown, and is for an individual building component, not a truss syste � . Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MIS, building desi n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A iTek- Is always re "aired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, s rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII QualityCriteria, DSB-89 and BCSI Building Component 9 P 6904 Parke East Blvd. Safety Infomlation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Joy) Truss Truss Type Qty Ply J36229-Kerns Coast: Shiffer/Lloyd Res. T74322749 J36229 C01 Common 6 1 Job Reference o tional East Coast LOADING (p TCLL 2C TCDL 7 BCLL C BCDL 1C LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. Ft. Pierce, FL 34946 u.zzu s Niay zv Zulu mi i eK rnDU5tne5, mc. rvt0n dun 10 M0 r.ffa zu to rdye i I D:YDmHPJYp Wo3MulDITZjJe4yieSV-JfSA9R_v2muTCu3XC5Gp4x?MfgGBDFIdbuBtJzz55gE -1-0-0 2-9-0 5.6-0 _ 6-0-0 1-0-0 2-9-0 2-9-0 , 1 0 0 Scale = 1:14.5 2x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 ' Rep Stress Incr YES Code FBC2017/TPI2014 4x4 = 3 CSI. DEFL. in (loc) I/deft Ltd TC 0.09 Vert(LL) -0.00 6 >999 240 BC 0.09 Vert(CT) -0.01 6 >999 180 WB 0.04 Horz(CT) 0.00 4 n/a n/a Matrix -AS BRACING- K4 SP No.2 TOP CHORD K4 SP No.2 BOT CHORD K4 SP No.3 b/size) 2=261/0-3-8, 4=261/0-3-8 lax Horz 2=66(LC 7) lax Uplift 2=-213(LC 8), 4=-213(LC B) 2x4 = PLATES GRIP MT20 244/190 Weight: 22 lb FT = 0% Structural wood sheathing directly applied. Rigid ceiling directly applied. FORCES. (lb) '1= Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-264/116, 3-4=-264/116 NOTES- 1) Unbalanced 'oof live loads have been considered for this design. 2) Wind: ASCE 1-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. II; Exp C; En I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 pl q to grip DOL=1.60 3) Plates check d for a plus or minus 0 degree rotation about its center. 4) This truss hats been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss as been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitbetwe��� the bottom chord and any other members. 6) Provide mecl' nical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at joint 2 and 213 lb uplift at joint 4. 7) This truss deign requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Michael S. Magid PE No.53881 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 18,2018 ® WARNINC Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid r use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syste .Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desi n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° I is always req ,Ired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII QualityCriteria, DSB-89 and BCSI BuildingComponent Safety Inforrji Lion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. P 6804 Parke East Blvd. Tampa, FL 36610 Vob Truss Truss Type Qty Ply -Kerns Const: Shiffer/Lloyd Res. i T14322750 J36229 CO2G Common Girder 1 1 Job Reference (optional) East Coast 7 as i I i I I I i I � I Ft. Pierce, FL 34946 ti.zzu s May z4 zults mi I eK inous,nes, Inc. mon dun 1b utsa 1:44 zu to rage 1 I D:YDmHPJYpWo3MulDITZjJe4yieSV-ns?YNn?Xp4OKp2ejmon2c9YUj3W5ycdmpYxQrQz55gD -1-0-0 2-9-0 M-0 2-9-0 2-9-0 1-0-0 4X4 = 3 3x4 = 3x4 = LOADING (�f) SPACING- 2-0-0 TCLL Plate Grip DOL 1.25 TCDL .0 Lumber DOL 1.25 BCLL ]1.0 0 Rep Stress Incr NO BCDL .0 Code FBC20171TP12014 LUMBER- CSI. DEFL. in floc) I/dell L/d TC 0.26 Vert(LL) 0.03 6 >999 240 BC 0.49 Vert(CT) -0.03 6 >999 180 WE 0.39 Horz(CT) 0.01 4 n/a n/a Matrix -MP TOP CHORq 2x4 SP No.2 BOT CHORD I 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=852/0-3-8, 4=852/0-3-8 Max Horz 2=66(LC 7) Max Uplift 2=-582(LC 8), 4=-582(LC 8) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD, 2-3=-1529/903, 3-4=-1529/903 BOT CHORD 2-6=744/1410, 4-6=-744/1410 WEBS 3-6=-571/1018 Scale = 1:14.5 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-3-8 oc bracing. NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. II; Exp C; E iicl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 late grip DOL=1.60 3) Plates the ed for a plus or minus 0 degree rotation about its center. uss � 4) This trs been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss i�1as 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 betty en the bottom chord and any other members, 6) Provide rn 1hanical connection (by others) of truss to bearing plate capable of withstanding 582 Ito uplift at joint 2 and 582 lb uplift at joint 4. 7) Use USP H S26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 1-4-8 oc max, starting at 2-0-12 from the left end to 'i5-4 to connect truss(es) to back face of bottom chord. 8) Fill all nail tiles where hanger is in contact with lumber. 9) In the LOA CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(,) Standard 1) Dead + Ro Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (plf) Ve 1-3=-54, 3-5=-54, 2-4=-20 Concentrat Loads (lb) Ve�: 11=-592(B) 12=-592(B) Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3361D Date: June 18,2018 WARNI G -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II.7473 rev. 10/03/201 S BEFORE USE. Design vali 4or use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syst Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �• building deE qn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A iTek• is always re cared for stability and to prevent collapse with possible personal Injury and propeny damage. For general guidance regarding the q fabrication, orage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infotination available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job r' Truss Type City Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322751 J36229 Puss 03G Common Girder 1 1 Job Reference o tional East (;oast I 1 H. Fierce, hL 34946 O.LLV b Witty L9 LV 10 IVII I M ul—L b, ulc. .—II dun to uo.0 LYo cu Io rave I I D:YDmHPJYpWo3MulDITZjJe4yieSV-G2ZWa709aN8BRBDVJ WIH9M4g3TrSh4iw2CgzNsz55gC -1-0-0 2-9-0 5-6-0 1-0-0 2-9-0 2-9-0 3 4x4 = 44 = Scale = 1:14.5 Plate Offset l X Y 2:0-3-5 Ed a 4:0-3-5 Ed a 6:0-4-8 0-1-8 LOADING ( sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 2''.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.02 6 >999 240 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.03 6 >999 180 BCLL .0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.01 4 n/a n/a BCDL 1 i.0 Code FBC2017/TPI2014 Matrix -MP Weight: 26 lb FT = 0% LUMBER- BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc purlins. BOT CHOR 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-8-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS(lb/size) 2=999/0-3-8, 4=1059/0-3-8 Max Horz 2=66(LC 7) Max Uplift 2=-569(LC 8), 4=-594(LC 8) FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR 2-3=-1365/686, 3-4=-1365/687 BOT CHOR 2-6=-545/1260, 4-6=-545/1260 WEBS 3-6=-405/875 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. 11; Exp C; �Cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 late grip DOL=1.60 3) Plates the 'Iced for a plus or minus 0 degree rotation about its center. 4) This truss �s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 5) This trus 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 betty' en the bottom chord and any other members. 6) Provide m hanical connection (by others) of truss to bearing plate capable of withstanding 569 Ito uplift at joint 2 and 594 lb uplift at joint 4. 7) Use USP F US26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max, starting at 0-9-0 from the left end to ,19-0 to connect truss(es) to back face of bottom chord. 8) Fill all nail Koles where hanger is in contact with lumber. 9) In the LOAl CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( Standard 1) Dead + RO;f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ids Uniform Loi (plf) Ve : 1-3=-54, 3-5=-54, 2-4=-20 Concentrate Loads (lb) VeV6=-440(B)8=-548(B)11=-548(B) Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: III June 18,2018 , WARNI �G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. �* Design vali for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p�• a truss syst m gy. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall �i.� building de 1gn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A is always r uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the /giTe iC- fabrication, toraga, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI7 Quality Criteria, DSB-89 and Bost Building Component 6904 Parke East Blvd. Safety Into ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 rdob r Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322752 J36229 C04GE Common Supported Gable 2 1 i Job Reference (optional) East Coast Ti Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:46 2018 Page 1 I D:YDmHPJYp Wo3MuIDITZjJe4yieSV-kE7loT1 nLhG23Lo5tDpWhadtgtl4Qco3HsQXwlz55gB -1-0-0 2-9-0 5-6-0 6-G-0 1-0-0 2-9-0 2-9-0 11-0 4x4 = 3 Scale = 1:14.5 1¢ 2x4 = 1x4 II 2x4 = 5-6-0 5-6-0 LOADING (1Sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TIC 0.09 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 5 n/r 120 BCLL O Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 4 n/a n/a BCDL 1 Qh0 Code FBC20171TPI2014 Matrix-P Weight: 22 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD 1 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (lb/size) 2=166/5-6-0, 4=166/5-6-0, 6=188/5-6-0 Max Horz 2=66(LC 7) ' Max Uplift 2=-194(LC 8), 4=-194(LC 8), 6=-38(LC 8) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=2ft; Cat. 11; Exp C; E cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 late grip DOL=1.60 3) Truss desined for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End etails as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requi Jes continuous bottom chord bearing. 6) Gable stud 'Ispaced at 2-0-0 oc. 7) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss ,i as 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 betw en the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 2, 194 lb uplift at joint 4 and 8 lb uplift at joint 6. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 WARNIN -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev, 1010312015 BEFORE USE. Design valid or use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss syst fir. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall my des n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTe k• is always re ired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ty� fabrication, forage, delivery, erection and bracing of trusses and truss systems, see ANSf1TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inftation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322753 J36229 �I FG01 FLAT 1 1 i Job Reference (optional) East Coast Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:47 2018 Page 1 I D:YDmHPJYpWo3MuIDITZjJe4yieSV-CRhh?p2Q6?OvgVNI RXKIEnAUQHes9zaD W W94Slz55gA 4-8-11 9-5-6 4-8-11 4-8-11 4x4 = 3x8 11 4x4 = Scale = 1:37.7 1 7 8 2 9 10 3 3x4 II 6 6x8 = 5 3x4 I I 4 Plate Offsets Y — 5:0-4-0 0-4-0 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.01 5-6 >999 240 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 5-6 >999 180 BCLL 0. ,� ' Rep Stress Incr YES WB 0.44 Horz(CT) -0.00 4 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix-S Weight: 87 lb FT = 0% LUMBER- BRACING - TOP CHORD '2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 9-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-5 REACTIONS. All bearings 9-5-6. (lb) - Max Horz 6= 417(LC 17) Max Uplift All uplift 100 lb or less at joints) except 6=284(LC 4), 4=-285(LC 5), 5=-1200(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 6=395(LC 26), 4=398(LC 25), 4=341(LC 1), 5=2258(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-355/292, 3-4=-357/294 BOT CHORD 5-6=-375/328 WEBS 1-5=-275/260, 2-5=-1907/1075,3-5=-275/260 NOTES- 1) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=191t; B=72ft; L=41ft; eave=5ft; Cat. 11; Exp C; En I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 pl to grip DOL=1.60 2) Provide adec ate drainage to prevent water ponding. 3) Plates check 'd for a plus or minus 0 degree rotation about its center. 4) This truss ha ' been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss 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 1as will fit betwe 6) Provide mec n the bottom chord and any other members. anical connection (by others) of truss to bearing plate capable of withstanding 284 lb uplift at joint 6, 285 lb uplift at joint 4 and 1 00 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 565 lb down and 332 lb up at 1-9-9, 565 lb iiown and 347 lb up at 3-9-9, and 565 lb down and 347 lb up at 5-7-14, and 565 lb down and 332 lb up at 7-8-0 on top chord. The cosign/selection of such connection device(s) is the responsibility of others. LOAD CASE(S i Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa 5 (plo Vert I1-3=-54, 4-6=-20 Concentrate Loads (lb) Vert =-565 8=-565 9=-565 10=-565 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 t_76] WARNIN Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid or use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syste . Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Not building desii h . Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always req i`red for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infon iation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J36229-Kems Consl: Shiffer/Lloyd Res. T14322754 J36229 j FG02 FLAT GIRDER 1 Job Reference o tional East Coast'ITruss, Ft. Pierce, FL 34948 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT QHOI WEBS FORCES. TOP CHOIR BOT CHOR WEBS NOTES- 1) 2-ply truss Top chord? Bottom chic Webs conr 2) All loads at ply connec, 3) Wind: ASC II; Exp C; E DOL=1.60 4) Provide ad, 5) Plates chef 6) This truss t 7) ' This truss will fit betw 8) Refer to gir 9) Provide me joint 5. 10) Load cas, been moc 11) Use USP the left er 12) Fill all nai LOAD CASEI 1 4x4 = 8.zzu s May G4 zuiu MI I eK InGUstrles, Inc. Mon Jun 18 U8:b1:48 LUtts rage 1 ID:YDmHPJYpWo3MulDITZjJe4yieSV-gdF3D822tIWmifyU?er n?iCEhzBuUhMkAvd_Bz55g9 3-10-6 7-7-0 9-5 6 3-10-6 3-8-10 1-10-6 2x4 II 2 9 Scale = 1:17.6 3x4 = 4x4 = 3 4 10 11 12 13 SUH24 SUH24 3x8 — SUH24 SUH24 6 3x4 = 8 II THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 3-10-6 7-7-0 3-10-6 3-8-10 af) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud .0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.01 7 >999 240 .0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.02 7 >999 180 .0 Rep Stress Incr NO WB 0.19 Horz(CT) 0.00 5 n/a n/a .0 Code FBC2017[TP12014 Matrix -MS 2x6 SP No.2 2x6 SP No.2 2x4 SP No.3 (lb/size) 8=662/Mechanical, 5=696/Mechanical Max Horz 8=-139(LC 4) Max Uplift 8=-114(LC 4), 5=-80(LC 5) Max Grav 8=939(LC 23), 5=974(LC 22) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-8=-78910. 1-2=-1195/111, 2-3=-1195/111, 3-4=-820/77, 4-5=-893/30. 6-7=-71/806 1-7=-94/1280, 2-7=-646/0, 3-7=-73/470, 3-6=-681/0, 4-6=-56/1135 14 5 SUH24 2x4 II PLATES GRIP MT20 244/190 Weight: 133 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 10-0-0 oc bracing. be connected together with 1Od (0.131"x3") nails as follows: onnected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. is connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. :ted as follows: 2x4 - 1 row at 0-9-0 oc. considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ,ns have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber ate grip DOL=1.60 Iuate drainage to prevent water ponding. ed for a plus or minus 0 degree rotation about its center. s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 m the bottom chord and any other members. :r(s) for truss to truss connections. lanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 8 and 80 lb uplift at s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24. 25, 26, 27, 28, 29, 30, 31 has/have ied. Building designer must review loads to verify that they are correct for the intended use of this truss. UH24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-2 oc max. starting at 0-9-9 from to 8-8-0 to connect truss(es) to front face of bottom chord. ioles where hanger is in contact with lumber. 1 Standard Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 'A INARNIN Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design vali or use only wilh MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syst ° . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall qa �• building des n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing t V t i lek• Is always re ired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, torage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Infoation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jab Truss Truss Type Q Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322754 J36229 FG02 FLAT GIRDER 1 Job Reference (options[) East Coast Tru$ls, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:48 2018 Page 2 ID:YDmHPJYpWo3MulDITZjJe4yieSV-gdF3D822tIWmifyU?er n?iCEhzBuUhMkAvd_Bz55g9 LOAD CASES) Standard 1) Dead + Roo Livr (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Ve 5-8=-20 Concentrate Loads (lb) Ve 10=53(F) 11=55(F) 12=55(F) 13=55(F) 14=53(F) Trapezoidal Loads (plf) W4 1=-134-to-9=-176, 9=-176-to-4=-149 2) Dead + 0.75 oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa : s (plf) Ve { 5-8=-20 Concentrate Loads (lb) Ve i10=53(F)11=55(F)12=55(F)13=55(F)14=53(F) Trapezoidal (loads (plf) Ver 1 =-124-to-9=-1 66, 9=-166-to-4=-139 3) Dead + Unin abitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Ve ! 5-8=-40 Concentrate Loads (lb) Ver 10=53(F)11=55(F)12=55(F)13=55(F)14=53(F) Trapezoidal oads (plf) Ver� 1=-94-to-9=-136, 9=-136-to-4=-109 4) Dead + 0.6I WFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa s (plf) Vent 5-8=-12 Hone 1-8=34, 4-5=41 Concentrates Loads (lb) Ve;10=143(F)11=145(F)12=145(F)13=145(F)14=143(F) Trapezoidal oads (plf) Vern 1=25-to-9=-67, 9=-67-to-4=-40 5) Dead + 0.6 WFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loas Vertr4r4115-8=-12 Ho k 1-8=-41, 4-5=-34 Concentrate I Loads (lb) Ver � 10=143(F) 1 1=145(F) 12=145(F) 13=145(F) 14=143(F) Trapezoidal loads (plf) Vert1=-25-to-9=-67, 9=-67-to-4=-40 6) Dead + 0.6 I�1lWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa— (plf) VertrV 5-8=-20 Hor71 1-8=58,4-5=16 Concentrate Loads (lb) Vert10=149(F)11=151(F)12=151(F)13=151(F)14=148(F) Trapezoidal I oads (plf) Vert 1=-96-to-9=-138,9=-138-to-4=-111 7) Dead + 0.6 sWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa s (plf) Vert 5-8=-20 Ho 1-8=-16, 4-5=-58 Concentrate oads (lb) Vert 10=149(F)11=151(F)12=151(F)13=151(F)14=148(F) Trapezoidal I oads (plf) Vert 1 =-96-to-9=-1 38, 9=-138-to-4=-111 8) Dead + 0.6 l FRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa (plf) Vert 5-8=-12 Ho 1-8=-52, 4-5=52 Concentrate Loads,(Ib) Vert 10=143(F) 11=145(F) 12=145(F) 13=145(F) 14=143(F) Trapezoidal ads (plf) Vert 1=-25-to-9=67, 9=-67-to-4=-40 9) Dead + 0.6 N AIFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa s (plf) Vertl5-8=-12 Hod,1-8=-52, 4-5=52 Concentrate Loads (lb) Vert110=143(F)11=145(F)12=145(F)13=145(F)14=143(F) Trapezoidal ads (plf) Vert1=-59-to-9=-101, 9=-101-to-4=-74 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Val �: 5-8=-20 Ho : 1-8=-28, 4-5=28 Concentrat d Loads (lb) Veli� 10=149(F) 11=151(F) 12=151(F) 13=151(F) 14=148(F) WARNIN I Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. �--• Design valid q r 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 buildingdesimi . AiT Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always req red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r V 1 fabrication, si rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform l tion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jab ` Truss Truss Type Cly Ply J36229-Kems Const: Shiffer/Lloyd Res. T14322754 J36229 I FG02 FLAT GIRDER 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:48 2018 Page 3 ID:YDmHPJYpWo3MulDITZjJe4yieSV-gdF3DB22tIWmlfyU?er n?iCEhzBuUhMkAvd_Bz55g9 LOAD CAST (S) Standard Trapezo dal Loads (plf) iert: 1=-96-to-9=-138, 9=-138-to-4=-111 11) Dead + 11.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) /ert: 5-8=-20 torz:1-8=-28,4-5=28 Concent ted Loads (lb) ert:10=149(F)11=151(F)12=151(F)13=151(F)14=148(F) Trapezo dal Loads (plf) "iert: 1=-96 -to -9=-138, 9=-1 38-to-4=-1 11 12) Dead: L plber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Iloads (plf) ,ert: 5-8=-20 Concentlated Loads (lb) ert:10=53(F)11=55(F)12=55(F)13=55(F)14=53(F) Trapezol al Loads (plf) Ill: 1=94-to-9=-136, 9=-136-to-4=-109 13) Dead + (�j5 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform LEds (plf) ,I art: 5-8=-20 �orz:1-8=43,4-5=12 Concent ted Loads (lb) TPL 10=151(F) 11=153(F) 12=153(F) 13=153(F) 14=151(F) Trapezoi al Loads (pif) J ert: 1=-125-to-9=-167, 9=-167-to-4=-140 14) Dead + 0 �15 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform oads (plf) grt: 5-8=20 Prz: 1-8=-12, 4-5=43 Concentr'ted Loads (lb) IIert:10=151(F)11=153(F)12=153(F)13=153(F)14=151(F) Trapezoidal Loads (pit) Jgrt: 1=-125-to-9=-167, 9=-167-to-4=-140 15) Dead + 0JT5 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) list Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform cads (plf) 5ert: 5-8=-20 orz: 1-8=-21, 4-5=21 Concentr ted Loads (lb) rt:10=151(F)11=153(F)12=153(F)13=153(F)14=151(F) Trapezol al Loads (pit) rt: 1=-125-to-9=-167, 9=-167-to-4=-140 16) Dead + 0. �l5 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform L ads (plf) V Irt.5-8=-20 H rz: 1-8=-21, 4-5=21 ConcentrE ad Loads (lb) V rt: 10=151(F) 11=153(F) 12=153(F) 13=153(F) 14=151(F) Trapezoid 1 Loads (plf) V rt: 1=-125-to-9=-167, 9=-167-to-4=-140 17) Reversal: j)ead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lads (plf) V lrt: 5-8=-20 Concentr led Loads (lb) V' : 10=99(F) 11=102(F) 12=102(F) 13=102(F) 14=99(F) Trapezoid ' I Loads (pif) V : 1=-134-to-9=-176, 9=-176-to-4=-149 18) Reversal: ead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L ads (plf) V 5-8=-20 Concentra d Loads (lb) V rt: 10=87(F) 11=90(F) 12=90(F) 13=90(F) 14=87(F) Trapezoid ' Loads (plf) V fit. 1=-124-to-9=-166, 9=166-to-4=-139 19) Reversal: )ead: Lumber Increase=0.90, Plate Increase=0.90 Pit, metal=0.90 Uniform I - gads (plf) Vet pit: Concentra ed Loads (lb) V�ii: 10=53(F) 11=55(F) 12=55(F) 13=55(F) 14=53(F) Trapezoid Loads (pit) Vt 1=-94-to-9=-136, 9=-136-to-4=-109 MWFRWind 20) Reversal:ad + 0.6 S (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Ls (pIf) V5-8=-12 Ho : 1-8=34, 4-5=41 Concentrat °d Loads (Ib) Vet: 10=-128(F) 11=-126(F) 12=-126(F) 13=-126(F) 14=-128(F) AWARNINi - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. f0103%2015 BEFORE USE. Design valid r use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syste . Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building desir. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always re q red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, s rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322754 J36229 FG02 FLAT GIRDER 1 2 i Job Reference (optional) East Goast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:48 2018 Page 4 ID:YDmHPJYpWo3MulDITZjJe4yieSV-gdF3DB22tlWmifyU?er n?iCEhzBuUhMkAvd_Bz55g9 LOAD CASE(;) Standard Trapezoid I Loads (plf) V'rt: 1=-254o-9=-67, 9=-67-to4=40 21) Reversal: )ead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform L ads (plf) V rt: 5-8=-12 H'rz: 1-8=41, 4-5=-34 Concentr i'ed Loads (lb) V rt:10=-128(F) 11=-126(F) 12=-126(F) 13=-126(F) 14=128(F) Trapezoid I Loads (plf) V, : 1=-25-to-9=-67, 9=-67-to4=-40 22) Reversal: (read +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lads (plf) V :5-8=-20 H : 1-8=58, 4-5=16 Concentra d Loads (lb) V : 10=-123(F) 11=-120(F) 12=-120(F) 13=-120(F) 14=-123(F) Trapezoid; Ii Loads (plf) 1 =-96-to-9=-1 38, 9=-138-to-4=-111 23) Reversal,ead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform 6cls (plf) : 5-8=-20 H fz: 1-8=-16, 4-5=-58 Concentra ed Loads (lb) Vg�: 10=-123(F) 11=-120(F) 12=120(F) 13=-120(F) 14=123(F) Trapezoid it Loads (plf) Neel: 1 =-96-to-9=-1 38, 9=-1 38-to-4=1 11 24) Reversal: Bead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform L 'ads (plf) V it:5-8=-12 H 1 -8=-52, 4-5=52 Concentra ed Loads (lb) V rt: 10=-128(F) 11=-126(F) 12=-126(F) 13=-126(F) 14=-128(F) Trapezoid I Loads (plf) Ve,rt�: 1=-25-to-9=-67, 9=-67-to-4=40 25) Reversal: ead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lc &ids (plf) VqJft:5-8=-12 H'}z: 1-8=-52, 4-5=52 Concentra ed Loads (lb) VeR: 10=128(F) 11=-126(F) 12=-126(F) 13=126(F) 14=128(F) Trapezoidi� Loads (plo Vert: 1=-59-to-9=-101, 9=-101-to-4=-74 26) Reversal: [lead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo��ds (plf) Vej1I4 5-8=-20 H tz: 1-8=-28, 4-5=28 Concentrated Loads (lb) 3,.,: 10=-123(F) 11=-120(� 12=-120(F) 13=-120(F) 14=-123(F) TrapezoLoads (plf): 1=-96-to-9=-138, 9=-138-to-4=-111 27) Reversal: 'ead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo' ds (pif) Ve' : 5-8=-20 He : 1-8=-28, 4-5=28 Concentrat d Loads (lb) Ve'': 10=-123(F) 11=-120(F) 12=-120(F) 13=-120(F) 14=-123(F) Trapezoidal Loads (plf) Ve' : 1 =-96-to-9=-1 38, 9=-138-to-4=-111 28) Reversal: I Ilead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo' ids (plf) Ve : 5-8=-20 He : 1-8=43, 4-5=12 Concentrat d Loads (lb) Ve 10=-57(F) 11=54(F) 12=-54(F) 13=54(F) 14=-57(F) Trapezoida Loads (plf) Ve 1=-125-to-9=-167, 9=-167-to-4=-140 29) Reversal: ad + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo ds (plf) Ve :5-8=-20 Ho : 1-8=-12, 4-5=43 Concentrat id Loads (lb) Ve : 10=-57(F) 11=-54(F) 12=-54(F) 13=-54(F) 14=-57(F) Trapezoida [Loads (plf) Ve < 1=-125-to-9=-167, 9=-167-to-4=-140 WARNIN �11 Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid Qr use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syste . Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desi i . Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always req ;Ired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st 'rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Qualit Criteria, DSB-89 and BCSI BuildingComponent Safety Infor rage, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. y P 6904 Parke East Blvd. Tampa, FL 36610 Sob r Truss Truss Type City Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322754 J36229 III FG02 FLAT GIRDER 1 Job Reference (optional) East Coast Tress, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 0B:51:48 2018 Page 5 ID:YDmHPJYpWo3MulDITZjJe4yieSV-gdF3D822tlWmifyU?er n?iCEhzBuUhMkAvd_Bz55gg LOAD CASES) Standard 30) Reversal iIlDead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform ads (plf) ert: 5-8=-20 orz: 1-8=-21, 4-5=21 Concentr ted Loads (lb) ert: 10=-57(F) 11=-54(F) 12=-54(F) 13=-54(F) 14=-57(F) Trapezoii 161 Loads (plf) � rt: 1 =-1 25-to-9=-1 67, 9=-167-to-4=-140 31) Reversa[ 1, ead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform ILoads (plf) \grt: 5-8=-20 orz: 1-8=-21, 4-5=21 Concentr ited Loads (lb) Irt: 10=-57(F) 11=54(F) 12=-54(F) 13=-54(F) 14=-57(F) Trapezoi I Loads (plo ert: 1=-1254o-9=-167. 9=-167-to-4=-140 AWARNINC; Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid 11 ruse only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss systeii Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �• building desi nt Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always rend far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTek• p fabrication, st' rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info lotion available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job . r Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322755 J36229 FG03 Flat Girder 1 1 Job Reference o tional East Coast Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:49 2018 Page 1 I D:YDmHPJYpWo3MuIDITZjJe4yieSV-8ppRQU3gecedwpXgYLN DJCFDU4BhdtYWzgeB Wdz55g8 4-2-14 8-5-13 4-2-14 4-2-14 1 7 8 2 9 10 3 3x6 II HUS26 5x8 = HUS26 3x6 I 6 11 12 5 13 14 4 HUS26 HUS26 Scale = 1:48.9 4-2-14 8-5-13 4-2-14 4-2-14 Plate Offsets - 5:0-4-0 0-3-8 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.03 5-6 >999 240 MT20 244/190 TCDL 7. , Lumber DOL 1.25 BC 0.59 Vert(CT) -0.03 5-6 >999 180 BCLL 0.d Rep Stress Incr NO WB 0.41 Horz(CT) -0.00 4 n/a n/a BCDL 10.(! Code FBC2017/TP12014 Matrix-P Weight: 94 lb FT = 0% LUMBER- 11 BRACING - TOP CHORD ?x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 8-5-13 oc purlins, BOT CHORD x6 SP No.2 except end verticals. WEBS x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 9-6-8 oc bracing. 6,3-4: 2x4 SP No.1 WEBS 1 Row at midpt 1-5, 2-5, 3-5 REACTIONS. All bearings 8-5-13. (lb) - 'Max Horz 6=-548(LC 4) ax Uplift All uplift 100 lb or less at joint(s) except 6=-816(LC 4), 4=-642(LC 5), 5=-2090(LC 8) ax Grav All reactions 250 lb or less at joint(s) except 6=1018(LC 26), 4=801(LC 25), 4=584(LC 1), 5=3066(LC 25) i FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I TOP CHORD j 1-6=-529/493, 3-4=-416/396 BOT CHORD WEBS 5-6=-487/424 1-5=-399/398, 2-5=-1326/776, 3-5=-399/398 NOTES- II 1) Wind: ASCE 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. II; Exp C; En I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 pl to grip DOL=1.60 2) Provide adec iate drainage to prevent water ponding. 3) Plates check d for a plus or minus 0 degree rotation about its center. 4) This truss he been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss h is 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 betwe n the bottom chord and any other members. 6) Provide mec d nical connection (by others) of truss to bearing plate capable of withstanding 816 lb uplift at joint 6, 642 lb uplift at joint 4 and 2� 0 lb uplift at joint 5. 7) Use USP HU 26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max, starting at 1-0-12 from the left end to 74 12 to connect truss(es) to back face of bottom chord. 8) Fill all nail ho s where hanger is in contact with lumber. 9) Hanger(s) or �, ther connection device(s) shall be provided sufficient to support concentrated load(s) 366 lb down and 230,lb up at 0-1-12, 336 Ili down and 240 lb up at 2-0-12, 407 lb down and 243 lb up at 3-7-0, and 403 lb down and 282 lb up at 5-7-0, and 413 lb down and 41 lb up at 7-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAE CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i LOAD CASES Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa (plf) Vert 1-3=-54. 4-6=-20 ® WARNIN l Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid r use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss systei Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desli Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always req' fired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, s rage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Infor ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6964 Parke East Blvd. Tampa FL 33610 Date: MiTek" 6904 Parke East Blvd. Tampa, FL 36610 June 18,2018 Job " Truss Truss Type City Ply J36229-Kerns Const: Shiffer/Lloyd Res. - T14322755 J36229 FG03 Flat Girder 1 1 Job Reference (optional) East Coast russ, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:49 2018 Page 2 I D:YDmHPJYpWo3MulDITZjJe4yieSV-8ppRQU3gecedwpXgYLNDJCFDU4BhdtYWzgeBWdz55g8 LOAD CASE(S) Standard Concentrated Loads (Ib) V(ert:1=-366 7=-336 8=407 9=40310=413 1 1=-461(B) 12=-460(B) 13=-460(B) 14=-460(B) WARNII1 G -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.747J rev. 10/03/2015 BEFORE USE. Design valra for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sys'6m. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building de irgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always r ;Lryuired 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 Infgimation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ' Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. �1�T T14322756 J36229 FLAT GIRDER 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:50 2018 Page 1 ID:YDmHPJYpWo3MuIDITZIJe4yieS V-c?Npeg41 PwmUXz5t63uSsQoQgUcMMO5fCUOk33z55g7 4-11-6 4-11.6 6 2 7 8 3 4 2x4 11 HUS26 HUS26 4x4 = IIU LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20. Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.04 3-4 >999 240 TCDL 7. Lumber DOL 1.25 BC 0.31 Vert(CT) -0.04 3-4 >999 180 BCLL OX Rep Stress Incr NO WB 0.07 Horz(CT) -0.00 3 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MP LUMBER- BRACING - TOP CHORD I x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD I REACTIONS. 1"(Ib/size) 4=1044/Mechanical, 3=1044/Mechanical Scale = 1:33.4 PLATES GRIP MT20 244/190 Weight: 97 lb FT = 0% Structural wood sheathing directly applied or 4-11-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 4=-417(LC 4) Max Uplift 4=916(LC 4), 3=-915(LC 5) Max Grav 4=1228(LC 26), 3=1228(LC 25) FORCES. (lb), Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-804/660, 2-3=-694/409 BOT CHORD 3-4=-371/323 WEBS 1-3=326/326 NOTES- 1) 2-ply truss to je 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 chor � connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs conne �ed as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are onsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connectio s have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. 11; Exp C; En I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 pi °te grip DOL=1.60 4) Provide adec 'irate drainage to prevent water ponding. 5) Plates check M for a plus or minus 0 degree rotation about its center. 6) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss h a s 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 gird ;�(s) for truss to truss connections. 9) Provide mec ii nical connection (by others) of truss to bearing plate capable of withstanding 916 lb uplift at joint 4 and 915 lb uplift at joint 3. i 10) Use USP H LJbZb (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 1-4-8 oc max. starting at 1-9-7 from the left end to 1-15 to connect truss(es) to back face of bottom chord. 11) Fill all nail t oles where hanger is in contact with lumber. 12) Hanger(s) f other connection device(s) shall be provided sufficient to support concentrated [Dad(s) 568 lb down and 351 lb up at 1-9-7, and 168 lb down and 351 lb up at 3-1-15 on top chord. The design/selection of such connection device(s) is the responsibili of others. LOAD CASE( Sl� Standard WARNIN I Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid or use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building desi iii. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always rec i red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sk�rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inforrji,ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Hvit MiTek" 6904 Parke East Blvd. Tampa, FL 36610 June 18,2018 JsDb ' ` Truss Truss Type Qty Ply J36229-Kerns Const.-Shiffer/Lloyd Res. T14322756 J36229 I FG04 FLAT GIRDER 1 Job Reference o tional East Coast Truss, Ft. Fierce, FL 34945 LOAD CASE(,,) Standard 1) Dead + Roo Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Los (plf) Ve 1-2=-54, 3-4=-20 Concentrat Loads (lb) Ve,i: 5=-568 6=-568 7=-304(B) 8=-304(B) S.zzu s may z4 zuits MI I etc Inausiries, inc. Mon dun its uts:* i mu zu to rage z I D:YDmHPJYp Wo3MuIDITZjJe4yieSV-c?Npeg4l PwmUXz5l63uSsQoQgUcMM05fCUOk33z55g7 WARNIN -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid Qr use only with WeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syste . Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desi Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing M ITe IC• is always re ved for stability and to prevent collapse with.possible personal injury and property damage. For general guidance regarding the fabrication, s rage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info 7ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type city Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322757 J36229 FG05 Flat Girder 2 2 Job Reference (optional) test uoast I rupp, t-1. merce, VL s494b 1 4x4 = B.ZZU s May Z4 ZU1b MI I eK Industries, Inc. Mon Jun 18 U8:51:51 ZU18 Page 1 I D:YDmHPJYp Wo3MulDITZjJe4yieSV-4CwBrA5w9DuK96g3gmPhOdKhBu?g5sDoQ771b Wz55g6 4-11-6 4-11-6 5 22x4 II 6 7 3 SUH24 SUH24 2x4 II 4 4x4 = LOADING (ps 'i SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20. Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.01 3-4 >999 240 TCDL 7. I Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 3-4 >999 180 BCLL 0. Rep Stress Incr NO WB 0.01 Horz(CT) -0.00 3 filln/a BCDL 10. 1 I Code FBC2017rrP12014 Matrix -MP LUMBER- BRACING - TOP CHORD x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS x4 SP No.3 BOT CHORD REACTIONS. 1I(Il lsjze) 4=355/Mechanical, 3=340/Mechanical Scale = 1:14.4 PLATES GRIP MT20 244/190 Weight: 68 lb FT = 0% Structural wood sheathing directly applied or 4-11-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. ,Max Horz 4=-139(LC 4) Max Uplift 4=-24(LC 4), 3=-63(LC 5) Max Grav 4=450(LC 29), 3=478(LC 22) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=357/0, 2-3=-356/0 NOTES- 1) 2-ply truss tolpe connected together with 10d (0.131"x3") nails as follows: Top chords ;nnected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chor 6 connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs conne Ited 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) Wind: ASCE T-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 pl aIte grip DOL=1.60 4) Provide adec �uate drainage to prevent water ponding. 5) Plates check d for a plus or minus 0 degree rotation about its center. 6) This truss ha 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 betwe n the bottom chord and any other members. 8) Refer to gird I(s) for truss to truss connections. 9) Provide me c anical connection (by others) of truss to bearing plate capable of withstanding 24lb uplift at joint 4 and 63 lb uplift at joint 3. 1 10) Load case( 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31 has/have been modifi d. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Use USP S'H24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-9-7 from the left end' o 3-9-7 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load,, (pit) Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Data: June 18,2018 ® WARNING'Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid t r use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual. building component, not a truss syste r Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall rL V building desi19. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'y' iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Info ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1, Tampa, FL 36610 Job I' Truss Truss Type City Ply J36229-Kerns Const: Shiffer/Lloyd Res. � T14322757 J36229 FG05 Flat Girder 2 Job Reference o tional East Coast Cuss, Ft. Pierce, FL 34946 u.zzu s may z4 zuiu mi I etc mausmi es, Inc. mon dun s utim i m I zu to rage z ID:YDmH PJYp Wo3Mu IDITZjJ e4yieS V-4CwBrA5w9DuK96g3gmPh OdKhBu?gSsDoQ771 bWz55g6 LOAD CASP(S) Standard ConcentrIted Loads (lb) ert: 6=55(F) 7=55(F) Trapezoi ,6I Loads (plf) ert: 1=-144-to-5=-162, 5=-162-to-2=-144 2) Dead + 0)J 5 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform �Qads (plf) ggrt: 3-4=-20 Concentr 4ed Loads (lb) ert:6=55(F) 7=55(F) Trapezoidal Loads (plf) vlgrt: 1=-134-to-5=-152, 5=-152-to-2=-134 3) Dead + U((��inhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform I i ads (plf) 11,rt: 3-4=-40 Concentr ed Loads (lb) rt: 6=55(F) 7=55(F) Trapezoid I Loads (plf) V rt: 1=-104-to-5=-122, 5=-122-to-2=-104 4) Dead + O.i MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform L' ds (plf) V rt: 3-4=-12 H rz: 1-4=34, 2-3=41 Concentra �d Loads (lb) V °rt: 6=145(F) 7=145(F) Trapezoid Loads (plf) V : 1=-35-to-5=-53, 5=-53-to-2=-35 5) Dead + 0. MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform L ids (plf) V rt: 3-4=-12 H rz: 1-4=-41, 2-3=-34 Concentra ed Loads (Ib) 6=145(F) 7=145(F) Trapezoidal� Loads (plf) I V : 1=-35-to-5=-53, 5=-53-to-2=-35 6) Dead + 0.6 VIWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo' ds (plf) Vertrt, : 3-4=-20 Hol!Irz: 1-4=58, 2-3=16 Concentrat id Loads (lb) Ve : 6=151(F) 7=151(F) Trapezoidal Loads (plf) Ve' • 1=-106-to-5=-124, 5=-124-to-2=-106 7) Dead +*0.6 WFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo ids (plf) Ve :3-4=-20 Ho : 1-4=-16, 2-3=58 Concentrat Loads (lb) Ve :6=151(F)7=151(F) Trapezoidal Foads (plf) Ve 1=-106-to-5=-124, 5=-124-to-2=-106 8) Dead + 0.6 I WFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo s (plf) Vertk 3-4=-12 Ho 1-4=-52, 2-3=52 Concentrated Loads (lb) Ver 6=145(F)7=145(F) Trapezoidalloads (plf) Ve I 1=-35-to-5=-53, 5=-53-to-2=-35 9) Dead + 0.6 WFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loat (plf) Ve :I3-4=-12 Ho 1-4=-52, 2-3=52 Concentrated Loads (lb) Vertlll6=145(F) 7=145(F) Trapezoidal loads (plf) Vert 1=-69-to-5=-87, 5=-87-to-2=-69 10) Dead +0.6 WFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo ' ds (plf) Ve :3-4=-20 Ho : 1-4=-28, 2-3=28 Concentrat id Loads (Ib) Vert: 6=151(F) 7=151(F) Trapezoida!'Loads (plf) Vert 1=-106-to-5=-124, 5=-124-to-2=-106 11) Dead + 0.6 ' WFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 ® WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid f' use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syste Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p �� 4 building desid',. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing R i lek� is always req i ad for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st age, 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 Info tion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 J010 F Truss Truss Type Qty Ply J36229-Kerns Const: ShiffedLloyd Res. T14322757 J36229 FG05 Flat Girder 2 Job Reference o tional East Coast Tres;$, Ft. Pierce, FL 34946 LOAD CASE(S)' Standard 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:51 2018 Page 3 I D:YDmHPJYpWo3MulDITZjJe4yieSV-4CwBrA5w9DuK96g3gmPhOdKhBu?g5sDoQ77l bWz55g6 Uniform Lo °ds (plf) Ve :3-4=-20 He : 1-4=-28, 2-3=28 Concentrat d Loads (Ib) Ve : 6=1 51 (F) 7= 151 (F) TrapezoidI Loads (plf) Ve, : 1=-106-to-5=-124, 5=-124-to-2=-106 12) Dead: Lum er Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Lobds (plf) Ve :3-4=-20 Concentrat d Loads (lb) Ve,�: 6=55(F) 7=55(F) Trapezoida Loads (plf) Ve : 1=-104-to-5=-122, 5=-122-to-2=-104 13) Dead + 0.7 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo ds (plf) Ve :3-4=-20 Ho 1-4=43, 2-3=12 Concentrat "id Loads (lb) Ve :6=153(F)7=153(F) Trapezoida � Loads (plf) Ve : 1=-135-to-5=-153, 5=-153-to-2=-135 14) Dead + 0.7 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Veit: 3-4=-20 Ho 1-4=-12, 2-3=-43 Concentrat J,d Loads (lb) Ve :6=153(F)7=153(F) Trapezoida Loads (plf) Ve : 1=-135-to-5=-153, 5=-153-to-2=-135 15) Dead + 0.7 15 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform LohCIS (plf) Ve :3-4=-20 Hot : 1-4=-21, 2-3=21 Concentrat id Loads (lb) Ve : 6=1 53(F) 7=1 53(F) Trapezoida Loads (plf) Ve 1=-135-to-5=-153,5=-153-to-2=-135 16) Dead + 0.7 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo ds (plf) Ve : 3-4=-20 Ho : 1-4=-21, 2-3=21 Concentrat id Loads (lb) Ve : 6=1 53(F) 7=1 53(F) Trapezoida ILoads (plf) Ve 1=135-to-5=-153, 5=-153-to-2=-135 17) Reversal: E ead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo 1ids (p10 Ve l : 3-4=-20 Concentrat d Loads (lb) Ve 6=102(F)7=102(F) Trapezoida Loads (plf) Ve 1=-144-to-5=-162, 5=-162-to-2=-144 18) Reversal: I ad + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo�ds (pl0 Vert: 3-4=-20 Concentratgd Loads (lb) Vert: 6=90(F) 7=90(F) Trapezoida�Loads (plf) Ve 1=-134-to-5=-152, 5=-152-10-2=-134 19) Reversal: Dead: Lumber Increase=0:90, Plate Increase=0.90 Plt. metal=0.90 Uniform Lo bs (plf) Ve is 3-4=-20 Concentrat d Loads (lb) Ve is 6=55(F) 7=55(F) Trapezoidal! oads (plf) Veil: 1=-104-to-5=-122, 5=-122-to-2=-104 20) Reversal: D�gad + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loz s (plf) Ver{k 3-4=-12 Ho 1-4=34,2-3=41 Concentrat(d Loads (lb) Ver 6=-126(F) 7=-126(F) Trapezoidal oads (plf) Ve i 1=-35-to-5=-53, 5=-53-to-2=-35 t& WARNIN �i Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 1010312015 BEFORE USE. Design valid r use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss systei i Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall qiTek'�• building desi! . Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always requilred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ivi fabrication, s' 5rage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infon i Nation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 drib t Truss Truss Type Qty Piy J36229-Kerns Const: Shiffer/Lloyd Res. T14322757 J36229 FG05 Flat Girder 2 Job Reference o tional East Coast Tr(i'ss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:51 2018 Page 4 I D:YDmHPJYpWo3MulDITZjJe4yieSV-4CwBrA5w9DuK96g3gmPhOdKhBu?g5sDoQ771bWz55g6 LOAD CASES) Standard 21) Reversal:! Wind ead + 0.6 MWFRS (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform gads (plf) %grt: 3-4=-12 orz: 14=41, 2-3=-34 Concentr °ted Loads (lb) Ii rt: 6=-126(F) 7=-126(F) Trapezoi( iI Loads (plf) rt: 1=-35-to-5=-53, 5=-53-to-2=-35 22) Reversal i ead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lbads (plf) ert: 3-4=-20 brz: 1-4=58, 2-3=16 Concentr tad Loads (lb) rt: 6=-120(F) 7=-120(F) Trapezoi I Loads (plf) rt: 1=-106-to-5=-124, 5=-124-to-2=-106 23) ReversalI ead + 0.6 MWFRS Wind (Neg. Intemal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform L ads (pit) rt: 3-4=-20 rz: 1-4=-16, 2-3=-58 Concentr ted Loads (lb) rt: 6=-120(F) 7=-120(F) Trapezoidal Loads (pit) Vart: 1=-106-to-5=-124, 5=-124-to-2=-106 24) Reversal:I )ead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform L;pads (plf) It: 3-4=-12 rz: 1-4=-52, 2-3=52 Concentr tad Loads (lb) ert: 6=-126(F) 7=-126(F) Trapezoid al Loads (plf) rt: 1=-35-to-5=-53, 5=-53-to-2=-35 25) Reversalf ead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform L' ads (plf) ?rt: 3-4=-12 orz: 1-4=-52, 2-3=52 Concentr, "ted Loads (Ib) II rt: 6=-126(F) 7=-126(F) Trapezoidal Loads (plf) %art: 1=-69-to-5=-87, 5=-87-to-2=-69 26) Reversaff ead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform i¢ ads (plf) �2rt: 3-4=-20 orz: 1-4=-28, 2-3=28 Concentr ited Loads (lb) rt: 6=-120(F) 7=-120(F) Trapezoi I Loads (plf) rt: 1=-106-to-5=-124, 5=-124-to-2=-106 27) Reversal:i ead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform L ads (pit) rt: 3-4=-20 rz: 1-4=-28, 2-3=28 Concentr 0 ed Loads (lb) grt: 6=-120(F) 7=-120(F) Trapezoi al Loads (plf) art: 1=-106-to-5=-124, 5=-124-to-2=-106 28) Reversal:ead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform L ads (plf) ert: 3-4=-20 Orz: 1-4=43, 2-3=12 Concentr °ted Loads (lb) IOrt: 6=-54(F) 7=-54(F) Trapezoidal Loads (plf) art: 1=-135-to-5=-153, 5=-153-to-2=-135 29) Reversal: ead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform a� ads (plf) ert: 3-4=-20 orz: 1-4=-12, 2-3=-43 Concentr ted Loads (lb) rt: 6=-54(F) 7=-54(F) Trapezoic al Loads (pit) 6rt: 1=-135-to-5=-153, 5=-153-to-2=-135 30) Reversall ead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase 60 WARNIlaramefers G - Veri/ deli n and READ NOTES O S y g p T N THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7479 rev. 10/03/2015 BEFORE USE. Design val}Il II for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syst m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall V building de ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always r squired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication' forage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Int i�mation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. y g p Tamp Parke East Blvd. Tampa, FL 36610 Jaa Truss Truss Type Qty Ply J36229-Kems Const.-Shiffer/Lloyd Res. ' T14322757 J36229 i FG05 Flat Girder 2 2 Job Reference (optional) I East Coast FL Pierce, FL 34946 tt.zzU s may t9 tU-10 Ml I UK ItKlUSOieb, u1u. IVIOII duu 10 uo.o 1 A I <u 10 rOyu o ID:YDmHPJYpWo3MulDITZjJe4yieSV-4CwBrA5w9DuK96g3gmPhOdKhBu?g5sDoQ77lb Wz55g6 LOAD CASE( $I� Standard Uniform Lc ads (plf) H �t: 1-4=-21, 2-3=21 Concentra ed Loads (lb) V J � : 6=-54(F) 7=-54(F) Trapezoid Loads (plf)Vt: 1=-135-to-5=-153, 5=-153-to-2=-135 31) Reversal:ead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lads (plf) Ve3rt 3-4=-20 H¢iz: 1-4=-21, 2-3=21 Concentratled Loads (lb) It : 6=-54(F) 7=-54(F) TrapezoLoads (plf)11 : 1=-135-to-5=-153, 5=-153-to-2=-135 1\ ® WARM G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design vali for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy�tem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall n q�T building d ign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1yt 7Qk• is always quired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication Ilstorage, delivery, erection and bracing of trusses and truss systems, see- ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf IMation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I I I I I JE I East Coast Trus i I I I I I I I I I I I � Plate Offsets4 LOADING TCLL 4 TCDL 1 ob TtUss Truss Type Qly Ply Const: Shiffer/Lloyd Res.T14322756 FLOOR 12 1b L6229-Kerns Reference (optional) LUMBER - TOP CHOR REACTIONSI' FORCLS. (!I NOTES- 1) Plates ch 2) Refer tog 3) Recomme;l to be atta LOAD CASE, 5xio II 4x6 = ID:YDmHPJYpWo3MulDITZjJe4yieSV-mOtGKP2jfsjXmW4LQs730F5p2c e90EYN70bWz52dL 5-8-11 i 9-5-6 5-8-11 3-8-11 Scale = 1:17.1 46 = , 46 = 4x6 = 5x10 II 2 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP Plate Grip DOL 1.00 TIC 0.46 Vert(LL) -0.09 1-2 >999 360 MT20 244/190 Lumber DOL 1.00 BC 0.00 Vert(CT) -0.13 1-2 >878 240 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a Code FBC2017frP12014 Matrix-S Weight: 43 lb FT = 0% BRACING- 2x4 SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied. 1-2: 2x8 SP DSS BOT CHORD Rigid ceiling directly applied. (lb/size) 1=520/Mechanical, 2=520/Mechanical - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ad for a plus or minus 0 degree rotation about its center. :r(s) for truss to truss connections. 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks d to walls at their outer ends or restrained by other means. I Standard V Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 A WARNI G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. -- Design val'. or use only indicated k0 connectors. his design is based only upon parameters shown, and is for an individual building component, not Y 9 for use only with MiTek®connectors.T --�.-. - a truss sys g designermust verify the applicability of design parameters and properly incorporate this design into the overall buildingd i ig g p buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �''�'e k" is always r quued for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication torage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII QualityCriteria, DSB-89 and SCSI Building Component Safety Inf mation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 9 P 6904 Parke East Blvd. I� Tampa, FL 36610 Truss Truss Type Qty Ply Const: ShiHer/Lloyd Res. �J36229-Kems T14322759 J36229 FT02 FLOOR 17 1 Job Reference (optional) ❑a .oasr .. zq n ne , — ov 4x4 = 4x4 = ID:YDmHPJYpWo3MulDITZjJe4yieSV-d354z1 o6CcKJVP1¢Dt iH56?iD6nir3Ryylcu2sz52Zo 4-11-6 4-11-6 4x4 = 4x4 = Scale = 1:9.2 2 LOADING (plll0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 4 0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) -0.01 1-2 >999 360 MT20 244/190 TCDL 1 �0 Lumber DOL 1.00 BC 0.00 Vert(CT) -0.01 1-2 >999 240 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a I Code FBC2017/TPI2014 Matrix-P Weight: 23 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 "Except* TOP CHORD Structural wood sheathing directly applied. 1-2: 2xB SP DSS BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 1=272/Mechanical, 2=272/Mechanical FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Plates the 3ked for a plus or minus 0 degree rotation about its center. 2) Refer to gi 6er(s) for truss to truss connections. 3) Recomme Id 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or re trained by other means. LOAD CASE $) Standard Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design val r] for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not l a truss Sys 'gm. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p y building dI Ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ryt iTek° is always yuired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding thefabricationforage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Qualit Criteria, DSB-89 and BCSI Buildin Com onentSafety Inf ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. y 9 P Tamp Parke East Blvd. � Tampa, FL 36610 A r Truss Truss Type Qly Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322760 J36229 ZEJ1 Jack -Open 2 1 Job Reference o tional East Coast Ft. Pierce, FL 34946 8.2ZU s May 24 2U18 Mi 1 eK Industries, Inc. Mon Jun 18 U8:b1:b3 ZU18 Page 1 ID:YDmHPJYp Wo3MulDITZjJe4yieSV--1 a2yGs6Ahr82OQgSnBR9T2P2ziiOZmu5uRcOfOz55g4 -1-0-0 1-2-4 1-0-0 1-2-4 m v 0 Scale = 1:8.5 i 3x3 = 1-2 4 1-2-4 LOADING (p ilif) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 2C 11710 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL g0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 7 >999 180 BCLL C 0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 2 n/a n/a BCDL ic 0 Code FBC2017/TPI2014 Matrix -MP Weight: 6 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-2-4 oc purlins. BOT CHORD j 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=15/Mechanical, 2=127/0-6-0, 4=2/Mechanical Max Horz 2=89(LC 8) Max Uplift 3=-19(LC 5), 2=-148(LC 8) Max. Grav 3=23(LC 13). 2=127(LC 1), 4=18(LC 3) FORCES. (I ) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC II; Exp C; I DOL=1.60 2) As requesl the respon 3) Plates the 4) This truss 5) ` This truss will fit betH 6) Refer to gi 7) Provide mi joint 2. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. �cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber )late grip DOL=1.60 ld, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is `Iblllty of the fabricator to increase plate sizes to account for these factors. ked for a plus or minus 0 degree rotation about its center. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 ten the bottom chord and any other members. ier(s) for truss to truss connections. -hanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 3 and 148 lb uplift at Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 18,2018 WARN NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design va id for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss sy kam. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall /g �• building d ,sign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A iTeiC� is always quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlo storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 Truss Truss Type city Ply J36229-Kerns Consl: Shiffer/Lloyd Res. T14322761 J36229 ZEJ2 Jack -Open 2 1 Job Reference o tional East Coast Tnjss. Ft. Pierce, FL 34946 m o 0 B 8.ZZU s May 24 ZU18 Mt I eK InuUStfies, Inc. Mon Jun 18 U8 *I= ZUId rage 1 ID:YDmHPJYpWo3MulDITZjJe4yieSV--1 a2yGs6Ahr82OQgSnBR9T2P1 FiiNZmu5uRcOfOz55g4 -1-1-0 1-7-8 , 1-1-0 1-7-8 3x3 = LOADING (p'fl SPACING- 2-0-0 CSI. TCLL 20 0 Plate Grip DOL 1.25 TC 0.21 TCDL 7 0 Lumber DOL 1.25 BC 0.03 BCLL 01 D Rep Stress Incr NO WB 0.00 BCDL 10 D Code FBC2017ffP12014 Matrix -MP LUMBER - I TOP CHORD ! 2x4 SP No.3 BOT CHORD ! 2x4 SP No.3 REACTIONS. (lb/size) 3=28/Mechanical, 2=143/0-6-5, 4=10/Mechanical Max Horz 2=99(LC 8) Max Uplift 3=-30(LC 8), 2=-156(LC 8) Max Grav 3=37(LC 13), 2=143(LC 1), 4=26(LC 3) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCI II; Exp C; E DOL=1.60 1 2) As request( the responE 3) Plates chec 4) This truss h 5) ' This truss will fit betw( 6) Refer to gir, 7) Provide me joint 2. Scale = 1:9.3 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(CT) -0.00 7 >999 180 Horz(CT) 0.00 2 n/a n/a Weight: 7 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. :I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber ate grip DOL=1.60 , plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is dity of the fabricator to increase plate sizes to account for these factors. ed for a plus or minus 0 degree rotation about its center. a been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 n the bottom chord and any other members. �r(s) for truss to truss connections. ianical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3 and 156 lb uplift at Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 WARNI G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111•7477 rev. 1010312015 BEFORE USE. Design vali ,I for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �s a truss systm. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p � building de , gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi i la ek� is always r quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, torage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII QualityCriteria, DSB-89 and BCSI BuildingComponent Safety Info' ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. P 6904 Parke East Blvd. � Tampa, FL 36610 A Truss Truss Type Qty Ply J36229-Kerns Const: Shiffer/Lloyd Res. T14322762 J36229 ZEJ2A Jack -Open 4 1 Job Reference (optional) East Coast Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 18 08:51:54 2018 Page 1 ID:YDmHPJYp Wo3MulDITZIJe4yieSV-VncKTC7pS8GvOaPeLvy00GyDj5ljID8F75MyCrz55g3 -1-0-0 1.6-0 1-0-0 1-0-0 Scale = 1:9.3 3x3 = LOADING (p SPACING- 2-0-0 CSI. TCLL 20 0 Plate Grip DOL 1.25 TC 0.16 TCDL 7 0 Lumber DOL 1.25 BC 0.03 BCLL 0'6 Rep Stress Incr YES WB 0.00 BCDL 10 b Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD i 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=26/Mechanical, 2=133/0-6-0, 4=9/Mechanical Max Horz 2=99(LC 8) Max Uplift 3=-29(LC 8), 2=-143(LC 8) Max Grav 3=35(LC 13), 2=133(LC 1), 4=24(LC 3) FORCES. (Ili). -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC II; Exp C; E DOL=1.60 2) As requesti the respom 3) Plates chec 4) This truss t 5) ' This truss will fit betwi 6) Refer to gir 7) Provide me joint 2. 1-6-0 1.6-0 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(CT) -0.00 7 >999 180 Horz(CT) 0.00 2 n/a n/a Weight: 7 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber ate grip DOL=1.60 i, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is Aity of the fabricator to increase plate sizes to account for these factors. led for a plus or minus 0 degree rotation about its center. s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. las 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 m the bottom chord and any other members. �r(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 3 and 143 lb uplift at Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 ®WARNIN . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 1010312015 BEFORE USE. Design vali 'for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syst in. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building des' n. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always re lied for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, orage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info6ination available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ,i Tampa, FL 36610 Jo}i 7 Truss Truss Type Qty Ply Const: Shiffer/Lloyd Res. T14322763 Tjob62329-Kerns J36229 ZEJ2B Jack -Open 4 1 Reference (optional) Last coast I rgss, Ft. Fierce, I-L s4a4b LOADING (ps TCLL 20. TCDL 7 BCLL 0, BCDL 10. LUMBER - TOP CHORD BOTCHORD REACTIONS. 0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 ' Rep Stress Incr YES Code FBC2017/TP12014 B.ZZU s May 24 ZU1 B MI I eK Industries, Inc. Mon Jun 1 B 08:51:55 2018 Page 1 1 D:YDmHPJYpWo3MulDITZjJe4yieSV-zzAihY8RDSOmek_gvcTdZTVOgVNg 1 gOOL15VkHz55g2 -1-0-0 2-0-0 1-0-0 2-0-0 2x3 = CSI. DEFL. in (loc) Well Lid TC 0.15 Vert(LL) -0.00 7 >999 240 BC 0.04 Vert(CT) -0.00 7 >999 180 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP K4 SP No.3 K4 SP No.3 b/size) 3=38/Mechanical, 2=146/0-3-8, 4=21/Mechanical lax Horz 2=96(LC 8) lax Uplift 3=34(1-C 8), 2=154(LC 8) lax Grav 3=44(LC 13), 2=146(LC 1), 4=32(LC 3) Scale = 1:8.7 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb)';! Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=19ft; B=72ft; L=41ft; eave=5ft; Cat. II; Exp C; En J., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 pl ie grip DOL=1.60 2) As requestec ij plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsil 1Iity of the fabricator to increase plate sizes to account for these factors. 3) Plates check d for a plus or minus 0 degree rotation about its center. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss h s 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 betwee°i the bottom chord and any other members. 6) Refer to gird r(s) for truss to truss connections. 7) Provide mect{Ilanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3 and 154 lb uplift at joint 2. II Michael S. Magid PE No.53691 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 18,2018 ® WARNINGi I'IVedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 1010312015 BEFORE USE. Design valid f r use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syste , Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �• building desig , Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always requ red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTek` fabrication, sic rage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 QualityCriteria, DSB-89 and BCSI Building Component Safety Inform lion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, g P 6904 Parke East Blvd. Tampa, FL 36610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing fortress system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. U 15 , c1-2 c2-3 2. Truss bracing must be designed by an engineer. For WEBS o�v 4 tY iy w p O OU wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. a6 = 3. Never exceed the desigm loading shown and never IL u V stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c�-s cs cs s designer, erection supervisor, property owner and plates 0- 'Id' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of Slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSUTPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. - the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at ft. spacing, BEARING established by others. or less, if no ceiling is installed, unless otherwise noted. Indicates IOCat10n Where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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. reaction section indicates joint 17. Install and load vertical) unless indicated otherwise. number where bearings occur. y Min size shown is for crushing only. fit, 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss C_ons_truction. and pictures before use. Reviewino-ictures_ m p -- --- — -- -- — _ SB 89—Desl—'gn Stan a� or racing. BCSI: BuildingComponent Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANS RPI 1 Quality Criteria. Installing & Bracing of Metal Plate b Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 - -