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HomeMy WebLinkAboutTRUSS 10-6-14® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek'& RE: 27617-AntetomMUNCOUVIVMiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 3361 G4115 Customer Info: Shoreline Project Name: Antetomasso Model: Lot/Block: Subdivision: Address: Lot1174 1 City: Nettle Island State: I Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): 1 Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 170 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 46 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name Date I No. I Seal# ITruss Name I Date 1 IT6565847 -CA 10/6/014 118 IT6565864 -EJ5E 10/6/014 12 I T6565848 I -CJ2 110/6/014 119 I TM65865 I -EJ6 1 10/6/014 1 13 I T6565849 I -CM 110/6/014 120 I T6565866 I -EJ6A 1101610141 14 I T6565850 I -CJ5 110/6/014 121 I T6665867 I -EJ6B 1 10/6/014 1 15 1 T6565851 I -CJ5A 110/6/014 122 I T6665868 I -EJ7 1 10/6/014 1 16 I T6565852 I -EJ2 110/6/014 123 I T6665869 I -ERD 1 10/6/014 1 17 I T6565853 I -EJ2A 110/6/014 124 I T6565870 I -ERE 1 10/6/014 I 18 I T6565854 I -EJ26 110/6/014 125 I T6665871 1-HJ7 110/6/014 1 19 I T6565855 I -EJ3B 110/6/014 126 I T6565872 I -HRA 1 10/6/014 1 110 I T6565856 I -EJ4 110/6/014 127 I T6665873 I A01 G 110/6/014 I 111 I T6565857 I -EJ4A 110/6/014 128 I T6565874 I A02 110/6/014 1 112 I T6565858 I -EJ4B 110/6/014 129 I T6565875 I A03 110/6/014 J 113 I T6565859 I -EJ5 110/6/014 130 I T6665876 I A04 1 10/6/014 1 114 I T6565860 I `EJ5A 110/6/014 131 I T6565877 I A05 —110/6/014 I 115 I T6565861 I -EJ5B 110/6/014 132 I T6565878 I A06 110/6/014 1 116 I T6565862 I -EJ5C 110/6/014 133 I T6565879 I A07 1 10/6/014 1 117 I T6565863 I -EJ5D 110/6/014 134 I T15565880 I A08 110/6/014 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. QUIN %% OP. • 68182 *. .* ob.STATE OF :�44/ O R OD � FL Cert. 6634 October 6,2014 Velez, Joaquin 1 of 2 RE: 27617 - Antetomasso i Site Information: Customer Info: Shoreline Project Name: Antetomasso Lot/Block: Subdivision: Address: Lot1174 City: Nettle Island State: Florida I INo. I Seal# Truss Name I Date 35 IT6565881 IA09 10/6/014 136 IT6565882 IA10 110/6/014 137 IT6565883 IA11 110/6/014 138 IT6565884 I Al2 110/6/014 139 IT6565885 I A13 110/6/014 140 IT6565886 IA14 110/6/0141 141 IT6565887 I A15 110/6/014 142 IT6565888 I A16G 110/6/014 143 IT6565889 I B01GE 1100014 I 144 IT6565890 I B02 110/6/014 I 145 IT6565891 I B03 110/6/014 146 IT6565892 I E304 110/6/014 I 2 of 2 Model: Job Truss Truss Type City Ply T6565847 27617 —CJ1 Jack -Open 2 1 [ritetomasso b East Coast Truss, Fort Pierce, FL. 34946 �i 2x3 = 7.636 a uui i i <u iY nn vn a uumnva, u,u. ....y., , ID:euuUAcONzaU BwuCUwLZy_NyWAp8-axAL4WDL4uA16s78GnPglv86L7ojs85zrRDsDOyW70J 1-0-0 1-0.0 1-0-0 Provide bearing connection(s) to resist horizontal reaction(s) shown. Scale = 1:6.5 LOADING (psf) SPACING- 2-0-0 CS1. ' DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.06 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.06 Vert(TL) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 3 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Ib/size 3=31/Mechanical 2=78/Mechanical or7 Max Uplift 3=-35(LC 8), 2=66(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wheIn shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 3 and 66 Ib uplift at Joint 2. 8) Non Standard bearing condition. Review required. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ®WiRNIM -Vedfr d64. parameters sad READ PMESGN 770S AW IM21MED MIrEKREFEREhCPPAGE Mll• M73 m �, If29/201JAFFpHF.IASF Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary brocingito Insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information ggvaiJable from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. 1t5authernP"tltetSPflumber rsspecified, the design values are those effestive05 01/2013byALSC FL Cert. 6634 October 6,2014 Nil' MiTek' 6904 Parke East Blvd. Tampa, FL 336104115 Job Truss Truss Type Qty Ply T6565848 27617 -CJ2 Jack -Open 2 1 JAntetomasso ob ee ce o a East Coast Truss, Fort Pierce, FL. 34946 3x3 = r.oau s dui i i 20 i4 Mi .k i.du i,i s, inv. N--i vu w.uu.v+av,v raga ID:euuUAcONzaUBwuCUwLZy_NyWApB-LOiDutkhBoT49JLDkc9h?muE9w57i8V8V 04hayW7?f 1-9-2 1-9-2 Provide bearing connection(s) to resist horizontal reaction(s) shown. Scale = 1:8.1 LOADING (psf) SPACING- 2-0-0 CSI, j DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.15 Vert(TL) -0.01 3 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a h/a BCDL 10.0 Code F8C2010/TPI2007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. _ = cal Max Horz 3=265(LC 8). 2=247(LC 1) Max Uplift 2=-179(LC 8) Max Grav 2=192(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-272/298 BOT CHORD 1-3=-247/265 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 October 6,2014 �WARNIAG •Vedff design parameters and READ MUSGNTMrSAW IIR1aDED NIT£KRE£ERENCEPAGCM11-1473 ren IJd9J20IdarFaREMP- Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intorma Ion vauable from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314 IlSauthem�"me�SP}lumber isspeiilied, he design values are theseeffactiva06 01/ 013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565849 27617 —CJ3 Jack -Open 2 1 -job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 3-0-0 Refer to MiTek "TOE -NAIL" Detail for connection to supporting carrier truss (typ all a-- t.wu s JUI 11 2014 MI I ex indusides, Inc. Mon Ocl uo 14'33;uu 2014 Page! ID:euuUAcONzaUBwuCUwLZy_NyWApB-HLwp11r7VS5bf04 WHIUbCGpLil4awy3BLgLEFyW72X Scale = 1:10.9 Plate Offsets (X Y)— (1:0-2-6 0-0-101 i1:0-1-4 0-11-141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.15 Vert(TL) -0.01 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M)l Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural woad sheathing directly applied or 3-0-0 oc puffins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installatione REACTIONS. (lb/size) 2=58/Mechanical, 3=-12/Mechanical, 1=277/0-8-0 Max Harz 1=90(LC 8) Max Uplift2=-54(LC 8), 3=-12(LC 1), 1=99(LC 8) Max Grav 2=64(LC 13), 3=13(LC 3), 1=279(LC 13) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except whien shown. NOTES- , 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 2, 12 lb uplift at joint 3 and 99 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. h WARNIAt3-Verify drtsdSn Parnnrao!n and READ AOTUGH TMrSAND IM7A4)ED MITEKREFF.REM.E PAGE MTI-M23 fen I/dAfifl.[dDEFOREUSE Design valid for use only with MTfek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrlcatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component infety Inlorma Ion wNible from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. IfSouthur, inetSP}lumberisspecified, the design values ate those effective4fi 10112013byALSC 111111j1 , QviN v �. P•• ....... F� �. i N 68182 �:. T OF ��''ss• �NALE�;C?,. 11111111N��, FL Cert. 6634 October 6,2014 MOW 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565850 27617 -CJ5 Jack -Open 3 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 3x6 11 /.b6V s JUI 11 LU14 MI I BK mausines, Inc. Man um Va 14:JJ:V 1 LV 14 rage 1 I D:euuUAcONzaUBwuCUwLZy_NyWApB-IXUBVNsmGmDSHAfA3?pj7QpvH9dnJNBCQ?ZunhyW72 W 5.0-0 5-0-0 Scale=1:15.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.01 3-7 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.24 Vert(TL) -0.01 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Cade FBC2010/TPI2007 (Matrix-S)I LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS: (lb/size) 2=139/Mechanical, 3=27/Mechanical, 1=37710-8-0 Max Horz 1=151(LC 8) Max Uplift2=-110(LC 8), 1=-138(LC 8) Max Grav 2=15O(LC 13). 3=58(LC 3), 1=380(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1Oft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors, j11 f ��� 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for 10.0 bottom ,%'t QU N a psf chord live load nonconcurrent with any other live loads. 5) ' This truss has % been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ........ ' G E b s" fit between the bottom chord and any other members. ,ems �•.�� 6) Refer to girder(s) for truss to truss connections. • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 2 and 138 lb uplift at joint 1. : N 68182 * : : * 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '/" gypsum Z sheetrock be applied directly to the bottom chord. F 44/ FL Cert. 6634 October 6,2014 ®WARNlM3 -V dfp design parlmeten and R£AO W7£5GM RiTSAMI lHaUDE0 MTTEKR£FERFIKEa4GE Ml!•M73 ma 11291201da£FffaE'll3£- -- Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOWerector. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information Ova able from Jruss Plate Institute, 781 N. Lee street, Suite 312, Ale cndria, VA 22314. if Southern RinelSP lumber issueci ied,thedesi nvaluesaretheseta ectivrQ6fO112O13bvALSC Tampa, FL 33610.4115 Job Truss Truss Type city Ply 272617 Shoreline Antelomasso T6565651 27617 -CJ5A Jack -Open 1 1 -job Reference (optional tast coast i russ, ton tierce, t-L.:14V40 2x4 = ID: euuUAcONzeUBwuCUwLZy_NyWApB-IXUBVNsmGmDSHAfA37pj7Qpso9bHJNBCQ7ZunhyW72 W 5-2-11 5-2-11 Scale = 1:15.5 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010ITP12007 CSI. I TC 0.58 BC 0.34 WB 0.00 (Matrix-S)' DEFL. in Vert(LL) 0.03 Vert(TL) -0.06 Horz(TL) 0.00 (loc) I/deft L/d 3-6 >999 240 3-6 >965 180 1 n/a n/a PLATES GRIP MT20 244/190 Weight: 16 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=338/0-8-0, 2=176/Mechanical, 3=54/Mechanical Max Horz 1=158(LC 8) Max Uplift 1=-124(LC 8), 2=-130(LC 8), 3=-1(LC 8) Max Grav 1=340(LC 13), 2=188(LC 13), 3=81(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-803/402 BOT CHORD 1-3=-611/1032 NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the to for these factors. ,tit 11111111 r responsibility of the fabricator to increase plate sizes account ♦♦♦ U N V ♦ 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for live load 20.Opsf the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will AQ �♦ O `. •• G•E N �� '�� , S'�`•? �� a of on ••' �\ fit between the bottom chord and any other members. ,,� N 68182 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 1, 130 lb uplift at joint 2 � Z * :• + and 1 lb uplift at joint 3. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. •; T O F � Z. 441 ss N 11►1111n10i FL Cert. 6634 October 6,2014 ®WARNING-Verifftfeskp parameters aad RFAD FATES ON TRrSAND INQ.t1DF.D MITEKREFEREAWPAr.F. Ml1.1441 mw I129120MMOaElAf:' Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIi Quality Criteria, DSB-B9 and SCSI Building Component 6904 Parke East Blvd. safety Information gvapable from Truss Plate Institute, 781 N. Lee Street. Suite 312. Ale andria, VA 2314. Tampa, FL 33610-4115 Ii5outhernPinelSPflumberiss#Tecified,thedesignvaluesEiretheseefectlue0fi 0112013byAtSC Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565852 27617 -EJ2 Monapitch 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 1-8.11 7.530 s Jul 112014 MITeK industries, inc. Mon Od ua 14M.02 2014 rage I ID:euuUAcONzaUBwuCUwLZy_NyWAp6-Dj2ZjjtO14LJuJDMdiKygdL9n2 i2gRMffJSJ7yW72V Scale = 1:8.2 7-14 1- 11 1-7-14 0- 1 Plate Offsets (X Y)— 11:0-1-14 0-0-101 I1 :0-1-4 0-11-141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 / 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.14 Vert(TL) -0.01 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 2 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M)I Weight: 7 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 3=239/0-7-12, 3=239/0-7-12, 2=-52/Mechanical Max Horz 3=52(LC 8) Max Uplift3=-202(LC 8), 2=-52(LC 1) Max Grav3=239(LC 1), 3=239(LC 1), 2=30(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-363/470 BOT CHORD 1-3=-534/438 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.1 B; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 11111Ir 2) Plates checked for a plus or minus 0 degree rotation about its center. ,,���� v' N 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� t� (� 4�-/ (� 4) •This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will ,�� Qr,•• p•E N `` '�� fit between the bottom chord and any other members. `�� ••'�,� S�`••; �� 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 lb uplift at joint 3 and 52 lb uplift at joint N( 68182 " 2. •: 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. :�•: T F .�44/ 40 FL Cert. 6634 October 6,2014 ®WARNJhCi-YedtydesixJn Pnnmeoers +nJ RFilD M17ESGM7(irS WD JM1aAFD MITEKRF'FERF.Mx Mit"iF MJJ-MT3 rea IJZ9/20IdaEFaAEA/5E Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety I Iormallon va able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ItSout errilline�SP urnburisspeciiie,thedeCgnvaluesarethaseef#ect:4406 01/2013byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomesso T6565853 27617 -EJ2A Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 1-3-10 1-3-10 r.wua—,icvwnu,—u,uux, v, „1... ,v,v, .....+, <�,�,�n- ID:euuUAcONzaUBwuCUwLZy_NyWAp8-Dj2Zjjt014LJuJDMdiKygdL9fZ?t ,qg ffJSJ7y'W72V Scale = 1:7.3 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.13 Vert(TL) -0.01 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 4 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-3-10 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=69/0-3-1, 3=6910-3-1, 2=72/Mechanical Max Horz 3=39(LC 8) Max Uplift3=-69(LC 8), 2=-62(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 1-3=277/226 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willfit 5) Refebetween ebottom o girder(girder(s)formbers. truss chord truss connectioand any other ns 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 3 and 62 Ito uplift at joint2. ,��, Q�.• G E N S' • ��� I♦ i 7) Semi -rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. o,� •••� �•••' ,, *� N 68182 T OF :•� •. '. . 7c FL Cert. 6634 October 6,2014 ®WARNI✓ r •Yedfy de.sr.7n pen. m aw, and READ AV7FSGNTUFSAND IMMUDFD H1TFK9FFrRFffXPAGF 01114473 raa r/d.9/2fltd8F7Y3Af'11,Sf: Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding tobdcation, quality control, storage, delivery, erection and bracing, consult ANSI/7PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormation va able from Truss Plate Institute, 781 N. Lee Street Suite 312, Ale andda, VA 2314. Tampa, FL 33610-4115 1t5outhcrnRine1SP�lumberisspecified,thedesignvaluesarethoseef ectavae6 01j20131ayALSC Job Truss Truss Type Qty Ply 272617 Shoreline Antetomesso T6565654 27617 -EJ2B Jack -Open 1 1 Job Re ere ce o tional East Coast Truss, Fort Pierce, FL. 34946 il 2.8-13 1.530 s iul 11 2014 Mi I ex inuus{nes, Inc. MOO Oct OG i,.uu.u< 4U m rasa 1 ID:euuUAcONzaUBwuCUwLZy_NyWApB-Dj2Zjjt014LJuJDMdiKygdLSBZ V2gRMffJSJ7yW72V Scale = 1:10.4 US II 1-10 1-4.0 2-11- 3 1-0.0 0-40 1-413 Plate Offsets (X Y)-- 11.0-2-6 0-0-101 11:0-1-4 0-11-141 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.00 . 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.15 Vert(TL) -0.01 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 10 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-8-13 oc purlins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer s e REACTIONS. (lb/size) 2=45/Mechanical, 3=22/Mechanical, 1=270/0-8-0 Max Horz 1=82(LC 8) Max Uplift2=-46(LC 8), 3=22(LC 1), 1=-96(LC 8) Max Grav 2=51 (LC, 13). 3=9(LC 8), 1=272(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp D; Encl., 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 1111111 3) Plates checked for a plus or minus 0 degree rotation about its center. ,1 V I N 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �% 0. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��� oP• • G•E N •'• `� fit between the bottom chord and any other members.�.•'�,� `s••; 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 2, 22 lb uplift at joint 3 * • • N 68182 and 96 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. '• T OF /11111111 FL Cert. 6634 October 6,2014 ®WARNIM,.,•Verify ResiVn param iwrs aad R£AD A07FS GN THIS AND IN].aDEDMITFKR£FF.REACEPAeFMII-2423 mt 111.91201dVITOMME Design valid for use onlywith MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Iaformation gva able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. IfSoutilernP'isle`SP�lumberisspecified,thedesignvalues are the seefiecGveOb 101/2013byAL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565855 27617 -EJ3B Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 3-6-10 3x6 II LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. I TC 0.23 BC 0.14 WB 0.00 (Matrix-M)' LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=81/Mechanical, 3=3/Mechanical, 1=299/0-8-0 Max Herz 1=107(LC 8) Max Uplift 2=-70(LC 8), 1=108(LC 8) Max Grav 2=89(LC 13), 3=28(LC 3), 1=301(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. r.oau a JUI l l zuiq MI I eK maa5me5, IOU. Mon t—i 66 i4;55.65 20i4 rnyo , I D:euuUAcONzaU BwuCUwLZy_NyWAp8-iwcyw2uOoN UAWroZBQrBDrulizKpnHhVtJ27rayW72U DEFL. in (lop) Ildefl Lid Vert(LL) -0.00 4 >999 240 Vert(TL) -0.01 4 >999 180 Horz(TL) -0.00 2 n/a n/a PLATES GRIP MT20 2441190 Weight: 12 lb FT = 0% Scale: 1"=1' BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 1111111 / 3) Plates checked for a plus or minus 0 degree rotation about Its center. ,%���1 , 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� P(1U N §, / ♦♦ 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,�� ,�'�\C' N S�:•.?' ''ice 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 Ito uplift at joint 2 and 108 lb uplift at joint N( 66182 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. '. :• T F Idl • FL Cert. 6634 October 6,2014 ®WARNfM3 •Verify design pnrameren and READ M USGN BITS AND ING1100 MtT FKRF.FERFNM M6F Mrr-74.7.3 ner. I13.912014MOaEIM Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an Individual building component. Nil' of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing 10 Insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. IfSouthemptne�SP lumber'isspesitied,thedesignvaluesaretheseeffectiveO6 41/2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply 272617 Shoreline Antetomasso T6565856 27617 —EJ4 Jack -Open 1 1 Job Reference o do al East Coast Truss, Fort Pierce, FL. 34946 4.7-8 r Abu s Jul l 14u Iq ml I ert muusuie5, InG. mun ­vu rq.ou.vu cv,q roue , I D:euuUAcONzaU BwuCUwLZy_NyWAp8-iwcyw2uOoNUAWroZBQrBDruGizJcnHhVtJ27rayW72U Scale = 1:14.3 1-a0 1-0.0 3x6 II I 1•a-0 i 0.40 4-7-8 3-M Plate Offsets (X.Y)-- 11:0-2-6,0-0-101,[1:0-1-4.0-11-141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.01 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.22 Vert(TL) -0.01 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Cade FBC201 OITP12007 (Matrix-S) i Weight: 16 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=124/Mechanical, 3=22/Mechanical, 1=356/0-8-0 Max Horz 1=140(LC 8) Max Uplift 2=-100(LC 8), 1=-130(LC 8) Max Grav 2=134(LC 13), 3=51(LC 3), 1=359(LC 13) . FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation 'e NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 2 and 130 lb uplift at joint 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y" gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 October 6,2014 ®WAR,VING• Vesiry de 7a parunebrs,cnd READ UJUSGN 7NISAND IIKIME& MITFKRFff.RF.M PAGE KII-M7.9m a 112917.0148FFOREN.SF. Design valid for use only with Mfiek connectors: This design Is based only upon parameters shown, and Is for an Individual building component., Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllllty, of the WOW fabrication, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314. Tampa, FL 33610-4115 i}SouthemPne�SP lumherisspetife,thedesimnvatuesatethaseet#sctivea6/0112013byALSC Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565657 27617 -EJ4A Jack -Open 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34945 4-7-12 r.a3u a jui 11 Lu14 mi i eK inauslnes, Inc. Mon um uo 14:aa:u4 Lu m ruge i ID:euuUAcONzaUBwuCUwLZy_NyWApB-A6AKBOveZhcO8dN117NQ12QRNNa1 Wkxf6zoYNOyW72T Scale = 1:14.1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr NO Code FBC201 OITP12007 CSI. TC 0.36 BC 0.53 WB 0.06 (Matrix-S) I DEFL. in Vert(LL) -0.13 Vert(TL) -0.30 Horz(TL) 0.02 (loc) I/defi Ud 3 >434 240 3 >180 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 16 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer guide,Installation REACTIONS. (lb/size) 2=130/Mechanical, 3=0/Mechanical, 1=374/0-8-4 Max Horz 1=136(LC 8) Max Uplift2=-97(LC 8), 1=130(LC 8) Max Grav 2=139(LC 13), 1=375(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=279/41 BOT CHORD 1-7=-68/353 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., 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 J%%11 I I fill 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the %% responsibility of the fabricator to increase plate sizes to account for these factors. %%� ApU I N 3) Plates checked for a plus or minus 0 degree rotation about Its center. _.% 0 ` .•' *""' Z' 4) This truss has been designed for a 10.0 psf bottom chord live load noncondurrent with any other live loads. ,�� ' ; ' �\ C' E N S�•.? �i� 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. N( 68182 6) Refer to girder(s) for truss to truss connections. it 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 Ib uplift at joint 2 and 130 lb uplift at joint 1. ' 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '/" gypsum ' sheetrock be applied directly to the bottom chord. T F t1i Z. 0.0. N AL E�C� %�� FL Cert. 6634 October 6,2014 ®WARNM-W-0ydesi-pa ..tv. and READ WrSr W TNrsANO Tih10DE0 mrrrKREFERErr FA6E krr-2423 ma 11291201JUT'OMME Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Bivd. Safety Informatlon va able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA z2314. IfSouthemPine�S I lumberisspetitied,thedesignvaluesarethoseeffective46/Ol/.2013byAL5C Tampa, FL 33a 10llvd. Job Truss Truss Type Qty, Ply 272617 Shoreline Antetomasso T6565858 27617 -EJ48 Jack -Open 1 1 1 Job Reference (optional) east coast i russ, ton Pierce, M. weft 4.3.3 I D: eu u UAcONzaU Bwu C UwLZy_Ny WApB-A6AK80veZhcOBd N I17N Q 12QS FNfE W kxf6zoYNOyW72T Scale = 1:13.6 US II 1-0.0 1-40 i 4-3-3 1-0.0 0-4.0 2-11-3 _ Plate Offsets (X Y)-- 11:0-2-6 0-0-101 i1:0-1-4 0-11-141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.01 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.26 Vert(TL) -0.01 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) ! , Weight: 14 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installatione REACTIONS. (lb/size) 2=110/Mechanical, 3=16/Mechanical, 1=336/0-8-0 Max Horc 1=129(LC 8) Max Uplift2=-90(LC 8), 1=-122(LC 8) Max Grav 2=119(LC 13), 3=44(LC 3), 1=338(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 111111 f 3) Plates checked for a plus or minus 0 degree rotation about its center. , I N 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,0� Qv ....... 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��� �P• • EN • ••' fit between the bottom chord and any other members, �� ,•'�,� S<C`••? �� 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 2 and 122 Ito uplift at joint ` * N( 68182 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. T F ;O• �t,G �. /�Iln Wi FL Cert. 6634 October 6,2014 ® WARNIM •Vedfrdasign paramomrs and RFAD AVV50NMIS AM IMUDED MITFKREFE'REWE PAGE MII-7473 neF I/d9/20idMOWME Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer, Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlorma Ion Ova able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If Southern ine{SP Iumberisspetifie,thedesignvaluesarethoseeffectava46 40112013byALSC Tampa, FL 33610-4115 Job Truss Truss Type - Qty Ply 272617 Shoreline Antetomasso T6565859 27617 -EJ5 Jack -Open 1 1 Job Reference o do al East coast -i russ, Fon Pierce, FL. 3494b LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC20101TPI2007 CSI. TIC 0.46 BC 0.32 WB 0.00, (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=125/Mechanical, 3=11/Mechanical, 1=427/0-11-5 Max Horz 1=111(LC 8) Max Uplift2=-92(LC 8). 1=-173(LC 8) Max Grav 2=125(LC 1), 3=46(LC 3), 1=427(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1.JV 5 Jul 1 I LV 19 11 UK 111 bulub..1- ,Y,V„ Vet V V ,Y.oV LV ,v 1-ayo , I D:euuUAcONzaUBwuCUwLZy_NyWApB-A6AK80veZhcOBdN117NQ12QPoNdG Wkxf6zoYNOyW72T 5-2-2 5.2-2 Scale = 1:13.2 5-2-2 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.01 4 >999 240 MT20 244/190 Vert(TL) -0.02 4 >999 180 Horz(TL) -0.01 2 n/a n/a Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 2 and 173 lb uplift at joint 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. A WARNIM, •Vcrirr desi9u ynnmuWrs and READMRS ON 71irSANDJFKIuDomriKREFEREwxPAOENtf-24231ea 11291201429 V5F Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibiliity of the erector. Additional permanent bracing of the overall structure 1s the responsibility of the building designer. For general guidance regarding fabricatlon, quality control, storage, delivery, erection and bracing, consult ANSI/11`I1 Quality Criteria, DSB-89 and BCSI Building Component r77TL Cert. 6634 October 6,2014 MiTek• 6904 Parke East Blvd. Tampa, FL 33610.4115 ALSC Job Truss Truss Type Qty Ply272617 Shoreline Antetomasso T6565860 27617 -EJ5A � Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34246 r.bJU 5 JUI 11 2U14 MI I eK Inauslnes, mc. Man uct uo 14aaluo zu14 rage 1 I D: euu UAcONza U Bwu C UwLZy_Ny WAp8-e I kiLkvGJ?ktlnyxl ruflGzdnm OzFAAoLdX6wSy W 72S 4-3-8 1-2-1 4x4 = 2.50112 Scale = 1:13.9 3x6 II 4-3.8 5-5-9 1-1-7 0-4-10 2-9-7 Plate Offsets (X,Y)-- i1:0-2-6,0-0-91.11:0-1-3.1-1-121 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1,25 TC 0.26 TCDL 15.0 Lumber Increase 1.33 BC 0.16 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=363/0-9-4, 6=129/Mechanical Max Horz 1=94(LC 25) Max Uplift 1=-163(LC 8), 6=-188(LC 6) Max Grav 1=363(LC 1). 6=223(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1x4 II 3 4 DEFL, in (loc) Vdefl L/d PLATES GRIP Vert(LL) -0.01 7 >999 240 MT20 2441190 Vert(TL) -0.01 7 >999 180 Horz(TL) -0.00 1 n/a n/a Weight: 22 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1Oft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., 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 I checked3) Plates degree rotation about its center. 4) This tru shas beel0 n designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t,�,QU I N V///I� 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,`�� OP• C. N �4� *,,' fit between the bottom chord and any other members. ' •�\ & '- 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 1 and 188 Ito uplift at = N( 68182 joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 281 lb down and 307 lb up at 4-3-8 on top chord, and 24 lb down and 54 lb up at 4-2-12 on bottom chord. The design/selection of such connection devices) is the '4 c responsibility of others. i j O F W 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). %0 ' LOADCASE(S) Standard ��� �Q•a•t��,`� 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 /�I,S O N Aj— Uniform Loads (plf) Vert: 1-2=-90, 2-4=-90, 5-7=-20 Concentrated Loads (lb) Vert: 2=67(F) 11=42(F) FL Cert. 6634 October 6,2014 ®WARNIlVJ -Verity desaln parameters aad READ tA7E5 GN7NfSAND rNG1GDEb MITE'KREFEREACFFAGE Mfg-M13 �e r. I/d4/2011tlS'OHEUSE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S fety Informatlon va able from Jruss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA pp2314 Tampa, FL 33610.4115 (Southern Pine�SPj lumber rs spec i1ie�, the design values are those effective Q6JOiJ413 by ALSC Job Truss Truss Type Qly Ply 272617 Shoreline Antetomasso T6565861 27617 -EJ5B Jack -Open 1 1 Job Reference o 'o al East Coast Truss, FOR Pierce, FL. 3494E r.oao s dui , , iv iv mi, nn muwuioa, mc. nwu v', vv ,..Q W w,90 , ID:euuUAcONzaUBwuCUwLZy_NyWAp8.6Vl4Yawu4lskNxX7sYPugTWcyAJC dRyZHHfSvyW72R 543-10 5-e-10 Scale = 1:16.7 4x6 11 1--9 ,1.40, 5-8-10 i 1-ao o-a-o 4-4-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.02 4 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.29 Vert(TL) -0.03 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) , Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEDGE MITek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer . Installation guide, REACTIONS. (lb/size) 2=166/Mechanical, 3=36IMechanical, 1=42010-8-0 Max Horz 1=173(LC 8) Max Upl1ft2=-130(LC 8), 1=-155(LC 8) Max Grav2=179(LC 13), 3=71(LC 3), 1=424(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; 13=45ft; L=24ft; eave=oft; Cat. 11; Exp D; Encl., 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. j 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss been 0 60I N has designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,,%0 • • �.<� �♦ E N S�.• fit between the bottom chord and any other members. ' �\G ♦♦♦ 6) Refer to for truss to truss ,�� �.. girder(s) connections. N 6 8182 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 2 and 155 lb uplift at% 1. joint 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. T F : 11J� %0 - . �c V. 40 ♦♦♦ 0 \ FL Cert. 6634 October 6,2014 ®WARNIAG -Verify desixln ad READ AWTSGNTUrSAND MaUDED MITEKREFERENCE PAGE MII.2473 rea 112512MBEFf3MME Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOW fabrication, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterla, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Safety Informo on va able from Truss Plate Institute,. 781 N. Lee Street, Suite 312, Alexandria, Vq 2314 Tampa, FL 33610-4115 If Southern 'ine�SP lumberlszpecified,thedesignvaluesarethaseeffectireU6 O3/i013byALSC Job Truss Truss Type Oty Ply 272617 Shoreline Antetomasso T6565662 27617 -EJ5C Jack -Open 1 1 1 job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 5-4-4 f.YJu a 1Ui I I Lv IY MI I aM1 IIIYYaIIIva, IIIY. Ivlvll WYL YY 14..aY.YY av,� rear , ID:euuUAcONzaUBwuCUwLZy_NyWAp8.6Vl4Y4wu4lskNxX7sYPugTW5AJb dRyZHHfSvyW72R Scale: 3/4"=1' 46 II I 1.0.0 -40 5-4-4 1-0.0 01-4-0 4-0-4 Plate Offsets (X Y)-- f1:0-1-14 0-0-101 11:0-1-0 0-11-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) i/clef] Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.48, Vert(LL) -0.02 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 SC 0.27 Vert(TL) -0.02 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 18 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEDGE MITek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installatione REACTIONS. (lb/size) 2=152/Mechanical, 3=32/Mechanical, 1=398/0-8-0 Max Horz 1=162(LC 8) Max Uplift 2=-120(LC 8), 1=-146(LC 8) Max Grav 2=164(LC 13), 3=65(LC 3), 1=402(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - Ali forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf; h=1 OR; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp D; Encl., 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. ��I111111I/ 3) Plates checked for a plus or minus 0 degree rotation about its center. ,,,s � I N 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,�� Q `, •• G•E N fit between the bottom chord and any other members. �� ,,••�,� `S�`'•? �� 6) Refer to girder(s) for truss to truss connections.o 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 2 and 146 lb uplift at * N 68182 joint 1. r Z 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Yz' gypsum o. sheetrock be applied directly to the bottom chord. .� • �Cr T F ;o • �v : FL Cert. 6634 October 6,2014 ®WARNIM-Vedfydesfgn pamnteten and RbiD M7ESGN77.'TSAW INCLUDED M2TEKREFEREME PAGE H11. 7423 ma 112912016SUMME Design valid for use only with MITek connectors. This design is based any upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IRlormation able from Truss Plate In titute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314.. 115outt7elnPnLl SP)lumrberisspetiiiie the design values are those effective06 01J2r013byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 272617 Shoreline Anletomasso T6565863 27617 -EJ50 Jack -Open 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 2x4 = 5.4-13 1.0JU s Jul 11 2u14 mi I arc Inouslnes, Inc, man ucl uo 14:3amt zu14 rage I ID:euuUAcONzaUBwuCUwLZy_NyWApB-ahsSmQxWrc_b?56KQGw7Nh2ufaeHj4h5oxOD LyW72Q Scale: 3/4"=1' LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress incr YES Code FBC2010rrP12007 CSI. TC 0.62 BC 0.37 WB 0.00 (Matrix-S) DEFL. in Vert(LL) 0.04 Vert(TL) -0.07 Horz(TL) 0.00 floc) I/defl L/d 3-6 >999 240 3-6 >889 180 1 n/a n/a PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=350/0-8-0, 2=182/Mechanical, 3=55/Mechanical Max Horz 1=163(LC 8) Max Uplift I =-1 29(LC 8), 2=-135(LC 8). 3=-1(LC 8) Max Grav 1=353(LC 13), 2=195(LC 13), 3=84(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-859/431 BOT CHORD 1-3=653/1107 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the 1111 I I II i responsibility of the fabricator to increase plate sizes to account for these factors. �I 3) Plates checked for a plus or minus 0 degree rotation about its center. ,�� (�V N c 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,per 0�.• Cj•E N V`��'��� 5) • This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� , ••'�\ s'�'•;' fit between the bottom chord and any other members. N 68182 * . �• W �.. T OF 4u 1• � % • �, C? .� '' ��►111111��, 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 1, 135 lb uplift at joint 2 and 1 lb uplift at joint 3. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''M." gypsum sheetrock be applied directly to the bottom chord. WARNIM -VW1 design pa awma aad READ AV7ESGNMf5AND IMIUDED NITEX9EEERE&=-PAGENr1.)473 re.. I113120IJIMIDUME Design valid for use only with MITek connectors. This design h based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer, Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component S tety Intormatlgn va able from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 I�Southem R'me�SP lumber isspecified, the design va ues are those effective 0b 01Ji013 byALSC FL Cert. 6634 October 6,2014 Mffek• 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso ' T6565864 27617 -EJ5E Jack -Open 1 1 job Reference (optional) East coast -truss, ton coerce, M. Jaa4t5 3x6 I I 4.11-14 ID:euuUAcONzaU BwuCUwLZy_NyWApB-ahsSmQxWrc_b756KQGw7Nh2xoagBj4h5oxOD_LyW72Q Scale = 1:15.1 1-0-0 6.40 3-7-14 Plate Offsets (X Y)-- 11.0-1-14 0-0-101 f1.0-1-4 0-11-141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.01 3-7 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.24 Vert(TL) -0.01 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEDGE MITek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 2=138/Mechanical, 3=27/Mechanical, 1=37710-8-0 Max Horz 1=151(LC 8) Max Uplift2=-110(LC 8), 1=-138(LC 8) Max Grav 2=149(LC 13), 3=58(LC 3), 1=380(LC 13) FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 Ito uplift at joint 2 and 138 lb uplift at joint 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and%" gypsum sheetrock be applied directly to the bottom chord. ®WARNIMc •W ify. design paramem. o.dREM A07ESGNIMSAM MCUMED NITE)CREFEREKEPAGENU4473 mR I12V201daF affum Design valld for use only with MRek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informa}lon gvagable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314, 1fS�utherrt rate Sp Iumtrerisspecified, the design values are 1 0112013byAM c,E•N i *� N 66182 J 1 � FL Cert. 6634 October 6,2014 IMF MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T65fi5865 27617 —EJB Roof Special 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34U46 r.Dbu 5 Jul 11 2U14 MI I eK Inausines, In.. Mon VG oa 19:n ' —14 ray. 1 I D: eu uUAcONzaU Bwu C UwtZy_NyWApB-ahs S mQxWrc_b756 KQ Gw7 Nh2zjafej4i5 oxOD_LyW 72 Q 4-0-0 5-46 1 6-1-0 1 4.0.0 1.4.8 0-7-10 2.50 112 4.33 12 4x4 ZZ 46 11 Scale = 1:18.1 •4 1-a•0 4-0-0 5-4-6 8-0-0 1-0.0 -4-0 2-B-0 1-4-6 0.7.10 Plate Offsets (X,Y1- f1:0-1-14.0-0-101f1:0-1-0,0-11-61.f3:0-2-0.0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.29 Vert(LL) 0.04 6-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.28 Vert(TL) -0.06 6-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation e REACTIONS. (lb/size) 5=221/Mechanical, 1=438/0-8-0 Max Horz 1=137(LC 8) Max Uplift 5=-1 72(LC 8), 1=-184(LC 8) Max Grav5=221(LC 1), 1=440(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 1-10=-265/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6C plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 5 and 184 lb uplift at joint 1. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y" gypsum sheetrock be applied directly to the bottom chord. -Veritrdesga paramen— and READ A07ESGHMESAND INMIDED NZYWRE£EREKE PAGE M11.7473 rea SJ24/20ieAEFoflE1JSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qu�Iallity gconttrol, storage, delivery, erection and bracing, consult ANSI/1?11 Quality Criteria, DSB-89 and BCSI Buoding Component USbuthern, elSPplbuTnberis ssuelt,fied,ithede1ilcriivalueesarueithb3>ietfect=OfiJQ113019hvALSC .�` O.v I N VF '�• i *• N 68182 ^rorr: 44/ 111111'11 41%�`�� FL Get 6634 October 6,2014 IMF WOW 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565866 27617 -EJ6A Jack -Open 14 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34945 46 II LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010ITP12007 CSI. TC 0.62 BC 0.31 WB 0.00 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=176/Mechanical, 3=39/Mechanical, 1=438/0-8-0 Max Horz 1=182(LC 8) Max Uplift 2=-1 38(LC 8), 1=-161(LC 8) Max Grav2=190(LC 13), 3=76(LC 3), 1=441(LC 13) (.oju a jui l7 zul4 MI I ek inaeslrius, in, Men vui uo i4.35.06 w iv ra90 , ID:euuUAcONzaUBwuCUwLZy_NyWApB-2tPrzmy9cw6SdEhW zRMwub3Q 7KSXwEibmmWnyW72P 6-0-0 6-0-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 1-7=-292/275 Scale = 1:17.6 R N DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.02 3-7 >999 240 MT20 244/190 Vert(TL) -0.04 3-7 >999 180 Horz(TL) -0.01 2 n/a n/a Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installatione NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., 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 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 2 and 161 lb uplift at joint 1. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and Y" gypsum sheetrock be applied directly to the bottom chord. IWARNIA6• Vesffydesg p—mem.andRGDM7FSGNi1Wr5AMINKLINDED MITEKREFERENQ PAGEM714473 ,.I/19/201daffaIMME Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 5 tety I forma Ion va able from Jruss Plate Institute, 781 N. Lee treet, Suite 312, Alexandria, VA 2314 if3out�tcrn ne�5p lumberisspetified,thedesignvauesarethaseafettive06 01%2013byAm ,`p U I N 11VF i N 68182 .. ro rr Z • .�0:.. �T S % FL Cert. 6634 October 6,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T65fi5867 27617 -EJ6B Jack -Open Girder 1 1 Job Reference (optional test l:oasi I russ, von Pierce, t-L. Mob f.DJU a Jul 11 ZU14 ml I ex muu5 nas, Inc. Mun um vo w:JJ:uo N 19 regn I ID:euuUAcONzaUBwuCUwLZy_NyWAp8-2tPrzmy9cw6SdEhW zRMwublt_oSXwElbmmWnyW72P 4xe II 1•0.0 �1-a-1 0.0 0-4-1 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 CSI. DEFL. in (loc) I/deft L/d TC 0.71 Vert(LL) -0.02 3-7 >999 240 BC 0.35 Vert(TL) -0.04 3-7 >999 180 WB 0.00 Horz(TL) -0.01 2 n/a n/a (Matrix-S) REACTIONS. (lb/size) 2=177/Mechanical, 3=39/Mechanical, 1=439/0-8-1 Max Horz 1=182(LC 8) Max Uplift 2=-1 38(LC 8), 1=-162(LC 8) Max Grav 2=190(LC 13), 3=77(LC 3), 1=442(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 1-7=-294/278 Scale = 1:17.6 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance. with Stabilizer Installation guide, NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; S=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6C plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 2 and 162 lb uplift at joint 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. t f �%`% Gu l N VF I G•E N i *� N 68182*: • '. T F 441 FL Cert. 6634 October 6,2014 AWARMAKI • Verifydes4i Para—m- and READ A07E5`GN7MSAND7A+2l.0£D MHEKEEFERE&M RAGE Mfr-7413 rer. 1129120268ffafl WE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibllllty of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ltSauth em Rfrre�SP� lumhe r is specified, the design values are those effectiue 46�01/1013 by ALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565868 27617 -EJ7 Jack -Open 16 1 Job Reference o do al East Coast Truss, Fort Pierce, FL. 34945 - r.aau s Jul 11 zu w mi i eK mausures, inc. mvn w-r uo w,00;ua cu,r rayo , ID:euuUAcONzaUBwuCUwLZy_NyWAp8-W4zDB6ynNDEJEOGiXgybS68A8O198 AOGFVJ3DyW720 7-0.0 7-D-o Scale=1:20.0 5x6 11 o-0 4 0 -0-0 1.0-o -¢0 5-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.04 3-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.47 Vert(TL) -0.10 3-7 >860 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-S) 1 Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=214/Mechanical, 3=50/Mechanical, 1=500/0-8-0 Max Horz 1=212(LC 8) Max Uplift2=-165(LC 8), 1=-185(LC 8) Max Grav 2=229(LC 13), 3=93(LC 3), 1=504(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-389/339 BOT CHORD 1-7=-472/545 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installatione NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., 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 j 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions.. It is the �.4%��1 � responsibility of the fabricator to increase plate sizes to account for these factors. ,� 1�QU N V 3) Plates checked for a plus or minus 0 degree rotation about its center. ��, QP. •' • • • • �V ��� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� ' •,•�� C E N 5�;.• 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. N 68182 6) Refer to girder(s) for truss to truss connections. >f1 •: 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 2 and 185 lb uplift at joint 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chard. :• T F W • 00 Cj FL Cert. 6634 October 6,2014 AWARNUr -Vedfr des,jn pammeean and READ MES ON 7ITISAM INCLUDED MITEKREFERENCE PAGE MrI.2423 ma 1/29/202/81 aVWE Design valid for use only with Mtfek connectors. This design Is based only upon parameters shown, and Is for an individual building component. ��• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informattion vo able from]russ Plate Institute, 7B1 IJ. Lee Street, Suite 312, Alexandria. VA 2314. ifSauthemPine7SP ittmherisspec"ified,thedesignvaluesarethoseeffective13fi�01/1013hyALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565869 27617 -EJ70 Jack -Open 1 1 Job Reference (optional) east coasn mss, ton tierce, rL. �aa4u 1.�- s j V ,» „_" „ ­-1 1— ., , �,- . ID:euuUAcONzaUBwuCUwLZy_NyWAp8-W4zDB6ynNDEJEOGiXgyb.S68DYOITB_AOGFVJ3DyW720 3-1.9 3.10-7 Scale = 1:20.0 US 11 1-0-9 1-40 3-1-9 7.0-0 1.0.0 •40 1-9-9 3-10-7 Plate Offsets (X Y)-- 11:0-1-0 0-11-61 11:0-1-14 0-0-101 12:0-7-11 0-3-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.66, Vert(LL) 0.09 2-4 >934 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.51, Vert(TL) -0.13 2-4 >644 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.06 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 25 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=188/Mechanical, 4=73/Mechanical, 1=509/0-8-0 Max Horz 1=212(LC 8) Max Uplift3=-138(LC 8), 4=-17(LC 8), 1=-186(LC 8) Max Grav 3=201(LC 13). 4=91(LC 3), 1=513(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-471/397 BOT CHORD 1-9=-521/625 BRACING - TOP CHORD Structural -wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 3, 17 lb uplift at joint 4 and 186 lb uplift at joint 1. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and '/_" gypsum, sheetrock be applied directly to the bottom chord. %`,,G%j I N "VF �4- i N 68182 'Q • (r ► :'SA • T F + 000 •'.� Q; 1 =% 4f IN FL Cert. 6634 October 6,2014 A WARNING Ycritrdesign parameoenand READfA7E8GNnffSAMl lNatlDEDMITEKREFEREACEPAGEMII-7423ma 1/291201681TGWMF. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria, VA 2314 If SouthernRine7SP�lumberisspecified,thedesignTvaluesarethoseeffectivea6Alf (113byALSC Tempo, FL 33610.4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomassa T6565870 27617 -EJ7E Jack -Open 1 1 Job Reference (optional East Coast Truss, FOrt Pierce, FL. 34946 1.03u s Jul 11 4u14 mi i en muusuius, mu. inun — uo w.aa. i u <u,r rnyo , ID: euuUAcONzaUBwuCUwLZy_NyWApB-_GXbOSzPBXMAsYrv5OTq7JgPEncUwRQXUvFtbgyW72N 3-1-9 5-1-9 1 7-0-0 3.1-9 2-0-0 1-10-7 0 d N 4x6 11 Scale = 1:20.1 -0-0 - 0 3-1-9 1-0.0 -4-0 1-9-9 2.0-0 1.10.7 Plate Offsets (X,Y)-- 11:0-1-0 0-11-61,11:0-1-14 0-0-101 12:0-7-11,0-3-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.601 Vert(LL) 0.07 2-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.59: Vert(TL) -0.10 2-7 >833 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.001 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 28 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer Installationguide,. REACTIONS. (lb/size) 4=187/Mechanical, 5=79/Mechanical, 1=503/0-8-0 Max Horz 1=212(LC 8) Max Uplift4=-123(LC 8), 5=-35(LC 8), 1=-183(LC 8) Max Grav4=200(LC 13), 5=84(LC 13), 1=507(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-381/343, 2-3=-317/87 BOT CHORD 1-12=-453/510, 2-7=-169/283 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl_ 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 I111Ir 2) Plates checked for a plus or minus 0 degree rotation about its center. ,,,,,V 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord, in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,�� ��• • G•E N �� ��� fit between the bottom chord and any other members. �� , •••�,� S16* 5) Refer to girder(s) for truss to truss connections. lo 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 4, 35 lb uplift at joint 5 N 68182 and 183 lb uplift at joint 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''%" gypsum sheetrock be applied directly to the bottom chord. = .� o T F : �1! • FL Cert. 6634 October 6,2014 ®WARA MG Vedfi defign panmeren and UAD AVUSGMTNiSAM 1ACLUDED MZRW fffEREha PAGE M11.7473 ma Ifd9/20t1DEFo8E/2 Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the M iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Inlormatlon voppable from Truss Plgte In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 lf5outhernVine(SPflumberisspetifie,thedeCignvaluesarethoseeffect11fe0S1101/2013byAM Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565871 27617 -HJ7 Diagonal Hip Girder 1 1 job Beference (optional) east L;oast i toss, ton nerca, M. snaco ,,....,,,-.., ...._.. _-• -- ...--• •- _-... ID:euuUAcONzaUBwuCUwLZy_NyWApB_GXbOSzPBXMAsY.rv50Tq?JgSvnf?wP7X'Uv'FtbgyW72N 5-2-9 9-10-1 5-2-9 4-7.8 Scale = 1:20.3 V N sh 3x6 II 1-410 1-10-4 5-2-9 5-8-6 9-10-1 1-410 0-5.10 3-4-5 0-5.14 4-1-10 3 4 3x6 =V LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.43 Vert(TL) -0.07 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) -0.01 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 44 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-10-1 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=405/Mechanical, 1=508/0-11-5 Max Horz 1=256(LC 5) Max Uplift6=-266(LC 5), 1=-278(LC 8) Max Grav 6=415(LC 17), 1=547(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-490/374, 2-12=-432/333 BOT CHORD 1-11=-386/179, 1-8=-352/455, 1-14=-436/392, 7-14=-436/392, 7-15=-436/392, 6-15=-436/392 WEBS 2-6=-358/339 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 266 lb uplift at joint 6 and 278 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 lb down and 110 lb up at 4-1-14, 118 lb down and 110 lb Lip at 4-1-14, and 170 lb down and 166 lb up at 6-11-13, and 170 lb down and 166 lb up at 6-11.13 on top chord, and 3 lb down and 44 lb up at 4-1-14, 3 lb down and 44 lb up at 4-1-14, and 22 lb down and 20 lb up at 6-11-13, and 22 lb down and 20 lb up at 6-11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 INARAW4-Verifr,*sr;Hr parrmaa�rs aaJAL�a ht'17L90NTtiTSAMi1 INCXU!)Eb MYTEx'RE'fERF.M 'FYi6f: MTY-T473 ma Yjagfrn[aertaBFusa Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safe Informs on 4vapable from runs Plate Institute, 781 N. Lee Sfreet. Suite 312, Alexandria, VA 2314. 1f5outhem'InetSPY[umtherIsspecfietAthedesignvatuesarethoseeffectiv Q60112B13,byALSC D1VF40 i N 68182 :9 T F : 44/ . O41 ,',,ass• �;!� � A� ������ FL Cert. 6634 October 6,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qly Ply 272617 Shoreline Antetomasso T6565871 27617 -HJ7 Diagonal Hip Girder 1 1 Job Reference (optional) Last coast Iruss, Fort Vlerce, l-L.34sati [.Div S Jul I 1 Le 19Nil 1- 111-bill-, II II:. N-1 vN vv —oj. Iv 4v IY Kayo ID:euuUAcONzaUBwuCUwLZy_NyWApB_GXbOSzPBXMAsYrv50Tg7JgSvnf7wP7XUvFtbgyW72N LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 12=139(F=70,B=70)13=-23(F=-11,B=-11)14=51(F=26,B=26)15=2(F=1,B=1) AWARNIM•Verify,AW9,npiii—rtl.—I READ M WGMRIISAM)MaUDED MIIEKIMFE'RENM PACE MII-7413—I1d9/201MYC IKE �■ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown A Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the iTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iVl fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa Ion vai able from Jruss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, Vg a2314. Tampa, FL 33610.4115 JtSuuttiemPis1e�SP lumber s>s{Tesi#led,thedesignualttesare thoseeffettisre45)Q1/2013tryALSC Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565872 27617 -HRA Diagonal Hip Girder 1 1 Job a ere ce (optional test coast 1 russ, Fort Pierce, FL. 34946 Y.WU 5 JUI 71 ZU14 MI18K Inausines, Inc. Man Vci Ub 14:a3:11 ZU14 rage 1 ID:euuUAcONzaUBwuCUwLZy_NyWApB-TS5zco_lvrU1UiP5f573XXDbEBftft3hjZ Q76yW72M 4-2-15 8.0-9 , 4-2-15 3.9.10 Scale = 1:20.3 5 US I US = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.52 ' Vert(LL) -0.03 6-10 >999 240 MT20 244/190 TCDL 15.0 Lumber increase 1.33 BC 0.32 Vert(TL) -0.07 6-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.10' Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 35 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 6=342/Mechanical, 1=49910-9-4 Max Horz 1=269(LC 5) Max Uplift6=-260(LC 5). 1=-223(LC 8) Max Grav6=343(LC 25), 1=499(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-437/270 BOT CHORD 1-10=-285/185, 1-7=-208/384, 1-12=-329/351, 6-12=-329/351 WEBS 2-6=-332/284 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 6 and 223 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 227 lb down and 226 Ib up at 5.10-14, and 203 lb down and 206 lb up at 5-10.14 on top chord, and 37 lb down and 41 Ito up at 5-10-14, and 18 lb down and 32 lb up at 5-10-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-90, 3-4=-90, 5-7=-20 ®WARNIM •Vadlr design Paramnt8rn —MAD 10TCS GIN 7N(SAM I;YaUDCD MITFK'RFFFREKE PAGC MU-2423 re a xJd.9f2r1Cd $lT f Nf 11fF Design valid for use any with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8? and BCSI Building Component Safety Information gvailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA z2314. 1lSoutherhfx1�Fl umber fsspetified, the desierlvaluesare thaleffetCiue06)0112Q13bV tSC FL Cert. 6634 October 6,2014 MiTek" 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type City Ply 272617 Shoreline Antetomasso T6565872 27617 -HJ7A Diagonal Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=45(F=41, B=4) 12=-1(F=13, B=-14) r.D"Su s vui 11 zu14 MI I eK Inausines, no. Mon um uo waa: I I zv i4 rege 2 ID:euuUAcONzaUBwuCUwLZy_NyWApB-TSSzco 1vrU1UiP5f5?3XXDbEBOwfl3hj2_Q76yW72M ®WARNING •verity de.sian ten and READ W7FS rM7NIS AM 1M.UDED Aff TFKRIFI:RFACF PAGF,NII.7473 in I/ZSf201MYOaFWE � f Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MOW erector. Additional permanent bracing of the overall structure Is the responsibility of the�,bullding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. S lety Information qva' able from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 1�51suthetn me{SP lumber isspeci#ied,thedesignlMuesate tha3BvtfettiWG6 0112013byALSC Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565873 27617 A01G Hip Girder 1 2 ' Job Reference o lio al East Goast I russ, hon Nlerae, FL. 3494U - 7.WU S Jul 11 ZU14 MI IeK InauslneS, Inc. man UCl Ub 14:JJ:Z1 ZU14 i-age 1 ID:euuUAcONzaUBwuCUwLZy_NyWApB-ANiliC6JYvlcgEAOECAPxeeBKDln7DI906PyUXyW72C 156-6 21-8-2 27-6.6 33-11-11 39-7-2 , 46.6.4 i 7-6-0 8-:1 6-1-12 5-10-4 6-5.5 5-7-7 6-11-2 0.90 12 5x5 = 5x5 = US = 5x8 = 3x8 = 5x5 4.33 [12.. = 27 28 29 30 3 31 32 33 344 35 36 37 5 38 39 40 41 6 42 43 44 745 262 46 47 48 4113 15 50 51 14 5253 54 55 13 5612 57 58 59 60 11 61 10 62 9 63 64 65 4x6 = 3x6 = 46 = 3x6 = 3x6 = 3x6 = US = US = 3x8 = 48 II Scale = 1:81.9 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.48 14-16 >858 240 MT20 244/190 TCDL 15.0 Lumber increase 1.33 BC 0.86 Vert(TL) =0,83 14-16 >492 180 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.12 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 2-3: 2x4 SP 285OF 1.8E, 5-7: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 8=-154/0-8-5, 11=5472/0-8-0, 1=2040/1-5-8 Max Horz 1=98(LC 7) Max Uplift8=-523(LC 32), 11=-3056(LC 8), 1=-1152(LC 8) Max Grav8=478(LC 7). 11=5472(LC 1), 1=2042(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1805/1060, 1-25=-5314/3093, 25-26=-5277/3119, 2-26=-5214/3116, 2-27=-5585/3214, 27-28=-5577/3214, 28-29=-5553/3212, 29-30=-5544/3208, 3-30=-5525/3207, 3-31=-5647/3197, 31-32=-5647/3197, 32-33=-5647/3197, 33-34=-5647/3197, 4-34=-5647/3197, 4-35=-1998/1138, 35-36=-1998/1138, 36-37=-1998/1138 37-38=-1998/1138 5-38=-1998/1138 5-39=-3108/5700 Weight: 405 lb FT = 0% Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-3-2 oc bracing. 1 Row at midpt 5-11 39-40=-3108/5700, 40-41=-3108/5700, 6-41=-3108/5700, 6-42=-968/2173, 1253/2283 BOT CHORD 1-20=-12904/5072116-49 92904/507204/5072, 6 s716=93385/6039, /5072, 15-50 93385/603g .`�0 �!E N48-49=V 50-51=-3385/6039, 51-52=-3385/6039, 14-52=-3385/6039, 14-53=-2551/4629, 53-54=-2551/4629, 54-55=-2551/4629, 13-55=-2551/4629, 13-56=-2551/4629, N 68182lo 12-56=-2551/4629, 12-57=-431/947, 57-58=-431/947, 58-59=-431/947, 59-60=-431/947, 11-60=-431/947, 11-61=-5700/3292, 10-61=-5700/3292, 10-62=-5700/3292, 62-63=-5700/3292, 9-63=-5700/3292, 9-64=-2105/1066, 64-65=-2105/1066, 8-65=-2105/1659 WEBS 2-16=-178/674, 3-16=-662/389, 3-14=-567/536, 4-14=-561/1241, 4-12=-3058/1855, 5-12=-1007/20B9, 5-11=-7092/4003, 6-11=-2673/1677, 6-9=-2406/4152, 7-9=-1297/775 i T F .' Q• �/ rid 0 ♦ NOTES• �. ` �� 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: ��� N Top chords f ,� Bottom cho ds a connected aslfollows: 2x4 1 row at0-9-0 oc. 11 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. FL Celt. 6634 3) Unbalanced roof live loads have been considered for this design. October 6,2014 WARNIAG• VeWy de. jwe eMrs 4nd MAD AV7FS ON 7NrSAMI=LID frl NI1FKRF.rrfirK,E A46F Mrr-M2.9 re. I/Z9/201461.!'0Nf1M �! Design valid for use only with Mrrek connectors. This design Is based any upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Additional bracing the is the WOWerector. permanent of overall structure responsibility of the building designer. For general guidance regarding tobricatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon 7vauable from Jruss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA gg2314 1f 5uuthe m Piaee l54 IUMber is xpetlfre� the design values are thoseeffi ctive OS)I)IZ1013 by AM Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565873 27617 A01G Hip Girder 1 2 LJob Reference o Tonal East Coast Truss, Fort Pierce, FL. 34946 r.wu s um i i cv i � u i ou,6J�u-...,.. ,.., , I D: euu UAcONzaU BwuCUwLZy_NyWApBn-ANT n Ii CYvIcgEAOECAPxeno�,,�.,.,�„ eB K�..,,...D I n7 D I906PyUXyW 72C NOTES- 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; 13=45ft; L=47ft; eave=6ft; Cat, 11; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord -in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 8, 3056 lb uplift at joint 11 and 1152 lb uplift at joint 1. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 lb down and 99 Ito up at 4-7-0, 143 lb down and 143 lb up at 7-1-3, 139 lb down and 132 lb up at 7-11-3, 148 lb down and 143 lb up at 9-11-9, 157 lb down and 153 lb up at 11-11-15, 166 lb down and 162 lb up at 14-0-6, 344 lb down and 340 lb up at 15-6-6, 172 Ito down and 170 lb up at 17-5-0, 172 lb down and 170 lb up at 19-1-12, 172 lb down and 170 lb up at 20-10-9, 172 lb down and 170 lb up at 22-7-6, 172 Ito down and 170 lb up at 24-4-2, 172 lb down and 170 lb up at 26-0-15, 172 lb down and 170 lb up at 27-9-11, 172 lb down and 170 lb up at 29-6-8, 172 Ito down and 170 lb up at 31-3-4, 172 lb down and 170 lb up at 33-0-1, 172 lb down and 170 lb up at 35-0-1, and 172 lb down and 170 lb up at 37-0-1, and 172 lb down and 170 lb up at 39-0-1 on top chord, and 3 lb down and 47 lb up at 4-7-0, 14 lb down and 20 lb up at 7-1-3, 108 lb down and 119 lb up at 7-6-0, 20 lb down and 13 lb up at 7-11-3, 24 lb down and 12 lb up at 9-11-9, 28 lb down and 11 lb up at 11-11-15, 32 lb down and 10 lb up at 14-0-6, 73 lb down and 17 lb up at 15-6-6, 36 lb down and 8 ib up at 17-5-0, 36 Ito down and 8 lb up at 19-1-12, 36 lb down and 8 lb up at 20-10-9, 36 lb down and 8 lb up at 22-7-6, 36 lb down and 8 lb up at 24-4-2, 36 lb down and 8 lb up at 26-0-15, 36 lb down and 8 lb up at 27-9-11, 36 lb down and 8 lb up at 29-6-8, 36 lb down and 8 lb up at 31-3-4, 36 lb down and 8 lb up at 33-0-1, 36 lb down and 8 lb up at 35-0-1, 36 lb down and 8 lb up at 37-0-1, 36 lb down and 8 lb up at 39-0-1, and 201 lb down and 192 lb up at 41-0-1, and 203 Ito down and 208 lb up at 43-0-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 3-7=-90, 7-8=-90, 17-20=-20 Concentrated Loads (lb) Vert: 3=-173(F) 5=-86(F) 15=11(F) 16=-7(F) 12=-19(F) 25=68(F) 26=3(F) 27=-33(F) 28=-47(F) 29=-61(F) 30=-74(F) 31=-86(F) 32=-86(F) 34=-86(F) 35=-86(F) 36=-86(F) 37=-86(F) 39=-86(F) 40=86(F) 41=-86(F) 42=-86(F) 44=86(17) 45=-86(F) 46=28(F) 47=8(F) 48=108(F) 49=-2(F) 50=-16(F) 51=-39(F) 52=-19(F) 53=-19(F) 54=19(F) 55=-19(F) 56=-19(F) 57=19(F) 58=-19(F) 59=-19(F) 60=19(F) 61=-19(F) 62=-19(F) 63=-19(F) 64=-201(F) 65=-203(F) ®WMNhG -Verify design Fanmwix a 4nJ READ:07ES ON 7WISAND IMIAMED MITEXREFEREMFA4OEMII.747.1 nrn 1129j2OIJAI "OM, VV Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 115outherriPine�SP lumber isspeciliedr the design vatuasare theseeffettive06 0112013byAL5C Tampa, FL 33610.4115 Job Truss Truss Type - Qly Ply 272617 Shoreline Antetomesso T6565874 27617 A02 Hip 1 1 Job Reference o t'onal East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Mon Oct 06 14:33:22 2014 Page 1 ID:euuUAcONzaUBwuCUwLZy_NyWAp8-eaG7vY6xJDtTIOICovheUrAP3ddCke51Fm9VOzyW72B r 6-0-1 11-0-0 18-3-14 24-4-15 30-3-14 38-7-1 38-9-05 43-1.0 48-0-13 6-0-1 4-11-15 7-3-14 8-1-1 5-10.15 6-3-2 2-2-15 4-3-0 4-11-13 0.90 12 2x4 I 3.04 12 54 _ 6x6 = 4x4 —_ 7x10 = 4 29 5 30 6 7 cb 6x8 M18SHS = 4.33 12 318 20 19 18 17 16 15 14 13 12 11 46 = 5x6 WB = 3x6 = 3x6 = 5x6 WB = 3x6 = 5x10 II 3x8 = 5x6 WB = 5x6 WB = Bx8 = Scale=1:84.7 4x6 = 2-5-7 1-5-13 11-0-0 194-3 27-11-10 36-7-1 41-11-8 48-0-10 48- 13 -5-13 8E-9 8-0-3-7.7 5-0-8 6-1-1 0-0-3 Plate Offsets (X,Y)--(1:0-0-7,Edael,(1:0-3-1.Edoel,t6:0-5-0,0-4-81 18:04-0 0-2-41.r12:0-2-13 0-0-41 (14:0-2-14 0-0-31 (16:0-2-14,0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.44 17-18 >924 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.92 Vert(TL) -0.91 17-18 >447 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.16 13 n/a n/a r BCDL 10.0 Code FBC20101TP12007 (Matrix-S) Weight: 253 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-3: 2x4 SP 285OF 1.8E, 8-10: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 `Except' WEBS 2 Rows at 1/3 pts 6-13 1-19: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings 0-8-13 except Qt=length) 1=1-3-2, 13=0.8-0, 20=0-3-8 (lb) - Max Horz 1=135(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 10=-703(LC 17), 1=-1115(LC 8), 13=-1779(LC 8), 20=-111(LC 17) Max Grav All reactions 250 lb or less atjoint(s) 10, 20 except 1=1876(LC 17), 13=3946(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1017/476,.1-2=-3980/1914, 2-3=-3894/1793, 3-4=-3781/1816, 4-29=-3385/1602, 6-7=-1457l3481, 7-31=-1453/3474, filV§' NI 8-31=-1452/3480, 8-9=-884 2436, 9--610==-829 23450, CHORD ,,,,,�QUI 4F BQT 1-24=-516/1129, 1-20=-1743/3748, 19-20=-1743/3748, 16-19=-174313748, 17-18=-1462/3530, 16-17=-965/2427, 15-16=-965/2427, 14-15=-27/260, 13-14=-27/260, ,�% 01^ I� �� , •••\C+ E NS •• �j 12-13=-2556/1248, 11-12=-2556/1248, 10-11=-2169/834 '• �•••• i ,� WEBS 4-18=-226/290, 4-17=-484/322, 5-17=-476/1173, 5-15=-1762/879, 6-15=-664/1680, 6-13=-3994/1843, 7-13=-525/290, N 68182 •• 8-11=-345/736, 9-11=-505/322, 8-13=-1731/809 *;• NOTES- 1) Unbalanced roof live loads have been considered for this design, a +' 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=48ft; eave=6ft; Cat. II; T Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 0' O F 4 e` plate grip DOL=1.60 '�i� ••'C 1 Q Q:•• ��,�� 3) Provide adequate drainage to prevent water ponding. SS • • • • • • \ %, 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a or minus 0 degree rotation about its center. I ���� plus 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 703 lb uplift at joint 10, 1115 lb uplift at joint FL Cert. 6634 plate 1, 1779 lb uplift at joint 13 and 111 lb uplift at joint 20. October 6,2014 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and'/" gypsum tWARNIM mmscivmrsAw IFX1uDi.:D mrTFKf3iunt1 =d40ntpager2rea .1Pd9f2.(/IAaC>K'Qur175G Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the iviiTek' erector, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. salety Informo Ion yoI'IIIable mom Truss Plate In�iitutte1 N. lee Street, Suite�312, Alexarrdrlo, V 2 14 s•c,-,..a.....-........4 'xl .....-....: :.. ... ...:........ ............ .. .... :.....ncMna.su..,. rr.x snFL Tampa, 33610.4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565874 1 27617 A02 Hip 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 5 Jul 112014 MiTeK IncUStneS, Inc. Mon UCt U5 14:33:ZZ ZU14 Page Z I D:euuUAcONzaUBwuCUwLZy_NyWAp"aG7vY6xJDtTIOICovheUrAP3ddCke51Fm9VOzyW72B ®WARNING •Vent y design pnnmemrs and RFAn A07E9CN WFV ANO INIO.UDEo MITI7CREflREM.7: FACE Mf!•7473 yea, I/49/20I48fiouU.m Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing building erector. permanent of the overall structure Is the responsibility of the designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component IYI� lee 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If Southern P'ille�Sp� futnher isspecified, the deiign values are those effectitre Q6f 01/2013y AGSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565875 27617 A03 Hip 1 • 1 Job Refe a ce o do al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Mon Oct 06 14:33:23 2014 Page 1 ID:euuUAcONzaU BwuCUwLZy_NyWApB-6mpV7u7Z4W7KwYKPMdCtO3jZz1 zIT7eSUQu3YQyW72A 5-9-7 11-3& 17-10-14 2311-5 29-1-12 349-3 i 40.2-1 48.3-12 5-17 5-5 15 6-7-7 5-7-7 5-7-7 5.7-7 5.4-14 6 1-11 Scale = 1:82.8 N 4XI 7 48 = 3.04 12 5x5 = 5x8 4x4 = 4x6 4 5x8 M18SHS = 4.33112 19 18 17 18 15 14 13 12 11 6x6 = US = 5x6 We = 3x8 = 5x6 = 3x6 = 6x8 = 2x4 I I 4x6 = 5x6 = 0- - 8. 0- 5 1 - 0.14 6• -12 go: 1, 349-3 3 -2 40. - 0.3.8 8- 12 0- 2 8-11-15 8.2-14 8-7-7 0- 15 5-0.15 6-1-8 0-6-3 Plate Offsets (X,Y)-- rl2:0-2-11.0-0-31. r15:0-2-14.0-0-21 r17:0-2-12.0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.30 16-18 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.90 Vert(TL) -0.68 16-18 >614 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.16 13 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-S) Weight: 245 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-6,6-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 2-19 WEBS 2x4 SP No.3 *Except* 2 Rows at 1/3 pts 7-13 1-19: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=230/0-8-13, 13=3661/0-9-4, 19=1638/0-8-0 Max Horz 19=198(1_C 6) Max Uplift 10=520(LC 17), 13=1636(LC 8), 19=-739(LC 8) Max Grav 10=95(LC 8), 13=3661(LC 1), 19=1657(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-492/248, 2-3=-3440/1579, 3-4=-3000/1440, 4-23=-2979/1456, 5-23=-2984/1455, 5-24=-1453/736, 6-24=-1453/736, 6-7=-1453/736, 7-8=-900/2351, 8-9=-1016/2516, 9-10=-690/1938;1-19=-368/213 BOT CHORD 18-1 9=-1 416/3276, 17-18=-1286/3168, 16-17=-1286/3168, 15-16=798/2157, 14-15=-798/2157, 13-14=-60/523, 12-13=-1788/718, 11-12=-1788/718, 10-11=-1788/718 111111111 WEBS 7-14=-638/1612, 7-13 —3326/1529, 9 13=/ 943/499, 2 19 / 3103/1413, I N V,,t,- B 13=1259/611 ��,,,, LU NOTES- �,� pP,. `�� , •.•�\ G•E N 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1Oft; B=45ft; L=46ft; eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60= Z :• N 68182 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) . 53 T F 4 Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0�� 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 �i .;Z��� >+ p fit between the bottom chord and any other members. �I is • �.•• `%� . • •' �% 8) Providetruss to bearing �� '�i,�s me lb mechanical(by others) of plate capable of withstanding 520 lb uplift at joint 10, 1636 lb uplift at joint 13 d ift connection n ) N AL � 00 jo !!! 1111111 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''%" gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 October 6,2014 ®IYAANIM -Vedfr design parrmemn and READ AOTESON TFUSAND iAUUDED MITEKREFEREARrXFAGE MII.74T3 2n I12S/20l4aF oMWE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vo' able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 ItSouthemPine�SP lumberisspecified, the design vatuesare thoseeffiective06)0111013byALSC Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565876 27617 A04 Hip 1 1 Job Refere ce (optional East Coast Truss, Fort Pierce, FL, 34946 6-5-15 4x, 3.04 12 6-2-7 5-10-7 4-11-5 ' 2.6-9 O.go 12 7x6 = 4x6 - 04 = 4 23 5 24 7.530 s Jul 112014 MITek Industries, Inc. Mon Oct 06 14:33:24 2014 Page 1 UwLZy_Ny WApB-ayN u KE SBrg7 BXivbwKk6ZG Fnf RJ?CY8bi4ec5sy W 72f 346-0 39-7-15 45•B-10 2-11.8 5.1-15 5-10.11 Scale = 1:81.5 4.33 112 7x8 = 6 2x4 I 10 I� 19 18 17 16 15 14 13 12 11 5x5 = - 3x6 US = 6x8 = 2x4 II = 3x6 = 5x6 WB = 3x8 5x6 WB = 5x6 WB = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC201 OfTP12007 CSI. TC 0.66 BC 0.96 WB 0.94 i (Matrix-S) DEFL. in (loc) I/defl L/d Vert(LL) -0.21 16-18 >999 240 Vert(TL) -0.65 16-18 >638 180 Horz(TL) 0.14 13 n/a n/a PLATES GRIP MT20 2441190 Weight: 248 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-4,4-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 6-13, 2-19 WEBS 2x4 SP No.3 'Except' MiTek recommends that Stabilizers and required cross bracing . 1-19: 2x6 SP No.2 OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer lastallatioa quide. REACTIONS. (Ib/size) 13=3218/0-4-8, 19=1703/0-8-0. 10=64/0-8-13 Max Horz 19=-268(LC 6) Max Uplift 13=-1428(LC 8). 19=771(LC 8), 10=-206(LC 17) Max Grav 13=3218(LC 1), 19=1719(LC 17), 10=191(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when, shown. TOP CHORD 1-2=-342/221, 2-3=-3071/1467, 3-4=2588/1285, 4-23=-2561/1288, 5-23=-2561/1288, 5-24=-1498/827. 6-24=-1494/828,6-7=-484/1612, 7-8=-589/1647, 8-9=-606/1505, 9-10=-631/1022, 1-19=-343/219 BOT CHORD 18-19=-119112859, 17-18=-1116/2816, 16-17=-1116/2816, 15-16=-820/2184, 14-15=-820/2184 12-13=-929/324 11-12=-929/324 10-11=-929/776 WEBS 7-13=-406/26639-13-943/49852-19 12913/1287, 5-14 51476/764 12105, 3=2729/1171, �����QV I N .. ......... NOTES- `% ' .' \ G E N s. 1) Unbalanced roof live loads have been considered for this design. %_ 11 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3,Opsf; h=1 Oft; B=45ft; L=46ft; eave=6ft; Cat. 11; Nc 68182 Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60- * i plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. b 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s T F 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 0. C) • �!/ fit between the bottom chord and any other members. .0 '.'C Q;•' _ �� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1428 lb uplift at Joint 13, 771 lb uplift at joint 40i ' • •• ` % 19 and 206 lb 10. 8) This truss uplift design requires rresthat a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/2" gypsum N 1`�,, sheetrock be applied directly to the bottom chord. /11111 %% FL Cert. 6634 October 6,2014 A WARNIAG -Veri: y desJgn patar,,etran .nd READ M7ESOM77ff9AND IM2fMED MITEKREFERE,SCEM rE MII.7473 ren I129120140UIOUTAE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity of the erector. Additional bracing the Is the MiTek' permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information 51vai able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 2314: If Southern one tSP) lumber isspecified, the design values are those effective 46�0112013 byAtSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Shoreline Antetomasso T6565877 27617 A05 Hip 1 •1 �272617 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Mon Oct 06 14:33:25 2014 Page 1 ID:euuUAcONzaUBwuCUwLZy_NyWApB-29xGYa9pcBF29sUnT1FL6Uoy5ghFxOVlxkNAdlyW728 7-0.6 13-9-4 19-0-14 241.0 29-1-3 33.9.6 r 38-5-9 4411-11 , 7-0.8 6.8.14 5-3 9 5-0.2 5.0.2 4.8 3 4-8 3 8-8 2 m 4)0 d a5 o.90 12 3.04 12 4.33112 5x6 = 4x8 = 4x4 = 5x6 _ 4x6 5 23 6 24 7 19 18 1725 • 26 16 15 27 28 14 13 12 6x6 = 54 WS = 3x4 = 3x8 = 5x6 WB 5x5 = 3x4 = 5x6 WB = Scale=1:81.9 US = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC201O/TPI2OO7 CSI. TC 0.68 BC 0.77 WB 0.87 (Matrix-S) DEFL. in (loc) I/dell Ud Vert(LL) -0.31 14-16 >999 240 Vert(TL) -0.75 14-16 >612 180 Horz(TL) 0.18 12 n/a n/a PLATES GRIP MT20 2441190 Weight: 245 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5,5-7; 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 6-14, 8-12 WEBS 2x4 SP No.3 *Except* 2 Rows at 1/3 pts 2-19 1-19: 2x6 SP No.2 MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 12=2950/0-10-9, 19=2026/0-8-0, 11=-54/0-8-13 Max Horz 19=-318(LC 6) Max Uplift 12=1315(LC 8), 19=-912(LC 8), 11=-223(LC 17) Max Grav 12=2950(LC 1), 19=2026(LC 1), 11=62(LC 7) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except wheni shown. TOP CHORD 1-2=-330/221, 2-3=-3453/1655, 3-4=-3377/1672, 4-5=-3281/1637, 5-23=-3254/1639, 6-23=-3254/1639, 6-24=-2217/1189, 7-24=-2216/1191, 7-8=-2437/1223, 8-9=-309/1155, 9-10=-335/1031, 10-11=-573/1198, 1-19=-353/230 BOT CHORD 18-19=-1305/3127, 17-18=-1297/3274, 17-25=-1297/3274, 25-26=-1297/3274, 16-26=-1297/3274, 15-16=-1205/3061, 15-27=-1205/3061, 27-28=-1205/3061, 1 1 1 1 � 1 Il f a , 0 ,QV N VF WEBS 2-1 880/34754-16=-101/ 18, 6-81/6= 40/42101, 6-145811501, 363/647,17-14 216 511, •' �� ��i 8-14=-293/1036, 8-12=-3359/1461, 10-12=-588/379, 2-19=-3304/1485 %% 0P.••' TES- 1) Unbalanced roof live loads have been considered for this design. - :� N 68182 o •� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1Oft; B=45ft; L=45ft; eave=5ft; Cat. II; * : * - Exp D; Encl., 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) Provide adequate drainage to prevent water ponding. ' �� : 4) Plates checked for a plus or minus 0 degree rotation about its center. T . F Z �� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas 3-6-0 tail by 2-0-0 jO T �j • Q •• \�`� where a rectangle wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. .. . • `G � � 7) Providemechanicalconnection (by others) of truss to bearing plate capable of withstanding 1315 lb uplift at joint 12, 912 lb uplift at joint 1: ���/'S 0 N A1- and 223 lb joint 11 �\A plift ��� fit 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y.' gypsum sheetrack be aDDlied directly to the bottom chord. FL Cert. 6634 October 6,2014 ®WARNIP23-Yerifr design pa...emn and RFAD MUSGN VUSAW IMIUDED MITEKREFERE,MWPAGEM114473 car. 1/22/2014FEFOUtM Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslblllity of the Additional bracing MiTek' erector. permanent of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. - li SayPine7SP� lumber isspecified, the design vat ues are thase effective 06/01/2013 byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565878 27617 A06 Hip 1 1 Job Beference (optional) East Coast Truss, Fort Pierce, FL. 34946 0 4x r; r.a3u s uul 11 zu14 Mi I ex nlaustnes, Ina. man Oct uo 4;35;2 2014 Faye i ID:euuUAcONzaUBwuCUwLZy_NyWAp8-7X3OzGA38Nm09eAbSHpBvIDiaLkPvt1 P2sGhByW726 21-3.12 1 0. OE 7-5.13 7-2-5 4-9.13 0 - 0.8-1 4-11-11 5E-14 5E-14 2•a-3 3.7.8 1-3-1 0.90 12 Scale = 1:82.2 3.04 112 545 _ 6x6 = 5x8 = 4.33 112 27 26 "' 24 23 — 17 16 "' " 12 US I I 5x8 = 5x6 VVB = 6x8 = 3x4 = 3x4 = 2x4 I I 5x6 VJB = 6x8 = US I I 3x6 2x4 II 4x8 M18SHS 11 5x8 = 4x8 M18SHS II 3x4 = 22-0-12 41-7-11 44-5-14 0-0r2 7-5-13 14E-2 20-0-12 2,1-3-12 27-0-7 34.11E , 40-4-10_ 40-10,8 44-5-10 0 2 7-5-12 7-2.5 5.4-9 1.3-1 4.11-11 7.10-15 5.5-0 0. 3 2-10-0 -3 Plate Offsets (X,Y)-- [6:0-5-4,0-2-12], [8:0-4-0,Edge], [15:0-2-13,0-0-4], [18:0-&12,0-2-8], [19:0-4-0,0-0-0], [21:0-4-0,0-0-8], [22:0-2-8,Edge], 123:Edge,0-1-8]. [25:0-3-0,0-0-8], I26:0-2-8.0-1-81 I LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.34 20-21 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -0.67 14-16 >715 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.94 HOrz(TL) 0.21 13 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-S) Weight: 299 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-4,1-3: 2x4 SP No.2, 8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 `Except" WEBS 1 Row at midpt 9-14. 1-26, 14-18, 22-26 18-22: 2x4 SP No.1 MTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 'Except* be installed during truss erection, in accordance with Stabilizer 9-14,1-26,14-18: 2x4 SP No.2, 1-27: 2x6 SP No.2 Installation guide. OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-3-8 except Qt=length) 27=0-8-0, 12=1-6-9, 10=0-8-13. (lb) - Max Horz 27=358(1-C 6) Max Uplift All uplift 100 lb or less at joint(s) except 27=-984(LC 8), 12=1268(LC 8), 10=-299(LC 17), 13=-101(LC 8) Max Grav All reactions 250 lb or less at joint(s) 10. 11 except 27=2186(LC 1). 12=2468(LC 1), 13=415(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3361/1575, 2-3=-4174/1947, 3-4=-4088/1976, 4-5=-3999/1986, 5-31=-4048/1991, 31-32=-4048/1991, 6-32=-4048/1991, 6-7=-3905/1857, 7-8=-2875/1413, 8-9=-3094/1384, 9-10=-486/1155, 1-27=-2114/999 BOT CHORD 26-27=-198/368, 25-26=-226/645, 24-25=226/645, 23-24=-197/547, 21-22=-1393/3562, 20-21=-1590/4109, 19-20=-1345/3605, 18-19=-1162/3142, 16-17=-183/464, 15-16=-215/539, 14-15=-215/539, 13-14=-987/470, 12-13=-987/470, 11-12=-987/470, 10- 11 =-987/470 WEBS 2-26=-1207/625, 2-22=-227/770, 22-24=0/256, 4-22=-50/383, 5-22=-492/85, 16-18=01264, 6-18=-120/401, 7-18=-81/582, 7-14=-1222/627, 9-14=-1612/3877, 9-12=-2860/1374. 1-26=-1367/3184, 5-20=-335/172, 14-18=-1184/2838, 22-26=-1101/2637, 6-20=-256/776 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1Oft; B=45ft; L=44ft; eave=5ft; Cat. It;;; Exp D; Encl., 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 3. 6) Plate(s) at joint(s) 3 checked for a plus or minus 5 degree rotation about its center. 7) Plate(s) at joint(s) 4, 5, 6, 8, 27, 25, 23, 21, 19, 17, 15, 2, 26, 22, 24, 16, 18, 7, 14, 9, 12, 1, 20 and 10 checked for a plus or minus 0 degree rotation about its center. ,,•�``QV I N VF Nc 68182 .0 T F :• li/ 4(1 111111111 FL Cert. 6634 October 6,2014 �ettitusd Aii;pdag�Z paramesers and aFAO dA7ESCN nlrS,iHD ltXJ.UDEO Mf7EKREfEREMFFYIGE M;r-7473 rea Ifd9/2oISaLFOAEIJSE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding WOWerector. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inlormatlon va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. IfSauthemPine(5Plumberisspecified,thedesignualvesarethoseeffective05 Q1/2013byALSC 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qly Ply 272617 Shoreline Antetomasso T6565878 �Job 27617 A06 Hip 1 1 Reference act oal East Coast Truss, Fort Pierce, FL. 34945 7.530 s Jul 112014 MITeR Industries, Inc. Mon Oct 06 14:33:27 2014 Page Z ID:euuUAcONzaUBwuCUwLZy_NyWApB-7X3OzGA36rVm09eAbSHpBvtDleLkPvt1 P2sGhByW726 NOTES- 9) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 984 lb uplift at joint 27, 1268 lb uplift at joint 12, 299 lb uplift at joint 10 and 101 lb uplift at joint 13. 11) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chard. AWAR,vrP,•verify desgn parama0en a ad AE40MWGMTHYACID 1=11DED Mr7EKAEFEREKE PAGE Mll- 7473 mr. lIZ912014LUO LSE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component., Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormatlon va able from Jruss Plq)e Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 1lSuuthemPne�SP lumber isspectfied,the desranvalues are thursl efectire06/OIZ2013byAtSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565879 27617 A07 HIP 1 1 b Reference o do a East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Mon Oct 06 14:33:28 2014 Page 1 I D: euu UAcONza U BwuC UwLZy_Ny WAp8-TkdOAcB iv3dcOJ D M9Ao2j6QXg2i98 N IBdicgEdy W 725 5.6.6 10-9-4 18.0-1 20.1-7 24-0.2 30.4.4 3&8.6 43-9-5 5-6.6 5.2.14 5-2-14 4-1-8 3-10-11 6-4-2 6-12 7.0.15 4x4 0.90 12 3.04 F12 6x6 - 4x8 = 6x6 = 4.33112 2x4 II 5 6 247 19 18 1r Zb Za lb 21 1b 28 14 13 12 Scale = 1:79.8 US — 4x6 = 3x4 = 5x6 WB = 3x4 = 3x8 M18SHS = 3x4 = 4x10 3x8 = 0- 2 10.9-4 20-1-7 -9-2 35-4- 3 43.9.2 43- -5 0- 2 10-9-2 9-4-4 7-7-11 7-7-11 8-4-4 043 Plate Offsets (X,Y)— f11:0-5-0.0-2-11 fl9:0-2-0 0-3-01 LOADING (psf) SPACING- 2-0-0 cSl, DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.40 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.82 Vert(TL) -0.82 16-18 >638 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr. . YES WB 0.84 Horz(TL) 0.29 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 273 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-18, 2-19 1-19: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS. (lb/size) 19=2374/0-8-0, 11=2382/0-8-13 Max Horz 19=-413(LC 6) Max Uplift 19=-1069(LC 8), 11=1064(LC 8) Max Grav 19=2374(LC 1). 11=2406(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-257/181, 2-3=-3699/1767, 3-4=-3594/1779, 4-5=-3703/1881, 5-6=-3631/1861, 6-24=-3605/1862, 7-24=-3605/1862, 7-8=-4491/2208, 8-9=-5535/2616, 9-10=-5608/2591, 10-11=-5849/264.1, 1-19=-290/189 BOT CHORD 18-19=-1073/2658, 17-18=-1348/3514, 17-25=-1348/3514, 25-26=-1348/3514, 16-26=-1348/3514, 16-27=-1373/3595, 15-27=-1373/3595, 15-28=-1373/3595, 14-28=-1373/3595, 13-14=-1903/4562, 12-13=-1903/4562, 11-12=-2371/5406 1111111!! WEBS 510-12„5 7-14=536/1237, 8-14=-1021/58858'182=3392/87415/227, 5/367, 2-19'3209/1470 ,%%,,`,QV <�� NOTES• .......... • 'E N S��i �• �••�• 1) Unbalanced roof live loads have been considered for this design. �� . 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1Oft: B=45ft; L=44ft; eave=5ft; Cat. 11; N( 68182 Exp D; Encl., 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) Provide adequate drainage to prevent water ponding. 4) All MT20 plates are plates unless otherwise indicated. 5) The '.� T F W solid section of the plate is required to be placed over the splice line at joint(s) 9, 17. 6) Plate(s) at joint(s) 3, 5, 6, 7, 18, 2, 4, 16, 14, 8, 12, 10, 19, 1, 11, 13 and 15 checked for a plus or minus 0 degree rotation about its i0 . � center. Plate(s) at joint(s) 9 and 17 checked for a plus or minus 4 degree rotation about its center. has been for bottom chord live load loads. `7) i . .• Ghis ��,) �,, 6#1 truss has been deigned 9) TThisruss signed foaa �vePoad of 20.Opsf on the bottom chord nsf ent with any other all areas where rectangie 3-6-0 tall by 2-0-0 N AL alive wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1069 lb uplift at joint 19 and 1064 lb uplift atjoint FL Cert. truss 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/:" gypsum 6634 sheetrock be applied directly to the bottom chord. October 6,2014 AWARNIM •Venfr design 2anmat....d Arta AV7ESGN77iTSAM ]NaL'DED MITEKRFfEREAGFPAGE Arll-M23 ma 1129/201Q&TGAFEW Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng construction is the responsibillity of the erector. Additional bracing the is the the i�iTek' permanent of overall structure responsibility of building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. S lety Intorma Ton vas able from Truss Plate Institute, 781 N. Lee Street, Suite 312, AI xandria, VA 2314 I Southcrrr9"ine�SP lumberisspecified,thedesignvaluesarethoseefectiile06 01/1013byAtSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565880 27617 A08 ROOF SPECIAL 1 1 job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Mon Oct 06 14:33:30 2014 Page 1 ID:euuUAcONzaUBwuCUwLZy_NyWApB-P6k9bHDyRgtKFdMIGbgWpXVgdrM1cG U505wIWyW723 31.0-2 s - 4-10.2 7.6.14 7-0-14 7.6-14 3-0-8 0-0- 4 7-1-13 7-1-13 7.10.10 Scale = 1:99.9 0.90 12 23 22 21 20 46 2x4 II 4x6 = 48 11 7x8 = 3.04 F12 ENS = US = 4.33 112 19 32 33 18 17 16 15 08 = 46 = 44 = 4x4 = 4x6 = 14 13 44 = 6x6 12 2x4 II I�} 11 d US M18SHS 10-10.15 31.0-2 0-11.14 4-10-2 7.5.1 9.3.12 18.5.4 27.5-12 30.11-0 r 38-1-15 45-3-11 53.2.2 _ 53.2-5 0- 1.1 3-10-0 24i•15 •10-11 1.7-3 7-e-5 a.1-8 3-0-8 0-0- 4 7-1-13 7-1-13 7.10-6 0- -3 LOADING (psf) SPACING- 2-0-0 CSL DEFL, in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.35 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.92 Vert(TL) -0.68 14-15 >742 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 HOrz(TL) 0.14 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 356 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-2: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 SP No.2 WEBS 1 Row at midpt 3-19, 8-15, 10-14 WEBS 2x4 SP No.3 'Except' MiTek recommends that Stabilizers and required cross bracing 3-19: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer WEDGE Installation qI e Left: 2x4 SP No.3 REACTIONS. All bearings 3-9-6 except (jt=length) 1=0-8-2, 11=0-8-13, 22=0-3-8. (lb) - Max Horz 1=358(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 1, 22 except 21=-1626(LC 8), 11=-971(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 22 except 21=3549(LC 1), 21=3549(LC 1), 11=2205(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=136/322, 1-2=-118/471, 2-3=-566/1571, 3-4=-1932/946, 4-5=-1813/965, 5-6=2830/1461, 6-7=-2686/1482, 7-8=-2936/1502, 8-9=-4153/1978, 9-10=-4239/1955, 10-11=-5360/2404 BOT CHORD 1-1=-370/176, 1-23=-519/191, 22-23=-529/194, 21-22=-529/194, 20-21=-1345/724, 19-20=-13451724, 19-32=-770/2142, 32-33=-770/2142, 18-33=-770/2142, 17-18=-770/2142, 16-17=-904/2655, 15-16=-904/2655, 14-15=-1551/3869, 13-14=-2139/4972, 12-13=-2139/4972, 11-12=-2139/4972 WEBS 2-21=-1130/555, 3-21=-3012/1444, 3-19=-1438/3441, 5-19=-1404/724, 5-17=-168/814, 7-15=-378/838,8-15=-1657/808,8-14=-196/656,10-14=-1221/629,10-12=0/283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; 8=45ft; L=53ft; eave=6ft; Cat. II; Exp D; Encl., GCpl=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) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 22 except at=lb) 21=1626, 11=971, 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1%" gypsum sheetrock be applied directly to the bottom chord. ,�♦����00I N' �VFlo s + *� Nc 68182 '.1: T F :4ell �j S1'' .•• �' FL Cert. 6634 October 6,2014 ®WAAMN3 •Verify desh)n parame Wrs and READ M107ES GN THiSAttD lJk1UDE0 MITFKRErEREhCEPAGE Mff•M)31aa I/d9/IOtQaffOaEUSE I Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the WOW Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8? and SCSI Building Component ,a 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1i5outhern Pine�SP� lumber is specified, the design values are those effective 06) 01/1013 byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565881 27617 A09 ROOF SPECIAL 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL, 34946 7.53U S JUT 11 ZU14 MI I eK Inausmes, mc. Man uct uo 14:J3:-31 20i4 Page 1 I D: euuUAcONzaUBwuCUwLZy_NyWApB4llXodDaC_7BtnxxglMILl2xfFj WLIXdJggUgyyW722 i 4-6-3 8-4-9 15-1-9 21.10.9 28-7-9 36-3-12 4 711-14 52-4-13 4-6.3 3.10-5 6.9.0 6-9 0 6-9-0 7-8 2 .8 2 8-4-15 Scale: 1/8"=l' 3.04 F12 4x4 6x6 � 4.3311L 20 19 18 29 17 30 18 15 31 14 13 12 4x8 = 4x8 M18SHS = 4x4 = 7x6 NB = 4x8 — 6x6 4x4 = 4x8 M18SHS = 2x4 I I 6x12 I I 4x8 = I� 11 6x8 M18SHS LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.87 , BC 0.84 WE 0.77 (Matrix-S) DEFL. in (loc) I/defl Ud Vert(LL) 0.55 14-16 >999 240 Vert(TL) -1.05 16-18 >595 180 Horz(TL) 0.29 11 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 350 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-3: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 SP SS 'Except' WEBS 1 Row at midpt 6-16, 7-16, 8-16, 10-14 15-17: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=2937/0-8-2, 11=2789/0-8-13 Max Horz 1=400(LC 7) Max Uplift l=-1321(LC 8). 11=-1252(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 =-1 568/669, 1-2=-5118/2360, 2-3=-5448/2501, 3-4=-5344/2530, 4-5=-5635/2701, 5-6=-5529/2715, 6-7=-4428/2224, 7-8=-4575/2247, 8-9=-5745/2729, 9-10=-5857/2701, 10-11=-7067/3197 BOT CHORD 1 -1 =-751/1844, 1-20=-1997/4516. 19-20=-2343/5580, 18-19=-2343/5580, r,vl 15-16= 2233/5404, 15-31=-2233/5404, 14-311=-2233/5404, 13-14=-2876/6588, N ���I♦ 12-13=-2876/6588,11-12=-2876/6588 1,��00I ♦I WEBS ,4. OS^ ..........L� ••�'`C S�•••�,,,0 E N=- 6-16=-1328/6772, 7-106—907//1939, B-161112675/821 8 143/ 198/678, 10 14 362/687, ��,, 10-12=0/321 N( * 68182 • * r NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; 8=45ft; L=52ft; Cat, 11; v '0 • gust) eave=6ft; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ®� �• T • +` 0 F �!/ plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. ��Q •' ♦♦ , Q Q;•� ����� 4) The solid section of the plate is required to be placed over the splice line at joint(s) 15. 5) Plate(s) at joint(s) 3, 5, 7, 9, 19, 20, 2, 4, 18, 6, 16, 8, 14, 10, 12, 1, 1, 11, 13 and 17 checked fora plus or minus 0 degree rotation about ♦ •• ♦♦I SlS • • • • • •�\ �` its center. ��� N A, �,��� 6) Plate(s) at joint(s) 15 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. FL Celt. 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=1321, October 6,2014 11=1252. a,WARNIM, •Vedfrdiuv apar unnM,, and READ ha7F..R0P7'TKYAM INCLUDED MITEKRE'FEREACE PAGE Mrf-M73 ,ex s/d9jznrQSEFOHEIISF. Design valid for use only with MT connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability dudng construction Is the responsiblllity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gvPrble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA zz2314 tf 5au ern 1r1e SP lumber isspecilied, the desif n vakws art thus , effectisrs 116AI1 1013 bvALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565881 27617 A09 ROOF SPECIAL 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34945 1.04V 5 JUI 11 LU14 MI I eK InaUnnU4, Inc. MOn V" VO 14 —41 N 14 1 UU 4 ID:euuUAcONzaUBwuCUwLZy_NyWApB41IXodDaC7BtnxxglMILl2xfFjWLIXdJggUgyyW722 NOTES- 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. ®WARNrI'A -Vcrifp desgn yarn -M— aad REM h07E5aN 7Nr9AM MaUDEO MITEKREFEREKEPAGE Mrr-7473 m-K I/29120I,F81TO EM Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd: Safety Information vogqo�ble from]russ Plate Institute, 781 N. Lee SfreeI Suite 312, Alexandria, VA gg2314. !IfSouthern 1ne7SP)lumber Isspetified,thedesign values are those effective06,r01/2013byALSC Tampa. FL 33610.4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565882 27617 A10 HIP 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 r.osu s uw ii 2ui4 Mi i ex mausmes, Inc. Mun O i uo 4:33:32 20 m raga , ID:euuUAcONzaUBwuCUwLZy_NyWApB-LVsvOzECzH72VwW700t uyb9afOL4BsnYKa1NOyW721 6-5-12 12.3.6 17-6.8 , 22-9-5 30.1-10 37-0-3 43.1412 , 51-e-2 8� 5-10 5.9.12 5.2-15 5-2.15 7-48 6-10-9 B-10.9 7-7-6 3.04 12 6x6 = 2x4 II 6x8 = 4.33 L12 19 18 17 28 16 29 15 30 14 31 13 12 11 410 = 7x8 WB = 8x8 I I 44 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x6 SP No.2 *Except* 1-3: 2x4 SP 285OF 1.8E BOT CHORD 2x6 SP No.2 *Except* 1-18,10-12: 2x6 SP SS WEBS 2x4'SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=2888/0-8-2, 10=2740/0-8-13 Max Horz 1=-378(LC 6) Max Uplift 1=-1299(LC 8), 10=-1230(LC 8) Scale = 1:90.6 — 7x8 WB = 4x4 = 7x8 WB = 4x4 = 7x6 WB = 4x4 = 5x12 4x8 26-0-. 1 3 3-9 42-6-7 5 -5-15 5 ; 8-8-8 8-2-148-11-8 0- £ 0-0-71 I16:0-4-0 0-0-31 I CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.67 Vert(LL) 0.5413-15 >999 240 MT20 244/190 BC 0.99 Vert(TL) -1.0013-15 >614 180 WB 0.83 Horz(TL) 0.28 10 n/a n/a (Matrix-S) Weight: 346 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-15, 6-15 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=1993/851, 1-2=-5358/2461, 2-3=-5069/2371, 3-4=-5016/2424, 4-5=-5022/2523, 5-6=-4452/2264, 6-7=-5423/2650, 7-8=-6610/3138, 8-9=-6710/3106, 9-10=-6973/3169 BOT CHORD 1-1=-775/1947, 1-19=-2114/4906, 18-19=-1918/4638, 17-18=-1918/4638, 17-28=-1723/4425,16-28=-1723/4425,16-29=-1723/4425,15-29=-1723/4425, ����1111111��/�� 15-30=-1716/4404,14-30=-1716/4404,14-31=-1716/4404,13-31=-1716/4404, WEBS 2--219=-319 267431 7=-83/445, 4417 �482 316 5-87=/362//799, 5-15=-235/389, �.PQ .IN N"VF 6-15=-218/418, 6-13=-596/1377, 7-13=-1106/641, 7-11=-476/1065, 9-11=-635/418 ,� ,� .��G E NS+�.• i i NOTES- N 68182 1) Unbalanced roof live loads have been considered for this design. * ; 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=52ft; eave=6ft; Cat. 11; ; Exp D; Encl., 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 : -0 3) Provide adequate drainage to prevent water ponding. i -13 '. T 0 F • 4) The solid section of the plate is required to be placed over the splice line at joint(s) 18. %O ' 5) Plate(s) at joint(s) 3, 5, 6, 8, 19, 2, 17, 4, 15, 13, 7, 11, 9, 1, 1, 10, 12, 14 and 16 checked for a plus or minus 0 degree rotation about its i� Q Q;•� \_,,� center. 4# 6) Plate(s) at joint(s) 18 checked for a plus or minus 2 degree rotation about its center. ��I sS • �` �` 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��I N A, 1�0%% 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=1299, 10=1230. FL Cert. 6634 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum October 6,2014 sheetrock be applied directly to the bottom chord. ®WARNIAG Nedtr detr.]n parameW. rod NERD 1,07ESCN71ASAW MaUDED METEKREFEREM7 PAGE Nrr-74.73 rea IfT.9/P.OldllffONEUSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informs Ion vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. It South a rn �ine�SP� lumber is specified, the design values are those effective 46)01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565683 27617 All HIP 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Mon Oct 06 14:33:33 2014 Page 1 ID:euuUAcONzaU BwuCUwtZy_NyWAp8-phQHDJ FgjbFv645KxjODQA7LT3ODpfbwn_JbvgyW720 6-3-11 15-11-8 1 -2- 24-4-12 31-7-5 37-8-10 43-9-15 50.8-1 6-3.11 9.7-13 1-2.1 7-2-8 6-1-5 B-1-5 8-10-2 Scale = 1:92.8 4.94 12 74 = 04 = 46 6X _ 29 4 5 30 6 4.33 12 1 414 i 2x4 // 7x8 WB = 4A = 7x8 WB = y -4x4 = 5xl2 48 = 4x6 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress [nor YES BCDL 10.0 Code FBC2010ITP12007 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP N0.2 *Except* 1-18,10-12: 2x6 SP SS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-1-6 4x4 = 7x8 = REACTIONS. (lb/size) 1=2724/0-8-2, 10=2714/0-8-13 Max Horz 1=-371(LC 6) Max Uplift 1=-1215(LC 8), 10=-1218(LC 8) 7x6 WB = CSI. DEFL. in ([cc) I/defl Ud PLATES GRIP TC 0.53 Vert(LL) 0.5013-16 >999 240 MT20 244/190 BC 0.89 Vert(TL)-1.0113-16 >592 180 WB 0.80 Horz(TL) 0.29 10 n/a n/a (Matrix-S) Weight: 343 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-13, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5557/2490, 2-3=-5198/2493, 3-29=-4717/2350, 4-29=-4721/2350, 4-5=-4721/2359, 5-30=-4721/2359, 6-30=-4721/2359, 6-7=-5090/2433, 7-8=-6293/2927, 8-9=-6384/2905, 9-10=-6953/3188 BOT CHORD 1 -1 =-2124/5188, 1-19=-2124/5188, 18-19=-2215/5269, 17-18=-2215/5269, 17-31=-1720/4375, 31-32=-1720/4375, 16-32=-1720/4375, 15-16=-2006/4968, 15-33=-2006/4968, 33-34=-2006/4968, 14-34=-2006/4968, 13-14=-2006/4968, WEBS 2 173-667/449638 7'-347/822 3/ 16 8273/961, 4-96/6742/339, 4-13=-666/198, ,>,% AJ I N �/F 6-13=-470/1120, 7-13=-12341661, 7-11=-213/626, 9-11=-739/465 �--�P•• C•E iV 4F." ,'. �'� SF•. ,1i NOTES- `�� 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1Oft; B=45ft; L=51ft; eave=6ft; Cat. 11; N( *4-.T 68182 Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. fl 4) The solid section ofthe plate is requiredto be placed overthe splice line atjoints) 12. ''..'A 0 F5) Plate(s) atjoint(s) 3, 5, 6, 8, 1, 1, 1, 18, 17, 2, 16, 4,13, 7, 11, 9, 10,14,15 and 19 checkedfora plus orminus 0 degree rotation about � 0 .0Q P,.'�6) its center. Plate(s) at joint(s) 12 checked for a plus or minus 2 degree rotation about its center. This I .. `C" 1�7) truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.8)' �` 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 A, fit between the bottom chord and any other members, with BCDL = I O.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=1215, ,D truss 10) Thhisisttruss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and Y" gypsum F FL Cert. 6634 sheetrock be applied directly to the bottom chord. October 6,2014 ®WARNRZ7-Veflt7 design pa — ma sad Rb10 W7E5GN71liT9AM) MaUDED MITEKREEEREACEPAGE M11.7473 mr. 11Z9120ldDEF0MVV Design valid for use only with fv47ek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslblllity of the Welk' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Irtlormatlon qv gable from Truss Plate Institute, 781 N. Lee Street, Suite 312, AI xondrla, VA 22._2314 Tampa, FL 33610.4115 IfSauttlemFKtne 5� lumber4Spetiifie rthedesignvallsresatethosea ezxiiiO6)a1/4013byALSC Job Truss Truss Type City Ply 272617 Shoreline Antetomasso T6565884 27617 Al2 Roof Special 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Mon Oct 06 14:33:34 2014 4x10 = Bx8 I 7-6-15 6-11-3 6-1-5 ' 2-10.11 ' 9-3-15 5.4-1 1-2-7 4.2.0 6-0-14 4x4 = . 4.33 112 6x6 = 48 = 74 = 19 18 28 29 17 16 30 31 15 14 32 33 13 12 7x6 WB = 4x4 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP 285OF 1.8E *Except* 4-6,6-7: 2x6 SP No.2, 9-11: 2x4 SP No.1 SOT CHORD 2x6 SP No.2 'Except* 1-18,11-13: 2x6 SP SS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=2803/0-8-0, 11=2652/0-8-13 Max Horz 1=-339(LC 6) Max Uplift l=-1261(LC 8), 11=-1193(LC 8) Max Grav 1=2803(LC 13), 11=2663(LC 14) 4x4 = 6x8 = 44 = 48 = Bx8 WB = 6x8 WB = Scale = 1:87.9 4x10 = CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TC 0.79 Vert(LL) 0.62 14 >962 240 MT20 244/190 BC 0.94 Vert(TL) -1.17 16-19 >510 180 WB 0.72 Horz(TL) 0.29 11 n/a n/a (Matrix-S) I Weight: 298 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-14, 7-12 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation gu' e FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1910/783, 1-2=-5215/2395, 2-3=-4822/2248, 3.4=-4741/2284, 4-26=-5163/2519, 5-26=-5166/2518, 5-6=-5125/2494, 6-27=5125/2497, 7-27=-5125/2498, 7-8=-6444/3078, 8-9=-6276/2917, 9-1 0=-6387/291 1, 10-11 =-6923/3163 BOTCHORD 1-1=748/1921, 1-19=-2033/4853, 18-19=1704/4268, 18-28=-1704/4268, 28-29=-1704/4268, IN 17-29=-1704/4268, 16-17=-1704/4268, 16-30=-2268/5480, ,%0, QU 30-31=-2268/5480, 15-31=-2268/5480, 14-15=-2268/5480, 14-32=-1987/4875, /6472 `%% Qp`..........�� NS�•• ,�i WEBS 2193-493/373841975, 3 12/4 9,4-t1865t522/1454,581/68864/43775, ?514737 6/291,,�••�'`G 7-14=-154/773, 7-12=-728/1618, 8-12=-529/357, 10-12=-618/389 * :' N( 68182 ••:� NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=50ft; eave=6ft; Cat. II; ; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 �• T F plate grip DOL=1.60 3) drainage to-0 �i� �• Q:•• Provide adequate to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 6, 15. Q ����� 5) Plate(s)center. at joint(s) 3, 4, 7, 9, 18, 19, 2, 16, 5, 14, 8, 12, 10, 1, 1, 11, 13 and 17 checked for a plus or minus 0 degree rotation about its ,�IostS• •.N AL 0 6) Plate(s) at joint(s) 6 checked for a plus or minus 4 degree rotation about its center. 7) Plate(s) at joint(s) 15 checked for a plus or minus 2 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • 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 FL Cert. 6634 Tit between the bottom chord and any other members, with BCDL = 10.Opsf. October 6,2014 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) ® WARKAU•Vvifrdesi.7a paamaw And READ f47F5G1AR4r9AND 7AUEMED MITEKR£F'ER£ACFFADEMrr-7473wa517.4/2014497W...'Mr- Design valid for use only with Ml ek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown q is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the iVliTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate In titute, 781 N. Lee Street Suite 312. Alexandria, VA 2314. Tampa, FL 33610.4115 If South ern Pine�fiP� lumber isspestfie, the design values are those effective 46�01/2013 byALSC Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565884 27617 Al2 Roof Special 1 1 Job Re a ence o tional East Coast TrUse, Fon Pierce, FL. 34945 r.ubu s Jul 11 ZU14 MI I eK muu5{nas, mu. men uut ue i%—ou LV 14 rays 4 ID:euuUAcONzaUewuCUW LZy__NyWApB-m4Y2e?HSFC WdMOFi38QhWbDdps3sHalDElohzjyW72_ NOTES- 11) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. WARNIAG-VerifrdesiW'purameeers and READ AA7ESGNMISAW IMSUM MITEKRFFr.RF.M iMGEKr1.7473 ma I1791207dyFFC7R UM Design valid for use any with Wek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety InlormalIon gva able from russ Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 116outhernPine{Sp lumber is specified, the design values are rtltrseeBetctive46f01/2013byAt.SC MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565885 27617 A13 Hip 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 - 7.530 s Jul 112014 MITek Industries, Inc. Mon Oct 06 14:33:37 2014 Page 1 ID:euuUAcONzaUBwuCUwLZy_NyWApB-iSgo3hl Lngm LbiP5AZS9b01xCgm9lQcWiicHo1 cyW71y 6-6-15 11 -2 17-10-14 20-7-4 25-6-2 27-4-7 8-8-7 30.8-7 33-11.14 40-10-3 48.5.4 6-6.15 5-11.3 54.12 2-8-6 4-10-14 1-10-6 -3.15 2.0.0 3.3-8 6-104 7-7-i Scale = 1:87.2 4x4 = 7x6 = 2x4 I I 4x8 = 7x6 = 5 637: 7 8 38 9 27 26 25 24 23 1 22 16 15 14 13 2x4 II Sx8 — 3x4 = 4x6 = 2x4 II WO 5x8 WB = 5x8 WB = 4x10 = 5x5 = 7x10M18SHS = 7x6 = 48 = 5x8 WB = 4x8 M18SHS II 6x10 = 6xB M18SHS = 48 II 3X6 = 14-0 30-8-7 0.0 6-6-15 12-6-2 20-74 28.8.7 29-e•7 33-11-14 40-10-3 48-5-0 48-5.4 5-2-15 5.11.3 8.1.2 El'-2 -0-0 3-3-8 ItlIN 7.6-14 0-0-3 04-0 1-0.0 Plate Offsets (X,Y)— [1:0-2-8,0-1-13], [1:0-7-8,0-1-12], (5:0-3-0,0-2-9], [9:0-3-0,072-10], [10:0-3-0,Edge], [12:0-0-0,0-0-5], [12:0-0-5,Edge], [13:0-3-8,0-3-0], [14:0-2-14,0-0-4], r17:0-3-8.0-2-41 f18:0-4-0 0-0-01 1`20:0-3-8 Edge], f21.0-2-0 0-3-01 f22:Edoe 0-1-81 f23:0-2-8 0-1-81 f24:0-2-15 0-0-51 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. In (too) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.75 20 >773 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -1.41 22-23 >413 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.40 12 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 318 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied. 5-7,7-9: 2x6 SP No.2, 3-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP 285OF 1.8E *Except* WEBS 1 Row at midpt 5-21, 13-17, 20-23 20-22,16-18,14-16: 2x4 SP No.2, 24-26,12-14: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SNo.3 *Except* be installed during truss erection, in accordance with Stabilizer : 12x4 SP No.1 Installation guide. OTHERS 2xx44 SP No.3 S WEDGE Right: 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-6-0 REACTIONS. (lb/size) 1=2725/0-8-0, 12=2604/0-8-13 Max Horz 1=-292(LC 6) Max Uplift 1=-1225(LC 8), 12=-1171(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-31=-56/258, 1-1=-433/153, 2-3=-4709/2150, 3-4=-4625/2167, 4-5=-4692/2201, 5-37=-6315/2998, 6-37=-6315/2997, 6-7=-6291/2982, 7-8=-6291/2982, 8-38=-6752/3155, 9-38=-6748/3155, 9-10=-6297/2919, 10-11=-6400/2881, 11-12=-6334/2857 ,��� QUI N BOT CHORD 24 25Z-81895/3333 23-24/41391 3333, 22023 21195 600, 1 7720-216/1491/35374200, 6=-1806/4200, ,e�,�P•.......... 19-20=-2917/6905, 18-19=-2437/5929, 17-18=-2125/5202, �' Fes••• i 15-16=312/727, ��, 14-15=-368/854, 13-14=-368/854, 12-13=-2555/5875 N( 68182 • •• WEBS 4-25=-156/392, 5-21=-992/2416, 6-21=-620/364, 8-19=-463/201, 9-17=-257/710, 11-13=-618/364, 13-17=-2212/5079, 21-25=-347/1010, 8-21=-876/415, 9-19=-474/1302, 20-23=-1240/2772,11-17=-252/501 r NOTES- i A T F 44/ 1) Unbalanced roof live loads have been considered for this design. Q 4(/ 4 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.0psf; h=10ft; B=45ft; L=48ft; eave=6ft; Cat. Il; �i� �•'� Q P;•• � Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ��isS • • • �\ �, 3) Provide adequate drainage tprevent water 4) All plates are MT20 plats unless otherwiseindicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 7, 26. 6) Plate(s) at joint(s) 1, 1, 1, 1, 3, 5, 10, 22, 20, 18, 16, 14, 4, 27, 25, 21, 23, 6, 8, 19, 15, 11, 13, 17, 9, 24,12 and 12 checked for a plus or FL Cent. 6634� minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 7 checked for a plus or minus 4 degree rotation about its center. 0CtOb8f 6,2014 8) Plate(s) at joint(s) 26 checked for a plus or minus 3 degree rotation about its center. AINARMOr. ve,orde.signPasamemrs,cnaRFADW7ESGN71R9AND MaEMEDMI7EKREFFRF&CEFA6EMII.74nru&111.91201dBEFORE RM Continued anpage 2 Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the MiTek• erector. permanent of overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-8y and BCSI Building Component 6904 Parke East Blvd. Safety Informatlgn �vailable from Truss Plgte In titute, 781 N. Lee 551reeL Suite 312, Alexandria, VA�2314. ItSauthemprlle 5P lumbefisspecilie,thedesignvaluesaretheseeffective06 01/2013bvAL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565885 1 27517 A13 Hip 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 Mrrek Industries, Inc. Mon Oct 06 14:33:37 2014 Page 2 I D:euuUAcONzaU BwuCUwLZy_NyWApB-iSgo3hlLngmLbiP5AZS9bOlxCgm9lQcWiicHol cyW71 y NOTES- 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=1225, 12=1171. 12) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. ® INARNIM"i •Verify desgn paramenrs and READ h07ES ON VUSAND ItKU DED MITEKREEEREhMPACE MII-M73 ma I1D1201dWY0UWE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component.®�• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criferla, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety h"ormatlon vai obis om Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. li5outhemPine�SP loin erisspecilled,thedesignvaluesarethoseeffective; 01/"13byAL5C Tampa, FL 33610.4115 Job Truss Truss Type 0ty Ply 272617 Shoreline Antetomasso T6565886 27617 A14 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Man Oct 06 14:33:38 2014 Page 1 ID:euuUAcONzaUBwuCUwLZy_NyWApB-AfDAGOJzY7uCDs_HkG 07Dr8H431UxefwGlMZ2yW71x 5-0 15 10-0 7 18.8-0 22-4-15 28-11-14 35-1-12 4 L' 3 4-11.3 6-1-15 6.1-15 8.1-15 6.1-15 5-8-7 Scale = 1:81.6 US = 5.00 12 44 = 4x6 = 4x4 = 4x6 = 44 = 4 526 6 7 8 5x6 = 4.33119 19 18 17 16 15 14 13 12 4x8 = 6x8 M18SHS WB = 44 = Bx8 M18SHS WB = 44 = 48 = 2x4 I I 4x10 = 8x8 11 4x8 = 74 WB = 1-4-0 1-0-0 10.8-2 18-8-11 28-11J 35-1-12 40-10-3 i _ 47-3-3 47-r ! 9.2-2 8-2-8 8-2-9 8-2-9 5..8 7 6-5-D 0- -3 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.78 BC 0.99 WB 0.75 (Matrix-S) LUMBER - TOP CHORD 2x6 SP No.2 `Except* 1-3: 2x4 SP 285OF 1.8E, 9-11: 2x4 SP No.1 BOT CHORD 2x6 SP SS `Except` 13-16: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 11=2525/0-8-13, 1=2676/0-8-0 Max Harz 1=-246(LC 6) Max Uplift 11=-1136(LC 8), 1=-1203(LC 8) DEFL. in (loc) I/defl Ud Vert(LL) 0.7215-17 >790 240 Vert(TL)-1.3215-17 >429 180 Horz(TL) 0.30 11 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 291 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-19, 8-14 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1628/689, 1-2=-4810/2226, 2-3=-4657/2152, 3-4=-4228/2045, 4-26=-6390/3007, 5-26=-6390/3007, 5-6=-6390/3007, 6-7=-6683/3137, 7-8=-6683/3137, 8-9=-5242/2509, 9-10=-5707/2629, 10-11=-6621/3000 BOT CHORD 1-1=-697/1606 1-19=-1887/4278 18-19=-2584/6070 17-18=-2584/6070 12-13=-2714/68179, 11-12=2714/61879 14-15=-2800/6550, 13-14=-2714/6179, ��,QI N WEBS 2-19=-150/273, 3-19=-490/1215, 4-19=-2329/1035, 4-17=-248/778, 6-17=-676/334, 6-15=-308/147, 8-15=-48/406, 8-14=-17721738, 9-14=-592/1437, 10-14=-1052/546�.•�\G ..........v `�� 0P 4, - i� E N S�•. �ji NOTES- 1) Unbalanced roof live loads have been considered for this design. N Z 68182 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 : ' DOL=1.60 plate grip 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. i •. T 1 0 F �C/,� 5) The solid section of the plate Is required to be placed over the splice line at joints) 5, 13. i� 1 Q P:•� �� �� 6) at joint(s) 3, 9, 11, 18, 19, 2, 4, 17, 6, 15, 8, 14, 10, 12, 1, 1, 7 and 16 checked for a plus or minus 0 degree rotation about its I�', S1s• �. `� `�� centers) �/ N A E 7) Plate(s) at joints) 5 checked for a plus or minus 4 degree rotation about its center. 0%, � 8) Plate(s) at joint(s) 13 checked for a plus or minus 2 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. FL Celt. 6634 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) October 6,2014 11=1136, 1=1203. [L6MRNIhG Verify drz.rr.,in Pararra.t!a!ry aaJ READ tA7ESGNRirSAtRl IfkllNJf..D MIT1iCRf.'rLREM.FFNGT.. Mr7.7473 n: x.1/d.912.0141VTO FMP,1E Design valid for use only with MfTek connectors. This design is based any upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the Welk'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Gluality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informailon 4voUable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. 1f 5 outhem Rine ISPi lumber is'specified, the desixr; values are these Offe ctive Ofi14171013 by ALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso _ T6565888 27617 A14 Roof Special 1 1 Job Reference (optional) tast coast I mss, tort rieree, M. M46 (.asu s dui t i zut4 mu eK mausmes, mc. mon uctuo w:aa:so zu m rage, ID: euuUAcONzaUBwuCUwLZy_NyWAp8-AfDAGOJzY7uCDs_HkG_O7Dr8H431UxefwGl MZ2yW71 x NOTES- 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1h" gypsum sheetrock be applied directly to the bottom chord. ®w-m--Verifydesi0npamr-M and NEAD A07ESMIMISAM IM211DEDMrTEKRETEREtCEPAGEMII•7423—I/39/2016MOREME Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the M iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality World, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saf¢ ty Ir1formatign va able from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA yy2314 IfJaut119rn Ine�SP Iumberisspecified,thedeMgnvaluesarethoseeffectiveO6JO1/1013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565687 27617 A15 Roof Special 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Mon Oct 06 14:33:39 2014 Page 1 ID:euuUAcONzaUBwuCUwLZy_NyWAp8-ernZUMKbJR03rlYTl VdgRNKnUSsDLIo9wmv5Uywlw 4-8-15 8-6• 15-5-8 2-4-14 29-4.4 38-3-1a 40-10.3 46-1-8 4-6-15 3-11-3 8-11.6 8-115 8-11� 6-11.8 5.00 12 5x6 = 4x6 = 5x6 4x4 = 4x8 = 7x8 I I 5x6 = 4x6 = Scale = 1:79.5 5x6 = 4.33 17 16 15 14 13 12 11 48 = 5x8 M18SHS = 44 = 5x8 M18SHS = 4x4 = 4x8 = 08 M18SHS = 010 = 1-4-0 H.01 8-6.2 17-9-5 27-0.7 36-3-10 -0 7-2-2 9.3-3 9-3-3 9-3-3 B•9-11 0- 3 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.73 TCDL 15.0 Lumber Increase 1.33 BC 0.81 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 BCDL 10.0 Code FBC2010iTP12007 (Matrix-S) LUMBER - TOP CHORD 2x6 SP No.2 'Except' 1-2: 2x4 SP 285OF 1.8E, 8-10: 2x4 SP No.2 BOT CHORD 2x6 SP SS WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 10=2461/0-8-13, 1=261310-8-0 Max Horz 1=-199(LC 6) Max Uplift 10=-1107(LC 8), 1=-1175(LC 8) DEFL. in (loc) I/defl L/d Vert(LL) 0.8513-15 >650 240 Vert(TL) -1.59 13-15 >348 180 Horz(TL) 0.31 10 n/a n/a d I� PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 270 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-11 2 Rows at 1/3 pts 3-17 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1799/641, 1-2=-4669/2104, 2-24=-4116/1987, 3-24=-4121/1987, 3-4=-7447/3432, 4-25=-7447/3432, 5-25=-7447/3432, 5-26=-7801/3599, 6-26=-7801/3599, 6-7=-7801/3599, 7-8=-5450/2556, 8-9=-5923/2690, 9-10=-6470/2972 BOT CHORD 1-1=-649/1528, 1-17=-1749/4170, 16-17=-3032/6981, 15-16=-3032/6981, 14-15=-3520/8046, 13-14=-3520/8046, 12-13=-3301/7576, 11-12=-3301/7576, 10-11=-2707/6054 WEBS 2-17=-4837-13=-76 4/8017- 11 2531/011/1548- 1= 611% 51867, 3, 9 11=-652/4127 5-13=-406/220, 111111/� N Vj�,<,�,,I %,,,0 ............ •Vg E ! NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1 Oft; B=45ft; L=46ft; eave=6ft; Cat. II;#Nb2 Exp D; Encl., 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) Provide adequate drainage to prevent water ponding.4) All plates are MT20 plates unless otherwise indicated. F6) 5) Plates checked for a plus or minus 0 degree rotation about its center. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.i7) •This 3-6-0 by 2-0-0 ♦fit truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle tall wide will between the bottom chord and any members.8) 00 •' other Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) plate ��10=1107,1=1175. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and''/d' gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634� October 6,2014 ®W9RNIN: •Vnritr de!.5,i1n panmz![s!rs and REAl+fA7ESGNTrIISatlO lFX1UDfANf7FKRFFF.RlMi FYiGE Mf7-M73 ma IJ24/2A1Q8FF6NEtP.SL Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and Is for an individual building component. rat of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the p'T WOW erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding 1 Ile1,• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S fety Information gvailoble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1�Southerll 1, Sp lumber isspecified, the designvaluesare t:hose�effectivet}fi10111013byALSC Tampa, FL 33610-4115 I A Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565888 27617 A16G - RQOF SPECIAL GIRDER 1 n G Job Reference (optional) cam wear , ivaa, run riewe, r!.. uvaMo ..y.. ID:euuUAcONzaUBwuCUw' y_ ;WA;-xBiCyIP_fbu3A4bpCy7GSvAT5lp6MUwgmVznrayW71p 7-0-0 1�•1.7 10.1.3 25.0_tb 31-0-10 37-2.1 + 40-10.3 45-3-1 M. 6-1-7 5-11-11 5-11-11 5-11-11 6-1-7 3-8-1 4-4-14 5.00 12 _ 5x8 410 = ex9 = 2x4 III 08 = Sx6 = 2x4 11 8x8 M18SHS =4.33 Scale = 1:77.5 19 44 45 18 17 46 47 48 16 49 50 15 14 51 52 53 54 13 12 55 56 11 57 6x6 = 4x6 48 M18SHS = 48 = 2x4 II 4x10 = 2x4 II 48 = 7x8 II 2x4 I US M18SHS = 74 VNB = 1-0-0 1-0-0 7-0-0 13-1-7 19-1-3 26-0-14 31-0-10 37-2-1 40-11.1 46.2-10 45- -1 -0-0 5-8-0 6-t-7 5-11-11 6.11.11 6-11-11 6.1.7 3-8.1 4-4.7 0- -7 0-0-0 Plate Offsets (X,Y)— r1:0-5-7.Edge1 (4:0-3-O,Edael r9:0-4-12,0-2-41 f13:0-1-12 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.98 Vert(LL) 1.14 14-16 >477 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.90 Vert(TL) -1.81 14-16 >299 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(TL) 0.29 10 nla n/a BCDL 10.0 Code FBC2010ITPI2007 (Matrix-M) Weight: 541 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 'Except' TOP CHORD , Structural wood sheathing directly applied. 1-2: 2x4 SP No.1, 9-10: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 5-10-14 oc bracing. BOT CHORD 2x6 SP SS WEBS 1 Row at midpt 3-19 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 10=4025/0-8-5, 1=4440/0-8-0 Max Horz 1=-164(LC 6) Max Uplift 10=-2220(LC 8), 1=-2422(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-1031/548, 1 -1 =-4278/2307, 1-2=-8257/4579, 2-26=-7346/4191, 26-27=-7348/4192, 27-28=-7348/4191, 28-29=-7350/4192, 3-29=-7355/4193, 3-30=-16672/9318. 4-30=-16672/9318, 4-31 =-1 6672/9318, 5-31=16672/9318, 5-32=-16672/9318, 32-33=-16672/9318, 33-34=-1667219318, 34-35=-16672/9318, 6-35=-16672/9318, 6-36=-15078/8475, 36-37=-15078/8475, 7-37=-15078/8475, 7-38=-15078/8475, 475, � N 41342=115076/8477, 9-42=15 074/847639-43=-1084316145, 10-43=-11002/6132 ,��1,,QU F�� BOT CHORD 1-25=-445/874, 1-1=183613390, 1-19=-404917482, 19-44=-7574/13888, ��� OP`,.......... ♦♦ G E N •••, ♦j 44-45=-7574/13688,18-45=-7574/13888,17-16=-7574/13888,17-46=-7574/13888, �� , •• � $ � 46-47=-7574/13888, 47-48=-7574/13888, 16-48=-7574/13888, 16-49=-9452/17257, 49-50=-9452/17257, 15-50=-9452/17257, 15-51=-9452/17257, 14-51=-9452/17257, lo N 68182 �; 14-52=-9452/17257, 52-53=-9452/17257, 53-54=-9452/17257, 13-54=-9452/17257, * 12-13=-5626/10215, 12-55=-5626/10215, 55-56=-5626/10215, 11-56=-5626/10215, 11-57=-5645/10255, 10-57=-5645/10255 WEBS 2-19=-1370/2667, 3-19=-723213936, 3-17= 49/584, 3 -1 6=-1 695/3116, 5-16=-883/643, 6-16=-696/378, 6-14=-27/439, 6-13=2448/1309, 8-13=-1168/827, 9-13=-2915/5510. i T O F 9-11=-370/787♦Q • • �[/ ♦ P•••��` NOTES- 1 `, 1 ) ly truss to be connected together with a 0 N AL `%% c chords connected asfollows: 2x4 1 row Top t 0-7-0 oc, 2x6 2 row staggered at 0-9-0 oc. �111111111111, Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. FL Cert. 6634 3) Unbalanced roof live loads have been considered for this design. October 6,2014 AWARfy M •Verify desk7n pm.maM. and READ fA7ES CM 7117S AND 1AUUDED HI TEKREFERE'AM PAGE M11.7473 ,e a 1129120T4 W:FMME f Design valid for use only with M(Tek connectors. This design is based only upon parameters shown, and 1s for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibirity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. So Informallon gvapable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If SouthernP'ine SP lumberissoecified,thedesignvaluesaretheseeffective06/01i2013byALSC Tampa, FL 33610-4116 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565888 27617 A16G ROOF SPECIAL GIRDER 1 �f L Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 1.03u s Jul 11 ZU14 MI I eK mousmes, mc. man va uo 14:Ja:4o co i4 Faye c ID:euuUAcONzaUBwuCUwLZy_NyWApB-xBiCyIP fbu3A4bpCy7GSvAT5lp6MUwgmVznrayW7lp NOTES- 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp D; Encl., 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 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) The solid section of the plate is required to be placed over the splice line at joint(s) 7. 8) Plate(s) at joint(s) 2, 4, 9, 10, 18, 19, 3, 17, 16, 5, 14, 6, 8, 13, 11, 1, 1, 12 and 15 checked for a plus or minus 0 degree rotation about its center. 9) Plate(s) at joint(s) 7 checked for a plus or minus 3 degree rotation about its center. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=2220, 1=2422. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 196 lb down and 197 lb up at 7-0-0. 196 lb down and 197 lb up at 8-9-9, 196 lb down and 197 lb up at 10-6-5, 196 lb down and 197 lb up at 12-3-2, 196 lb down and 197 lb up at 13-11-14, 196 lb down and 197 lb up at 15-8-11, 196 lb down and 197 lb up at 17-5-7, 182 lb down and 170 lb up at 19-2-4, 196 lb down and 197 lb up at 20-11-0, 196 lb down and 197 lb up at 22-7-13, 187 lb down and 155 lb up at 24-4-10, 196 lb down and 197 lb up at 26-1-6, 196 lb down and 197 lb up at 27-10-3', 196 lb down and 197 lb up at 29-6-15, 196 lb down and 197 lb up at 31-3-12, 196 lb down and 197 lb up at 33-0-8, 196 lb down and 197 lb up at 34-9-5, and 196 lb down and 197 lb up at 36-6-1, and 231 lb down and 248 lb up at 38-10-11 on top chord, and 417 lb down and 300 lb up at 7-0-0, 53 lb down and 5 lb up at 8-9-9, 53 lb down and 5 16 up at 10-6-5, 53 lb down and 5 lb up at 12-3-2, 53 lb down and 5 lb up at 13-11-14, 53 lb down and 5 lb up at 15-8-11, 53 lb down and 5 lb up at 17-5-7, 57 lb down and 37 lb up at 19-2-4, 53 lb down and 5 lb up at 20-11-0, 53 lb down and 5 lb up at 22-7-13, 59 lb down and 55 lb up at 24-4-10, 53 lb down and 5 lb up at 26.1-6, 53 lb down and 5 lb up at 27-10-3, 53 lb down and 5 lb up at 29-6-15, 53 lb down and 5 lb up at 31-3-12, 53 lb down and 5 lb up at 33-0-8, 53 lb down and 5 lb up at 34-9-5, 53 lb down and 5 lb up at 36-6-1, and 325 lb down and 283 lb up at 37-2-1, and 38 lb down and 41 lb up at 38-10-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=90, 2-9=-90, 9-10=-90, 1-10=-20 Concentrated Loads (lb) Vert: 2=-124(B) 4=-124(B) 18=-30(B) 19=417(B) 16=53(B) 5=-98(13)'8=124(B) 13=-30(B) 11=-319(B) 12=-30(B) 26=-124(B) 28=-124(B) 29=-124(B) 30=-124(B) 31=-124(B) 33=-124(B) 34=-124(B) 35=-97(B) 36=-124(B) 37=-124(B) 38=-124(B) 39=-124(8) 40=-124(S) 42=-124(B) 43=-2(B) 44=-30(B) 45=-30(B) 46=-30(B) 47=30(13) 48=-30(B) 49=-30(B) 50=30(B) 51=-59(B) 52=-30(B) 53=-30(B) 54=30(B) 55=-30(B) 56=-30(B) 57=-15(B) ®WARMAG-Verify design rare-M.a dRF Z-MIFESCM7NrSAMDrMf7.UDED M17EKREFEtEACEPAGEk11-7473re 11291201QtlfFMUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S rety I forma qn va able from Jruss Plafq Institute, 781 N. Lee ggtreet, Suite 312, AI xandria, VA 2314 f�5out�terrl Ine�SR tumberisspeciffed,thedesignvafuesarethlrsee festiJe06�01/4013byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565889 27617 B01GE GABLE 1 1 Job Refe a ce optione East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Mon Oct 0614:33:46 2014 Page 1 ID:euuUAcONzaUBwuCUwLZy_NyWApB-xBiCylP_fbu3A4bpCy7GSvAhRl1 cMjxgmVznrayW71 p 6-3.5 11.9-2 6.3.5 5-5.13 d Scale = 1:19.8 4x4 = 12 11 10 9 8 3x4 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.07 TCDL 15.0 Lumber Increase 1.33 BC 0.03 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 BCDL 10.0 Code F3C2010/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 7 n/a n/a Weight: 45 lb FT = 0% BRACING - TOP CHORD BOTCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-9-2. (lb) - Max Horz 1=119(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 10 except 11=-126(LC 8), 12=-135(LC 8), 9=131(LC 8), 8=-123(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 10, 11, 9, 8 except 12=251(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp D; Encl., 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry 1111111111111 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 011 V �11 Q 4) Plates checked for a plus or minus 0 degree rotation about its center. ,p U � N � 5) Gable requires continuous bottom chord bearing. ��� 0P........... ��� 6) Gable studs spaced at 2-0-0 oc. ,�� , •.•\ CI E N (•.? 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � 8)' 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 N( 68182 fit between the bottom chord and any other members. : • •: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 10 except at=lb) E 11=126, 12=135, 9=131, 8=123. ' 10) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. •: 11) 2 X 4 notch at 20000 o.c. is allowed along the stacked top chord. No notches allowed in overhang and 0 from left end and 0 from right 0 O T F . •� end or 12" along rake from scarf, whichever Is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking �� �% chords. For edge -wise notching, provide at least one tie plate between each notch. �j Q P •• \% 1 % ,l���ss• O N A1- ` `, �1►en111111� 16 FL Cert. 6634 October 6,2014 ®WARNIlV,. VerYp desiVn parsnek�uers and nfAD 1p7XS aN 7N75AlW 7FK1.tfbEe IfITFx'ftFFfftfN�t'geE MII-7Af3 ma Afd4/70rdIU;r(}flFl/uE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure' stability during construction is the responsibillity of the M iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. Tampa, FL 33610.4115 If Southerm Pine7SP� lumber isspecified, thedesign values are those effective 06�01/2013 byALSC A Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565890 27617 B02 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 Mrrek Industries, Inc. Mon Oct 06 14:33:47 2014 Page 1 ID:euuUAcONzaUBwuCUwLZy_NyWAp8-PN Ga95QCQuCwoEAOmfeV?7im EiIX58c_?9iK01 yW71 o 1.10-3 6-1-15 12-6-8 _ r 1-10-3 4-3-12 6.4-9 Scale = 1:21.9 44 = Ii 6 vxv — 3x4 = 5x8 II - 0-3 00211 6- -15 - -7 -6- -6-8 0- 1 1-10-1 4.3-12 5-D-8 Plate Offsets (X.Y)-- 14:0-1-15 0-0-21 14:0-0-4 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.04 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.37 Vert(TL) -0.11 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 54 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 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Right: 2x4 SP No.3 Installation gu REACTIONS. (lb/size) 6=610/0-8-1, 4=753/0-8-1 Max Horz 6=-190(LC 6) Max Uplift6=-272(LC 8), 4=-341(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-798/370, 3-4=-841/368 BOT CHORD 5-6=-429/998, 4-5=-205/678, 4-10=-382/3B WEBS 2-6=-1040/555, 2-5=-361/229 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. 11; IlrI plate gulp Encl., 0 GCpii-0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ��,,`,,Qv' N V� ,,, � 3) Provide adequate drainage to prevent water ponding. , �� �P` �� i� 4) Plates checked for a plus or minus 0 degree rotation about its center. �� , \ C2 E N & ••• �j 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� '• \' �•'• i 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 : nJ( 68182 fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=272, 4=341, 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''%" gypsum ; '0 sheetrock be applied directly to the bottom chord. i T O F i 00 ��isS rr N FL Cert. 6634 October 6,2014 J&WARN11yj N"drr des4. pemcreten sad READ P47ES ON THW AHD 1NaWD MITEKREFEREAOW PAGE Mr1-7413 m . I/29/201d affMWE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8? and BCSI Building Component 69D4 Parke East Blvd. Safety Information �vailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tama FL 33610.4115 1i5outhem ,7S SPiitumberissiretified,thedexiznvaluesarethoseeffective4'61Q112�013hvALSC p' Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565891 27617 B03 Roof Special 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 /.b3u a J61 11 zu14 ml I eK mauslnes, Inc, mon V ct uo 14:JJ:4a zu14 rage 1 ID:euuUAcONzaUBwuCUwLZy_NyWAp8-tagyNRREBCBnQOICKNgkXKFxO6eygaJ7EpStwTyW71 n 2-11-7 6.0-9 12-3-13 2-11-7 3-1-2 6.3.4 Scale = 1:21.5 4x4 = 4.86 12 3x4 = 5x8 II LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BQT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP Plates Increase 1.25 TC 0.51 Vert(LL) -0.03 5-6 >999 240 MT20 2441190 Lumber Increase 1.33 BC 0.38 Vert(TL) -0.10 5-6 >999 180 Rep Stress Incr YES WB 0.23 Horz(TL) 0.02 4 n/a n/a Code FBC2010ITP12007 (Matrix-S) Weight: 54 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 6=597/0-8-1, 4=742/0-8-1 Max Harz 6=-221(LC 6) Max Uplift6=-267(LC 8), 4=-335(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-744/362, 3-4=-809/349 BOT CHORD 5-6=-356/892, 4-5=-188/648, 4-10=-341/20 WEBS 2-6=-927/474, 2-5=-303/184 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., 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) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 6=267, 4=335. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and''/d' gypsum sheetrock be applied directly to the bottom chord. &WAR,VIN3 -Vnnty design pamn,eGers..d READ W7ESON7MSAW MaUDED MITEKREFFMCEPME MU-2423 re.. I/24/20IdaEFMME Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component s fety I formation gva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. t rsouttlernPine`5P lumberisspecified,thedesignvaluesarethoseeffective06 01/2013 by ALSC ►►►11IN 11111l/I .•�,\G E NSF•. �G i r * : N 68182 :�•• T OF :�LIJ �'�isS • •N Ill n n 1►►►► FL Cert. 6634 October 6,2014 Nil' MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 4 Job Truss Truss Type Qty Ply 272617 Shoreline Antetomasso T6565B92 27617 B04 RoofSpeclal 1 1 1 Job Refera ce o tional East Coast Truss, Fort Pierce, FL. 34946 - 7,630 s Jul 112014 MTek Industries, Inc. Mon Oct 06 14:33:48 2014 Page 1 ID:euuUAcONzaUBwuCUwLZy_NyWApB-tagyNRREBC8nQ01CKN9kXKFx76e5gZv7EpStwTyW71 n 4-0-12 5.11-3 12-1-1 4-0-12 1.10-7 6-1.14 Scale=1:21.0 2x4 II 2.24 b2 4.88 12 , 4x4 = Ii 6 ax9 - 3x4 = 5x8 II LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase . 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010lrP12007 CSI. TC 0.50 BC 0.35 WB 0.32 (Matrix-S) DEFL. in Vert(LL) -0.03 Vert(TL) -0.10 Horz(TL) 0.02 (loc) I/defl L/d 5-6 >999 240 5-6 >999 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 55 Ib 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 MITek recommends that Stabilizers and required cross bracing WEDGE be Installed during truss erection, in accordance with Stabilizer Right: 2x4 SP No.3 Installation REACTIONS. (lb/size) 6=584/0-8-1, 4=730/0-8-1 Max Horz 6=-259(LC 4) Max Uplift6=-263(LC 8), 4=-328(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-701/360, 3-4=-783/334 BOT CHORD 5.6=-284/789, 4-5=-176/624, 4-10=-317/11 WEBS 2-6=817/413, 2-5=-277/151, 3-5=-59/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=10ft; B=45ft; L=24ft; eave=4ft; Cat. II; GCpii-0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DO 0�IN 3) Provide adequate drainage to prevent water ponding. `�� QP•. • • • " �� �i� 4) Plates checked for a plus or minus 0 degree rotation about its center. �� , •• G E Ns •�•. �� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �% 6) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ; • N( 68182 fit between the bottom chord and any other members. * ; 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 6=263, 4=328. o 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y" gypsum ; a` sheelrock be applied directly to the bottom chord. i T 0 F 1-0 IM N A� E �..``� FL C@rt. 6634 October 6,2014 ®WARNrt,-Vefit ydesign pamme[en and READ MITESON7NrS'AND Ifka.ahEr7MtTi:KR£fFRfMFFAriEMrr•MJ3 mr. IId9/20rJli<f.'ILSNFfISF. �!� Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the.overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 It5outhern 1ne75P lumber isspeclified, the design values are those effective 06/01/2013 byALSC Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 1�16 For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. " Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 O U a. O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 BOTTOM CHORDS 8 7 3 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1 988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MTek® All Rights Reserved 1111111=11111M MiTek� MiTek Engineering Reference Sheet: Mll-7473 rev. 01/29/2013 A General Safety (Votes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.