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Home My WebLink AboutTrussLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 27070 - Rinicella Addition/Floors MITek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Gulick Const. Project Name: Rinicella Add./Floors Model: Tampa, FL33610.4115 Lot/Block: 2 Subdivision: Las Tortugas Address: TBD City: St. Lucie County State: FI. Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: - License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 [All Heighll Wind Speed: 170 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 47 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date No. I Seal# JTruss Name I Date 1 IT6457761 -EJ1F 816/014 118 IT6457778 IFLO1 8/61014 12 I T6457762 I -EJ2F 18/6/014 119 I T6457779 J FL02 18/6/014 13 I T6457763 I -EJ3F 18/6/014 120 I T6457,780 I FL03 18/6/014 14 I T6457764 I -EJ4F 18/6/014 121 I T6457781 I FL04 18/6/014 1 15 I T6457765 I A08G 18/6/014 122 I T6457782 J FL05 18/6/014 1 16 I T6457766 I F01 G 18/6/014 123 I T6457783 J F L06 18/6/014 17 I T6457767 I F02 1 8/6/014 124 I T6457784 J FL07 18/6/014 18 I T6457768 I F03 18/6/014 125 I T6457785 I FL08 18/6/014 19 I T6457769 I FG01 18/6/014 126 I T6457786 J FL09 18/6/014 110 I T6457770 I FG02 18/6/014 127 I T6457787 I FL10 18/6/014 Ill IT6457771 I FG03 18/6/014 128 I T6457788 I FL11 18/6/014 112 IT6457772 I FG04 18/6/014 129 I T6457789 I FL12G 18/6/014 113 I T6457773 I FG05 18/6/014 130 I T6457790 I FL13 18/6/014 114 I T6457774 I FG06 18/6/014 131 I T6457791 I FL14 18/6/014 115 I T6457775 I FG07 18/6/014 132 I T6457792 I FL15 18/6/014 1 116 I T6457776 I FG08 18161014 133 I T6457793 I FL16 181610114 1 117 I T6457777 I FG09 18/6/014 134 I T6457794 I FL17 18/6/014 1 The truss dmwing(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: Albani, Thomas 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. ,,,�►1111111/II,I PPS A q ,�0 \ G E N S� eg2i 0 39 80 � :. STATE OF :�� F� FL Cert. 6634 August 6,2014 Alban, Thomas 1 of 2 RE: 27070 - Rinicella Addition/Floors Site Information: Customer Info: Gulick Const. Project Name: Rinicella Add./Floors Model: Lot/Block: 2 Subdivision: Las Tortugas Address: TBD City: St. Lucie County State: FI, No. I Seal# Truss Name Date 35 IT6457795 FL18 8/6/014 I36 IT6457796 I FL19 I8/6/014 I 37 IT6457797 I FL20 I8/6/014 I I38 IT6457798 FL21 I8/6/014 I I39 I T6457799 I FL21 A 18/6/014 I �40 IT6457800 I FL22 I8/6/014 I I41 IT6457801 I FL23 8/6/014 I 142 IT6457802 I FL24 I8/6/014 I 143 IT6457803 I FL25 I8/6/014 144 IT6457804 I FL26 18/6/014 I 145 IT6457805 I FL27G I8/6/014 I 146 IT6457806 I FL28G 18/6/014 I 147 IT6457807 I FL29G 18/6/014 I 2 of 2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Job Truss Truss Type - Qty Ply RlnicellaAdditionfFloors T6457761 27070 -EJ1F Jack -Open 2 1 ' Job Reference (optional cam wan uu rmr rimm�, r�. uvaro (.63U S Jul 11 ZU14 M116K Ineustnes, Inc. Wee Aug 06 13:30:38 2G14 Page 1 I D:7LxbgigS6nkrdsKsRCSQgSzORPr-2R5EorKPeDmxfN6xZVE5gUjLCCImOegrgU l5FaygZfv 2.8-8 4-5.15 0=1-r3 2-8-8 1-9-8 Refer to MiTek "TOE -NAIL" Detail for connection to SUnnortinn rarriar fri m_q /tvn all nnnlirnhin innkc nn +hic inH55 — Scale: V=1, 3x4 = r 1.7.5 1-11-11 2-8-8 4-5-15 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 • BCDL 5.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TPI2007 CSI. TC 0.09 BC 0.50 WB 0.08 (Matrix-M) DEFL, in Vert(LL) 0.02 Vert(TL) -0.03 Horz(TL) 0.05 (too) I/defl Ud 5-6 >999 240 5-6 >913 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 ecommends that Stabilizers and required cross bracing Fbeinstalledduring truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 4=60/Mechanical, 5=1 19/Mech anical, 7=659/0-8-0 ion guide. Max Horz 7=86(LC 8) Max Uplift4=-54(LC 4), 5=-53(LC 5), 7=-408(LC 8) Max Grav4=60(LC 1), 5=162(LC 13), 7=659(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-6=457/187 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=15ft; 8=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 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the I1111111llll'l,� responsibility of the fabricator to increase plate sizes to account for these factors. II, I� 5) Plates checked for a plus or minus 0 degree rotation about Its center. �I ON A. q �♦ �� . G..... �e ♦♦♦ 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �N 0 E N 7) • 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 ;� ,`�.'��.� S�•'.9!fi fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. $ ` * Fd b '- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 4, 53 lb uplift at joint 5 ^' and 408 lb uplift at joint 7. ' 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20 has/have been modified. Building designer must review_' f� loads to verify that they are correct for the intended use of this truss. 11) "Semi -rigid pitchbreeks including heels" Member end fixity model was used in the analysis and design of this truss. 0 0 % ATE 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 512 lb down and 147 lb up at ♦ T T P �� 2-8-8 on top chord. The designlselection of such connection device(s) is the responsibility of others. ♦♦♦ 4 Q R ' `�\,�• 13) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ♦♦j ss • •"'' \ % 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ��I.1�0 N AniiI` IE II`` FL Cert. 6634� A,,,.,,..a M •1n4 A Continued on Daae2 /IUI�UJIV,GVIY ®WARNMI -Yenfy snd READ A07ES GN MrS AND IMp.UDED MITEKREEERE,X IFFAGE W14473 — 1fd9/2014LUO E11Y. Design valid for use only wish Wok 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 Criteda, 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. Tampa, FL 33a t Blvd 5 if Southe rn Pine�Sp� lumber is specif i ed, the design values are those effective 45f 0112O13 by ALSC Job Truss Truss Type Qty Ply rs � 776 T6451 27070 -EJ1F Jack -Open 2 1RlnicellaAdddianlFloo T.b3u s Jul 11 2u14 MIIeK Inauslnes, Inc. Wed Aug 05 13:38:38 2014 Page 2 I D:7 LxbgigS6n krdsKs RC SQgSzORPr-2 R5 EorKPeDmxfN6xZVE5g Uj LC C ImOegrgU l5FaygZfV LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-8=-10 Concentrated Loads (lb) Vert: 3=-477(F) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-8=-10 Concentrated Loads (lb) Vert: 3=-431(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-30, 5-8=-30 Concentrated Loads (lb) Vert: 3=-385(F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=19, 3-4=62, 7-8=47, 5-7=-6 Horz: 1-3=-37, 3-4=80 Concentrated Loads (lb) Vert: 3=147(F) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=36, 3-4=62, 5-8=-6 Horz: 1-3=-54, 3-4=80 Concentrated Loads (lb) Vert: 3=147(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-53, 3-4=-32, 7-8=43, 5-7=-10 Horz: 1-3=23, 3-4=-2 Concentrated Loads (lb) Vert: 3=-401(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-4, 3-4=-32, 5-8=-10 Horz: 1-3=-26, 3-4=-2 Concentrated Loads (lb) Vert: 3=-358(F) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=55, 3-4=55, 7-8=47, 5-7=-6 Horz: 1-3=-73, 3-4=73 Concentrated Loads (lb) Vert: 3=1 17(F) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=16, 3-4=16, 5-8=-6 Horz: 1-3=-34, 3-4=34 Concentrated Loads (lb) Vert: 3=-65(F) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-32, 3-4=-32, 7-8=43, 5-7=-10 Horz: 1-3=2, 3-4=-2 Concentrated Loads (lb) Vert: 3=-358(F) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-32, 3-4=-32, 5-8=-10 Horz: 1-3=2, 3-4=-2 Concentrated Loads (lb) Vert: 3=-358(F) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-30, 5-8=-10 Concentrated Loads (lb) Vert: 3=-294(F) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=78, 3-4=-62, 7-8=30, 5-7=-10 Horz: 1-3=18, 3-4=-2 Concentrated Loads (lb) Vert: 3=-512(F) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Continued on Daae 3 ®WARNIAG•Vcr'fydosdja parameteraadAEAD AGTES cm mrsAm IMMUDED MITEKREFERFM PAGE MII- 1473 mn 11191201dBffoREME 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 Nil' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdferla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa Ion va' able from Truss Plate Institute, 781 a Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 3 East Blvd. It South errs Pine�SPr I umber issp ec if ied, the design values are those effective 06/01/1013 by AMC Job Truss Truss Type Qty Ply Rinicella AddBion Floors T6457761 27070 -EJ1F Jack -Open 2 1 Job Reference (optional) /.0JU S JUI 11 ZU14 mi I eK mausine5, Inc. WeG AUg Ue 13X3W:3U ZU14 Page 3 I D:7LxbgigS6nkrdsKsRCSQgSzORPr-2R5EorKPeDmxfN6xZVE5gUjLCCImOegrgUl5FaygZfV LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-41, 3-4=-62, 5-8=-10 Horz: 1-3=-19, 3-4=-2 Concentrated Loads (lb) Vert: 3=-479(F) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=62, 3-4=-62, 7-8=30, 5-7=10 Harz: 1-3=2, 3-4=-2 Concentrated Loads (lb) Vert: 3=-479(F) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pli) Vert: 1-3=-62, 3-4=-62, 5-8=-10 Harz: 1-3=2, 3-4=-2 Concentrated Loads (lb) Vert: 3=-479(F) 17) 1 st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-8=-10 Concentrated Loads (lb) Vert: 3=-477(F) 18) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-70, 5-8=-10 Concentrated Loads (lb) Vert: 3=-477(F) 19) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-8=-10 Concentrated Loads (Ib) Vert: 3=-431(F) 20) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-60, 5-8=-10 Concentrated Loads (lb) Vert: 3=431(F) ® WAMIM,• Vedfr*Wp Pra wM. and RE10 MMS ON THTSAW MCLUDED NITFXREFERNWPAGC NII.1473 mw I129120148 MUSE 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 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/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. if! authe rnR'Ine�SR lumberisspecified, the design values are those effectiveQ6/O1j2O13fzyALSC 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Rinicella Addition/Floors T6457762 27070 -EJ2F JACK -OPEN 2 1 Job Refe once o do al test Coast I russ, Fort Pierce, FL. 34945 7.530 s Jul 112014 MITek Industries. Inc. Wed Aug 06 13:38:39 2014 Page 1 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-Wdfd7BLIPXuoHXh87CIKMiGVAc4ul5u 382enOygZfU - 0 1 2-6-0 5-1-2 M0-1- 2-6-0 2-7-2 5x5 = 3x4 = Scale = 1:12.9 1-6.0 ' 0-4-0 ' 0.8.0 ' -- - .2-7-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) 0.04 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.06 5-6 >680 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(TL) 0.08 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 21 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=89/Mechanical, 5=90/Mechanical, 7=698/0-8-0 Max Horz 7=86(LC 8) Max Uplift4=-79(LC 4), 5=36(1_C 5), 7=-402(LC 8) Max Grav4=89(LC 1), 5=121(LC 13), 7=698(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-465/205 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-2 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) 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=15ft; 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=1.6( plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 4, 36 lb uplift at joint 5 and 402 lb uplift at joint 7. 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20 hasthave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 506 lb down and 140 lb up at 2-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 Annncf R 331A Continue on a e 2 _�_ ® WARNING •Verify de.sien pa.—M. aad READ AUV.SGN7MSAM RtZUDED MtTkXPrf'ERLhCFPAGE M11.7473 rea 1/d4J20Id@ffm4w.- 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 erector. Additional permanent bracing of the is the MiTek• overall structure 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 lefy Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. I�SouthemRtne�Sp�lumberisspecifie 6904 Parke East Blvd. Tampa, FL 33610-4115 ,thedezignvaluesaTethoseeffetLive06J�01/2013byALSC Jab Truss Truss Type Qty Ply Rin icelle AdAddition/FloorsT6457762 27070 -EJ2F JACK -OPEN 2 1 Job Reference (optional east coast I russ, run rlerce, ru. a4s45 7.530 s Jul 112014 MITeK Industries, Inc. Wed Aug 05 13:35:39 2014 Page 2 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-Wdfd?BL1PXuoHXh87CIKMiGVAc4ul5u 382enOygZfU LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-8=-10 Concentrated Loads (lb) Vert: 3=-467(F) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1,25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-8=-10 Concentrated Loads (lb) Vert: 3=-422(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-30, 5-8=-30 Concentrated Loads (lb) Vert: 3=-378(F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=17, 3-4=62, 7-8=47, 5-7=-6 Horz: 1-3=-35, 3-4=80 Concentrated Loads (lb) Vert:3=140(F) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-3=36, 3-4=62, 5-8=-6 Horz: 1-3=-54, 3-4=80 Concentrated Loads (lb) Vert: 3=140(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=55, 3-4=-32, 7-8=43, 5-7=10 Horz: 1-3=25, 3-4=-2 Concentrated Loads (lb) Vert: 3=-400(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=4 3-4=-32, 5-8=-10 Horz: 1-3=-26, 3-4=-2 Concentrated Loads (lb) Vert: 3=-351(F) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=55, 3-4=55, 7-8=47, 5-7=-6 Horz: 1-3=-73, 3-4=73 Concentrated Loads (lb) Vert: 3=1 11 (F) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=16, 3-4=16. 5-8=-6 Horz: 1-3=-34, 3-4=34 Concentrated Loads (lb) Vert: 3=-66(F) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-32, 3-4=-32, 7-8=43, 5-7=-10 Horz: 1-3=2, 3-4=-2 Concentrated Loads (lb) Vert: 3=-351(F) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-32, 3-4=-32, 5-8=-10 Horz: 1-3=2, 3-4=-2 Concentrated Loads (lb) Vert: 3=-351(F) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit, metal=0.90 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-30, 5-8=-10 Concentrated Loads (lb) Vert: 3=-289(F) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pI0 Vert: 1-3=-79, 3-4=-62, 7-8=30, 5-7=-10 Horz: 1-3=19, 3-4=-2 Concentrated Loads (lb) Vert: 3=-506(F) 14) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Continued on Daae 3 ®WARNIMi -Verify design parameters and READ M17£SON77irSAND ]AUDD£D M17£KR£rEREMEPAGb MII-7473 raw IJ29/20IdaJ.FOltE#15£ Design valid for use only with M7ek 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 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 titufe, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 Tampa, FL 33610-4115 tfSouthernPine7SP�lumberisspecifie,thedesignvaluesarethoseetiectilre46I01/2013byAM 1. Job Truss Truss Type Qty Ply lla Addftlon/Floors T6457762 TJOb 27070 -EJ2F JACK -OPEN 2 Reference (optional test uoasi I russ, P-on coerce, M. Ja94ti 7.530 s Jul 112014 MITek Industries, Inc, Wed Aug 06 13:38:39 2014 Page 3 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-Wdfd9BL1PXuoHXh87CIKMiGVAc4ul5u 382enOygZfU LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-41, 3-4=-62, 5-8=-10 Herz: 1-3=-19, 3-4=-2 Concentrated Loads (lb) Vert: 3=-469(F) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-3=-62, 3-4=-62, 7-8=30, 5-7=-10 Horz: 1-3=2, 3-4=-2 Concentrated Loads (lb) Vert: 3=-469(F) 16) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=62, 3-4=-62, 5-8=-10 Herz: 1-3=2, 3-4=-2 Concentrated Loads (lb) Vert: 3=-469(F) 17) 1 st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-8=-10 Concentrated Loads (lb) Vert: 3=-467(F) 18) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-70, 5-8=-10 Concentrated Loads (lb) Vert: 3=-467(F) 19) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-4=-60, 5-8=-10 Concentrated Loads (lb) Vert: 3=-422(F) 20) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-60, 5-8=-10 Concentrated Loads (lb) Vert: 3=-422(F) ®WARNING •Verify des* parameters ,cad READ MITESCN7tiISAND IMUDED MITEKREfERF.NCE PAGE MII4473 m r. I1291I014WOREME Design a - valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. I®�• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown LiSL•9l:IYlS Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity, of the erector. Additional bracing of the is the iwiTek' permanent overall structure 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 Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. I SouthernP'iare�SIP 6904 Parke East Blvd. Tampa, FL 33610.4115 lumberisspecilied, the design values are these effective 06)0Q111013byALSC Job uss Truss Type Qty Ply RlntcallaAddition/Floors c PJ3F_ T6457763 27070[ Jack -Open 2 1 — Job Reference o do al 7.530 s Jul 11 2014 MITek Industnes, Inc. Wed Aug 05 13:38:39 2014 Page 1 ID:7LxbgigS6nkrdsKsRCSOgSzORPr-Wdfd?BL1PXuoHXhB7CIKMiGUwclAl5k 382en0ygZfU -4113 2-8.8 5.10-13 0-123 2-8.8 3-2-6 5x5 3x4 = 1-7-5 1-11.11 2-1-8 5-10-13 Scale = 1:13.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.06 5-6 >715 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.10 5-6 >456 180 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(TL) 0.13 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 P No.2 BOT CHORD 2x4iP P No.2 WEBS 2x4 No.3 REACTIONS. (Ib/si e) 4=110/Mechanical, 5=95/Mechanical, 7=764/0-8-0 Max Aorz 7=86(LC 8) Max plift4=-97(LC 4), 5=36(1_13 5), 7=449(LC 8) Max 3rav4=11O(LC 1), 5=122(LC 13), 7=764(LC 1) FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7f-251/157, 3-6=-512/237 NOTES- 1) Unbalanced roof 1 2) Wind: ASCE 7-10 Exp D; Encl., GCI plate grip DOL=1. 3) Provide adequate 4) As requested, pla responsibility of th 5) Plates checked fo 6) This truss has be( 7) ` This truss has bI BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-13 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 quide. re loads have been considered for this design. Vult=170mph(3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; =0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 rainage to prevent water ponding. s have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the fabricator to increase plate sizes to account for these factors. a plus or minus 0 degree rotation about its center. designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n 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 bo om chord and any other members. 8) Refer to girder(s) fr truss to truss connections. 9) Provide mechanI I connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 4, 36 lb uplift at joint 5 and 449 lb uplift anoint 7. 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20 has/have been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 530 lb down and 159 lb up at 2-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. . 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 �WARNI:!,. •Vent y design Aarameaers ,caJ nrilD M17FS CM7hfrS AA4J rM1.ULEn Mrn"XRFFERFAL'EP GE Mr1-7427 ,roc 112.912dlddFf6aF.'115F. 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 responsibillityof 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/1PI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Informa Ion gva�able from ]cuss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA pp2314. itSauthem9ille 5p lumberisslrecHied,thedesignvaluesaretheseeffective0610112013bvAL5C 39380 0•�. 111111111 FL Cert. 6634 August 6,2014 MITek' 6904 Parke East Blvd. Tampa, FL 33610.4116 Job Truss Truss Type Qty Ply RlnicellaAddilion/Floors � T6457763 27070 -EJ3F Jack -Open 2 1 Job Reference (optional �....•...,a.,• ,,,. , �i, r,c, �. �va•.� /.DIU S JUI 11 LU14 MII eK Inausines, Inc. 1Nea AUg Ub 13:4tUU 2U14 Fage 2 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-Wdfd7BLlPXuoHXhB7CIKMiGUwclAl5k 382en0ygZfU LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-8=-10 Concentrated Loads (lb) Vert: 3=-494(F) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-8=-10 Concentrated Loads (lb) Vert: 3=-446(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-30, 5-8=-30 Concentrated Loads (lb) Vert: 3=-398(F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=19, 3-4=62, 7-8=47, 5-7=-6 Horz: 1-3=-37, 3-4=80 Concentrated Loads (lb) Vert: 3=159(F) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=36, 3-4=62, 5-8=-6 Horz: 1-3=-54, 3-4=80 Concentrated Loads (lb) Vert: 3=159(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=53, 3-4=-32, 7-8=43, 5-7=10 Horz: 1-3=23, 3-4=-2 Concentrated Loads (lb) Vert: 3=-414(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=4 3-4=-32, 5-8=-10 Horz: 1-3=-26, 3-4=-2 Concentrated Loads (lb) Vert: 3=-369(F) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=55, 3-4=55, 7-8=47, 5-7=-6 Horz: 1-3=-73, 3-4=73 Concentrated Loads (lb) Vert: 3=127(F) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=16, 3-4=16. 5-8=-6 Horz: 1-3=-34, 3-4=34 Concentrated Loads (lb) Vert: 3=-63(F) 10) Dead + 0.6 MWFRS Wind (Neg, Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-32, 3-4=-32, 7-8=43, 5-7=-10 Horz: 1-3=2, 3-4=-2 Concentrated Loads (lb) Vert: 3=-369(F) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=32, 3-4=-32, 5-8=-10 Horz: 1-3=2, 3-4=-2 Concentrated Loads (lb) Vert: 3=-369(F) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-30, 5-8=-10 Concentrated Loads (lb) Vert: 3=-302(F) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-78, 3-4=-62, 7-8=30, 5-7=-10 Horz: 1-3=18, 3-4=-2 Concentrated Loads (lb) Vert: 3=-530(F) 14) Dead + 0.75 Roof Live (be].) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Continued on oaae 3 ®WARMM3 "Verify design pan, ,ropers gad READ f07ES ON MIS AIR) MaWD MITEKREEEREM EME M114473 mh I/2.4f7.01QaI7•'aREIISE ter• 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 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 Informatlgn voi able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314 Tampa, FL 3 ast Bl d. IfSoutheInP1ne�5P lumberisvecified,thedesignvaluesa;rethoseefteotiveO6JzO1/1013byALSO Job c27070 Truss Truss Type Qty Ply=Floors -EJ3F Jack -Open 2 o tional y AJu 5 Jul 11 ZU14 MI I eK Inaus[nes, mc. wea AUg Ue 13:36:39 2U74 Page a ID:7LxbgigS6nkrdsKsRCSQgSzORPr-Wdfd7BL1PXuoHXh87CIKMiGUwc1A15k 382enOygZfU LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=41, 3-4=-62, 5-8=-10 Horz: 1-3=-19, 3-4=-2 Concentrated Loads (lb) Vert: 3=-496(F) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-62, 3-4=-62, 7-8=30, 5-7=10 Horz: 1-3=2, 3-4=-2 Concentrated Loads (lb) Vert: 3=-496(F) 16) Dead + 0.75 Roof Live (be[.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60,.Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-62, 3-4=-62, 5-8=-10 Horz: 1-3=2, 3-4=-2 Concentrated Loads (lb) Vert: 3=-496(F) 17) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-8=-10 Concentrated Loads (lb) Vert: 3=-494(F) 18) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-70, 5-8=-10 Concentrated Loads (lb) Vert:3=-494(F) 19) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-8=-10 Concentrated Loads (lb) Vert: 3=-446(F) 20) 4th Dead + 0,75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-60, 5-8=-10 Concentrated Loads (lb) Vert: 3=-446(F) ®WARMIAn•Verity de.tign pan. ers!d!rs and READ MITFS ON MW AND IM-WEDMITEKREFEREACF PAGEMrI•M73 m. r. 1/24/2014BU'ORE03£ Design valid for use only with MiTek connectors. This design 1s 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 Doi' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding WOW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•69 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA yy2314 Tampa, Parke 3 East Blv . if 5ouYh ern Pine�SP� lumber is sprec ified, the design values are those effective 06/01/0A13 by ALSO LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Job Truss Truss Type Qty Ply Floors � T6457764 27070 -EJ4F Jack -Open optional) easi Uoasi i Fuss, ron Fierce, t-L.:54e4U 7.530 s Jul 112014 MiTek Industries, Inc. Wed Aug 06 13:38:40 2014 Page 1 I D:7 LxbgigS6nkrds KsRC S QgSzOR Pr-_q D?CXMfAgOfvh GKhwGZvvog6?PG UY57 Hon C KSygZfT -q-1.2 2-6-0 5-6-0 0-1-2 2-6-0 3-0-0 1 5x5 = 3x4 = Scale = 1:13.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.05 5-6 >898 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0,63 Vert(TL) -0.08 5-6 >572 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(TL) 0.10 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 22 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=103/Mechanical, 5=86/Mechanical, 7=718/0-8-0 Max Harz 7=86(LC 8) Max Uplift4=-91(LC 4), 5=-32(LC 5), 7=-409(LC 8) Max Grav4=103(LC 1).5=112(LC 13), 7=718(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-475/215 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-0 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 quide. 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=15ft; 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) As requested, responsibility of plates fabricator ator toe not een increase plate sizes to ned to provideac acor count for these theseent lfactorss or rough handling and erection conditions. It is the ,,,,,,n pys A11 Ai11.0.. 5) Plates checked for a plus or minus 0 degree rotation about its center. �� QO � G•E•N,9 <e' 0 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 ♦ ,`� •'•�. F••• 7i fit between the bottom chord and any other members. .. .�- 8) Refer to girder(s) for truss to truss connections. * N`6 39380 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 4, 32 lb uplift at joint 5 and 409 lb uplift at joint 7. 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O ATE : ��; 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 503 Ib down and 138 Ib up at �� T ••. A, Q; 2-6-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. �j �s • () R •• �?` ��,, 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �-*,r,,�0 If N Ai114 FL Cert. 6634 August 6,2014 &WARMIM, ywify desn.,n param.tmrs and READ MI7FSGM WISAM I=UDED MtrFKRFFFRFhC;iFAGFAtfl-I47:iera Ifd3JP,R1dG4;:raNfll,Sf.: �� Design valid for use only with MI 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/TPI7 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlor n Ion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314, Tampa, FL 33610-4115 I, uthettl in1 �SP lumtrerisspecilied,the design v l resatethoseeffectiu�dF61U1J2ti13byALSC Job Truss Truss Type Qty Ply Rln icella Addition/Floors ' T6457764 27070 -EJ4F Jack -Open 3 1 Job Reference (optional) (.031.) s JUI 11 ZU14 MI I eK mauslrles, Inc. Wed AUg Uti IJ::i6:4U 2U14 f'a98 2 I D:7LxbgigS6nkrdsKsRCSQgSzORPr-_qD?CXMfAgOfvhGKhwGZvvog6?PGUY57HonCKSygZfr LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-8=-10 Concentrated Loads (lb) Vert: 3=-464(F) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-8=-10 Concentrated Loads (lb) Vert: 3=-420(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-30, 5-8=-30 Concentrated Loads (lb) Vert: 3=-376(F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=17, 3-4=62, 7-8=47, 5-7=-6 Horz: 1-3=-35, 3-4=80 Concentrated Loads (lb) Vert: 3=138(F) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=.36, 3-4=62, 5-8=-6 Horz: 1-3=-54, 3-4=80 Concentrated Loads (lb) Vert: 3=138(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-55, 3-4=-32, 7-8=43, 5-7=-10 Horz: 1-3=25, 3-4=-2 Concentrated Loads (lb) Vert: 3=-397(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=4 3-4=-32, 5-8=-10 Horz: 1-3=-26, 3-4=-2 Concentrated Loads (lb) Vert: 3=-349(F) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=55, 3-4=55, 7-8=47, 5-7=-6 Horz: 1-3=-73, 3-4=73 Concentrated Loads (lb) Vert:3=109(F) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=16. 3-4=16, 5-8=-6 Horz: 1-3=-34, 3-4=34 Concentrated Loads (lb) Vert: 3=-67(F) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-32, 3-4=-32, 7-8=43, 5-7=-10 Horz: 1-3=2, 3-4=-2 Concentrated Loads (lb) Vert: 3=-349(F) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-32, 3-4=-32, 5-8=-10 Horz: 1-3=2, 34=-2 Concentrated Loads (lb) Vert: 3=-349(F) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-30, 5-8=-10 Concentrated Loads (lb) Vert: 3=-287(F) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-79, 3.4=-62, 7-8=30, 5-7=-10 Horz: 1-3=19, 3-4=-2 Concentrated Loads (lb) Vert: 3=-503(F) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1,60, Plate Increase=1.60 wAANrrXi •Ver,'Sp design inrameCers and AFAD MI155ON MTSAlK1 rrha.UDLn MtTFlCRFFFRFM2: FAG6 MIr-MT3 nrn rP«'9/Turd af.}aW.!!PF• 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricarttion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 1f Safety uthCmtition 7�s lulmt}Cr SNsselt iie siitle781 ds a. Lee Sheet, Suite 312, Alexandria, VA y2314. sA d, T+rfctisarethaseeffect7trr45fQ1J2R7133ivyA(3C Nil' MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job y Truss Truss Type Ply RlnicellaAdd'Aion/FloorsT6457764 7Qty 27070 -EJ4F Jack•Open 1 Job Reference (optional) tasl Uoas1 1 russ, tort merce, t-L. 34M 7.530 s Jul 112014 MiTek Industries, Inc, Wed Aug 06 13:38:40 2014 Page 3 I D:7LxbgigS6nkrdsKsRCS QgSzO R P r-_gD7CXMfAgOfvhG KhwGZvvog67P G UY57Hon C KSygZf T LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-41, 3-4=-62, 5-8=-10 Harz: 1-3=-19, 3-4=-2 Concentrated Loads (lb) Vert: 3=-466(F) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-3=-62, 3-4=-62, 7-8=30, 5-7=-10 Horz: 1-3=2, 3-4=-2 Concentrated Loads (lb) Vert: 3=-466(F) 16) Dead + 0.75 Roof Live (be].) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-62, 3-4=-62, 5-8=-10 Horz: 1-3=2, 3-4=-2 Concentrated Loads (lb) Vert: 3=-466(F) 17) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-8=-10 Concentrated Loads (lb) Vert: 3=-464(F) 18) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-70, 5-8=-10 Concentrated Loads (lb) Vert: 3=-464(F) 19) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-8=-10 Concentrated Loads (lb) Vert: 3=-420(F) 20) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-4=-60, 5-8=-10 Concentrated Loads (lb) Vert: 3=-420(F) AWARmmr, VentpGleesSn}aramaprssnJREADFX)7ESGNT1IFSANDINCLEM1.0MMKREFEREAUPAGE M .7473matf«4/Z01dBFfANEt7F 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 q�Tek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding W t 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 4vaipble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 22314. Tampa, FL 33610.4115 1fSoutherntrineISP lumberi5sa�tifie thedesiEnvaluesaretheseef%diveR£f01f2013,riviatSC 0- -2 4-3.12 4-2-4 5.203-5-15 1 5-0-12 2-5-5 N''rr O 5x5 = 4x8 = 1-10-0 46 = 13 11 " "' 10 924 6x8 = 5x6 = 6x8 = HHUS48 HHUS48 3x8 M18SHS II 5x14 M18SHS II 10x12 = Special HHUS48 HHUS48 HHUS48 i 7.8-1 i Scale: 3/16"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 TCDL 15.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.18 11 >999 240 MT20 244/190 BCLL 0.0 ' Lumber Increase 1.25 Rep Stress Incr NO BC 0.85 WB Vert(TL) -0.37 10-11 >741 180 M18SHS 244/190 BCDL 5.0 Code FBC2010ITP12007 0.99 (Matrix-M) Horz(TL) 0.06 9 n/a n/a Weight: 441 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins, except 4-5: 2x4 SP No.1 end verticals. BOT CHORD 2x8 SP SS `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-14: 2x8 SP No.2 WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 8-9, 6-10 8-9: 2x6 SP No.2, 4-13: 2x4 SP No.2, B-10: 2x4 SP No.1 6-11,6-10: 2x4 SP 285OF 1.8E REACTIONS. (lb/size) 9=5224/0-6-0, 16=2407/0-8-0 Max Horz 16=798(LC 7) Max Uplift9=-937(LC 5), 16=-792(LC 8) Max Grav 9=9991(LC 12), 16=3950(LC 12) FORCES. (lb) -Max. Comp./Max. Ten, -Ali forces 250 (lb) or less except when shown. TOP CHORD 1-2=-490/31, 2-3=-402/30, 3-4=-6409/802, 4-20=-9564/926, 5-20=-9564/926, 5-6=-10050/787, 6-7=-2525/419, 7-8=-2238/442, B-9=-9211/904 BOT CHORD 1-16=-47/649, 15-16=-1017/4123, 14-15=-964/5689, 13-14=-964/5689, 12-13=949/9687, 11-12=-949/9687, 11-21=-755/9001, 21-22=-755/9001, 22-23=-755/9001, 10-23=-755/9001, 10-24=-298/277, 9-24=-298/277 111 WEBS 1086, 8-10=-829/937143-16=65181/832,2-1696 89/138,6-11/5131, =6486/111097,5-11=-1 88/464, .%`��PS,Af f 6-10=-104341791 ��,�� •, C,•E•!11 NOTES- .t 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: �P'O 3 9380-,._- Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. * :• ji Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-11 2x4 - 2 rows staggered at 0-3-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASErS) section. Ply to ply r ' x connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. C_ ATE �= 411 . 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=25ft; eave=4ft; Cat. 11; �0 •,• A, Q` •• Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 �� , (� i 1 Q • •• plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. • • "" \ �>`, 5) All plates are MT20 plates unless otherwise indicated. 6) The solid section of the plate is required to be placed over the splice line at joint(s) 12. 7) Plate(s) at joint(s) 1, 4, 7, 8, 9, 14, 15, 3, 13, 10, 16, 2, 6, 11 and 5 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) at joint(s) 12 checked for a plus or minus 2 degree rotation about its center. FL C@I t. 6634 A.._.._a Continued on Dacia 2 P%Ug USL o,cv 19 ®WARNIAn•Ver'ffdesignPan.metersaadREADA07ESGN7i1rSAMM UDEDMITEKREFERENFRAGEMII.7423rer.112.91201dAf1ammE 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 erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding WOW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component S fety Informatlon gva' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandda, Vq 2314 I�SoutheTnpinetSR lumber is ified, the design 6904 Parke East Blvd. Tampa, Parke 3 ast Blvd. Wet values are theseeffettrve4ti�01/1013byALSC Job Truss Truss Type Qty Ply=/FloorsT645776527070 A08G Roof Special Girder 1 o tional Eaer uoasr i ruas, run rierce, ru. wane 7.530 s Jul 112014 Minek Industries, Inc. Wed Aug 06 13:38:42 2014 Page 2 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-wCKIdDNvhSGN8_QioLi1 KusrplAyENQ16GI0LygZfR NOTES- 9) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage; #4 Dead + 0.6 MWFRS Wind (Pos. Internal) Left; #5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; #7 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; #8 Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel; #9 Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel; #10 Dead + 0.6 MWFRS Wind (Neg. Internal) 1 st Parallel; #11 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; #16 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #17 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right); #18 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel); #19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel). 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 937 lb uplift at joint 9 and 792 lb uplift at joint 16. 13) Load case(s) 1, 2, 12 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 15) Use Simpson Strong -Tie HHUS48 (22-10d Girder, 8-10d Truss, Single Ply Girder) or equivalent spaced at 1-7-2 oc max. starting at 18-6-0 from the left end to 24-0-0 to connect truss(es) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8486 lb down at 17-2-4 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-7=-70, 7-8=-70, 9-17=-10 Concentrated Loads (lb) Vert: 10=-553(F) 11=-2855(F) ;el =-601(F) 22=-553(F) 23=-553(F) 24=-553(F) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 5-7=-60, 7-8=-60, 9-17=-10 Concentrated Loads (lb) Vert: 1p=-854(F) 11=-7078(F) 21=998(F) 22=854(F) 23=-854(F) 24=-854(F) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-4=-30, 4-5=-30, 5-7=-30, 7-8=-30, 9-17=-10 Concentrated Loads (lb) Vert: 10=-860(F) 11=-8486(F) 21=-1035(F) 22=-860(F) 23=-860(F) 24=-860(F) ,& WAR'"V"-Verirp dl� 4711 pa1i6 MIS sad READ AC7ITS W M15AM rNUUND WIF'KREFERENX PAGE M11-M73 mr. I/d912.01dDUCREW 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 parometers 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 iUliTek� 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/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate In tifute, 781 N. Lee Street, Suite 312, Alexandria, VA y2314 Tampa, Ii5oDth rnfyiDe�3Pjlumberisspeci'iia the design values are those effective06J`Q 1onbVAfSCFL33610-4115 Job Truss Truss Type city Ply RinicellaAddillon/Floors c T6457766 27070 FO1G Hip Girder 1 1 Job Reference OD tional East Coast Truss, Fort Pierce, FL. 34946 ID:7LxbgigS6nki -0,1-2 21-0 6-4-8 9-11-8 0-1-2 2-8-0 3-10-8 3-7-0 6.00 12 4x6 = 11 3x4 = 3x4 = 0 7.530 s Jul 112014 MTek Industries, Inc. Wed Aug 06 13:38:44 2014 Page 1 sRCSQgSzORPr-sbS W2vPAD3X5N Ia5wmLV3lzHJdhlQDojCQIPTDygZfP 13-10-0 1G4-0 16,5-2 3-10-8 2-6-0 0-1-2 Scale = 1:29.1 4x6 = 0 8 nS 3x4 = 5x5 = Jn~ 3x4 = 5x5 WB = 3x4 - 5x5 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ` BCDL 5.0 LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SPACING- 2-0.0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TP12007 REACTIONS. (lb/size) 14=1952/0-8-0, 9=1950/0-8-0 Max Horz 14=-62(LC 6) Max Uplift14=-1094(LC 8), 9=-1047(LC 5) Max Grav 14=1957(LC 17), 9=1956(LC 18) CSI. DEFL. in (loc) Well L/d PLATES GRIP TC 0.43 Vert(LL) 0.1910-12 >807 240 MT20 244/190 SC 0.94 Vert(TL) -0.2810-12 >550 180 WB 0.68 Horz(TL) 0.06 9 n/a n/a (Matrix-M) Weight: 79 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-9-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Inglallation guide, FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-21 =-1 056/553, 21-22=-1056/553, 22-23=-1058/553, 4-23=-1058/553, 4-24=-3258/1780 24-25=-3258/1780, 25-26=-3258/1780, 5-26=-3258/1780, 5-27=-1059/554, 27-28=-1058/553, 28-29=-1057/553, 6-29=-1057/554 BOT CHORD 13-14=-457/965, 13-30=-1631/2871, 30-31=-163112871, 31-32=-1631/2871, 32-33=-1631/2871, 12-33=-163112871, 12-34=-1615/2874, 34-35=-1615/2874, 35-36=-1615/2874, 11-36=-1615/2874, 10-11=-1615/2874, 9-10=-433/939 WEBS 3-13=-590/1160, 6-10=-594/1162, 4-13=-1962/1230, 4-12=-165/525, 5-12=-159/522, 5-1 0=-1 965/1225, 3-14=-2185/1082, 6-9=-2187/1084 NOTES- A. 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=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; %--* v �i C E N ��.� % i �o 9 Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 _ + g� 39380-�. 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 E fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1094 ib uplift at joint 14 and 1047 lb uplift at joint 9. . O ' I HT 40 �•. T C ��,I�s • R .G•',�� 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32 has/have been moding designer must review loads to that they forthe �s N er d. lhbreaks verify are oused in the arrect 9) Semi-gid pitch Including heels" Member end f x fixity model was lnalysis and designntended use sof this truss. A; ;, �� FL Cert. 6634 August 6,2014 ®WaYttNiFX".. •Yenfq desd;7n panmm[crs ,und RFiiD M17r.'S Gti 7NrS riND rfNa.UDED MrfgrrJiFFLREM� fb1GE Mrf-M.73 nr a Sjd.4j7dKdt+.11r1NEL3£ �_ 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' fabrication, Additional permanent bracing of the overall structure Is the responsibllity 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 vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA ZZ2314. Tampa, FL 33610 astBlvd. 1fSouthernp'ine�SF lumber isspecitied, the design vatuesarethoseefitctive06j0172A13tryALS'C Job Truss Truss Type City Ply Rinlcella Add lion/Floors T6457766 27070 F01G Hip Girder 1 1 Job Reference (optional) yea, woo, „v rv,e rio, ,ram. urary /.o3u s JUI 11 zvi4 MI I eK Inaustnes, Inc. WOO Aug Ub 13:35:44 ZU14 Page 2 NOTES- ID:7LxbgigS6nkrdsKsRCSQgSzORPr-sbS W2vPAD3X5N la5wmLV3lzHJdh IQDojCQIPTDygzfP 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 774 Ib down and 310 Ib up at 2-6-0, 774 Ib down and 310 Ib up at 13-10-0, 92 Ib down and 86 Ib up at 4-3-13, 106 Ib down and 111 Ib up at 5-6-1, 117 Ib down and 129 Ib up at 5-11-14, 114 Ib down and 123 Ib up at 6-4-0, 107 Ib down and 123 lb up at 8-4-0, 114 Ib down and 123 Ib up at 10-0-0, 117 Ib down and 129 Ib up at 10-4-2, and 106 Ib down and 111 Ib up at 10-9-15, and 92 Ib down and 86 Ib up at 12-0-3 on top chord, and 145 Ib down and 63 Ib up at 4-3-13, 106 Ib down and 46 Ib up at 5-6-1, 106 Ib down and 46 Ib up at 5-11-14, 98 Ib down and 42 Ib up at 6-4-0, 98 Ib down and 42 Ib up at 8-4-0, 98 Ib down and 42 Ib up at 10-0-0, 106 Ib down and 46 Ib up at 10-4-2, and 106 Ib down and 46 Ib up at 10-9-15, and 145 Ib down and 63 Ib up at 12-0-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 6-8=-70, 15-18=-10 Concentrated Loads (lb) Vert: 3=-709(F) 6=-709(F) 11=-138(B) 4=-33(B) 12=-94(B) 5=-33(B) 21=1O(B) 22=-19(B) 23=-40(B) 25=-33(B) 27=-40(B) 28=-19(B) 29=1O(B) 30=-138(B) 31=-101(6) 32=-104(B) 33=-94(6) 34=-94(B) 35=-104(B) 36=-101(B) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-6=-60, 6-8=-60, 15-18=-10 Concentrated Loads (lb) Vert: 3=-634(F) 6=-634(F) 11=-121(B) 4=-28(B) 12=-83(B) 5=-28(B) 21=8(B) 22=-16(B) 23=-34(B) 25=-28(B) 27=-34(B) 28=-16(8) 29=8(8) 30=-121(8) 31=-89(B) 32=-92(B) 33=-83(B) 34=-83(B) 35=-92(B) 36=-89(B) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-6=-30, 6-8=-30,"15-18=-30 Concentrated Loads (lb) Vert:3=-559(F) 6=-559(F) 11=-87(B) 4=-14(B) 12=-73(B) 5=-14(8) 21=4(B) 22=-8(B) 23=-17(6) 25=-14(B) 27=-17(B) 28=-8(B) 29=4(B) 30=-87(B) 31=-72(8) 32=-82(B) 33=-73(B) 34=-73(B) 35=-82(B) 36=-72(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=17, 3-24=62, 6-24=52, 6-8=36, 14-15=47, 14-18=-6 Harz: 1-3=-35, 6-8=54 Drag: 3-4=1, 5-6=-1 Concentrated Loads (lb) Vert: 3=310(F)6=310(F)11=59(B)4=29(B)12=38(B)5=39(B)21=-B(B)22=17(B)23=35(B)25=39(B)27=45(B)28=26(B)29=2(B)30=59(B)31=42(B)32=42(B) 33=38(8)34=38(B)35=42(B)36=42(8) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1:60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=36, 3-26=52, 6-26=62, 6-8=17, 9-15=-6, 9-18=47 Horz: 1-3=-54, 6-8=35 Drag: 3-4=1, 5-6=-1 Concentrated Loads (Ib) Vert: 3=31O(F)6=31O(F)11=59(B)4=39(B)12=38(B)5=29(B)21=2(B)22=26(B)23=45(B)25=39(B)27=35(B)28=17(B)29=-B(B)30=59(B)31=42(B)32=42(B) 33=38(8)34=38(B)35=42(B)36=42(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-55, 3-6=-32, 6-8=-4, 14-15=43, 14-18=-10 Horz: 1-3=25, 6-8=26 Drag: 3-4=-0, 5-6=0 Concentrated Loads (Ib) Vert: 3=-596(F) 6=-596(F) 11 =63(B) 4=123(B) 12=42(B) 5=123(B) 21=86(B) 22=1 11 (B) 23=1 29(B) 25=123(B) 27=129(B) 28=1 11 (B) 29=86(B) 30=63(B) 31=46(B) 32=46(B) 33=42(B) 34=42(B) 35=46(B) 36=46(B) 7) Dead + 0.6 MWFRS Wind (Neg. Intemal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pID Vert: 1-3=-4, 3-6=-32, 6-8=-55, 9-15=-10, 9-18=43 Harz: 1-3=-26, 6-8=-25 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert:3=-596(F) 6=-596(F)11=63(B)4=123(B)12=42(B)5=123(8)21=86(B)22=111(B)23=129(B)25=123(B)27=129(B) 28=1 11 (B) 29=86(B) 30=63(B) 31 =46(B) 32=46(B) 33=42(B) 34=42(B) 35=46(B) 36=46(B) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=55, 3-6=55, 6-8=55, 14-15=47, 14-18=-6 Harz: 1-3=-73, 6-8=73 Drag: 3-4=1, 5-6=-1 Concentrated Loads (lb) Vert: 3=260(F)6=260(F)11=59(B)4=36(B)12=38(B)5=36(B)21=-2(B)22=23(B)23=42(B)25=36(B)27=42(B)28=23(B) 29=-2(B)30=59(B)31=42(B)32=42(B)33=38(B)34=38(8)35=42(B)36=42(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=16, 3-6=16, 6-8=16, 9-15=-6, 9-18=47 Harz: 1-3=-34, 6-8=34 Drag: 3-4=0, 5-6=-0 A WARhdh* Ve.drr desgn pa.-.fers and AFAD MUS GM7(d7SAMRaURif1 MITFKRFFFAF.M7PAM.''M[1-MTjrrrw lldti/2fJtdNFFfSW.:tl.5.: �� 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 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA zz2314. Tampa, If Southern fain {SR� lumber'issfreclfiedy the dali n values are those effeatixe 0SAI f3013 by ALSO P , FL 33610.4115 Job Truss Truss Type Qty Ply=FfoorsT6457766 , 27070 F01G Hip Girder 1__,_, _, _,_,_ optional) 7.53o s Jul 112014 MITek Industries, Inc. Wed Aug 06 13:38:44 2014 Page 3 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-sbSW2vPAD3X5N Ia5wmLV3lzHJdh IQDojCQIPTDygZfP LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-36(F) 6=-36(F) 1 1=59(B) 4=75(B) 12=38(B) 5=75(B) 21=38(B) 22=63(B) 23=81(B) 25=75(B) 27=81(B) 28=63(B) 29=38(B) 30=59(8) 31=42(B) 32=42(8) 33=38(B) 34=38(B) 35=42(B) 36=42(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-32, 3-6=-32, 6-8=-32, 14-15=43, 14-18=-10 Horz: 1-3=2, 6-8=-2 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-514(F)6=-514(F)11=63(B)4=123(B)12=42(B)5=123(B)21=86(B)22=111(B)23=129(B)25=123(8)27-129(B)28=111(13)29=86(B)30=63(B)31=46(B) 32=46(B) 33=42(B) 34=42(B) 35=46(B) 36=46(B) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-32, 3-6=-32, 6-8=-32, 9-15=-10, 9-18=43 Horz: 1-3=2, 6-8=-2 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-514(F)6=-514(F)11=63(B)4=123(B)12=42(B)5=123(B)21=86(B)22=111(8)23=129(B)25=123(B)27=129(B)28=111(B)29=86(B)30=63(8)31=46(B) 32=46(B) 33=42(B) 34=42(B) 35=46(B) 36=46(B) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-3=-30, 3-6=-30, 6-8=-30, 15-18=-10 Concentrated Loads (lb) Vert: 3=-410(F) 6=-410(F) 11=-71(B) 4=-14(B) 12=-51(B) 5=-14(B) 21=4(B) 22=-8(B) 23=-17(B) 25=14(13) 27=-17(B) 28=-B(B) 29=4(B) 30=71(B) 31=-53(B) 32=-56(B) 33=-51(B) 34=-51(B) 35=-56(B) 36=-53(B) 13) Dead + 0.75 Roof Live (bai.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-79, 3-6=-62, 6-8=41, 14-15=30, 14-18=-10 Horz: 1-3=19, 6-8=19 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-774(F) 6=-774(F) 11=34(8) 4=93(B) 12=23(B) 5=93(B) 21=68(8) 22=85(B) 23=97(B) 25=93(B) 27=97(B) 28=85(B) 29=68(B) 30=34(B) 31=25(B)32=25(8) 33=23(B) 34=23(B) 35=25(B) 36=25(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-41, 3-6=-62, 6-8=-79, 9-15=-10, 9-18=30 Horz: 1-3=-19, 6-8=-,19 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-774(F) 6=-774(F) 11=34(B) 4=93(B) 12=23(B) 5=93(B) 21=68(B) 22=85(B) 23=97(B) 25=93(B) 27=97(B) 28=85(B) 29=68(B) 30=34(B) 31=25(B) 32=25(B) 33=23(B)34=23(B)35=25(B)36=25(8) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg, Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-62, 3-6=-62, 6-8=-62, 14-15=30, 14-18=-10 Horz: 1-3=2, 6-8=-2 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert:3=-713(F) 6=-713(F)11=34(B)4=93(B)12=23(B)5=93(B)21=68(B)22=85(B)23=97(B)25=93(B)27=97(B)28=85(B) 29=68(B)30=34(B)31=25(B)32=25(B)33=23(B)34=23(B)35=25(B)36=25(8) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-62, 3-6=-62, 6-8=-62, 9-15=-10, 9-18=30 Horz: 1-3=2, 6-8=-2 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-713(F) 6=-713(F) 11 =34(B) 4=93(B) 12=23(B) 5=93(B) 21 =68(B) 22=85(B) 23=97(B) 25=93(B) 27=97(B) 28=85(B) 29=68(B)30=34(B)31=25(B)32=25(B)33=23(B)34=23(B)35=25(6)36=25(8) 17) let Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 6-8=-30, 15-18=-10 Concentrated Loads (lb) Vert: 3=-709(F) 6=-709(F) 11=-138(13) 4=-33(B) 12=-94(B) 5=-33(B) 21=10(B) 22=-19(B) 23=40(13) 25=-33(B) 27=-40(B) 28=19(8) 29=10(B) 30=-138(B) 31=-101(8) 32=-104(B) 33=-94(B) 34=-94(B) 35=-104(B) 36=-101(B) 18) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-6=-70, 6-8=-70, 15-18=-10 Concentrated Loads (lb) Vert: 3=-709(F) 6=-709(F) 11=-138(B) 4=-33(8) 12=-94(B) 5=-33(B) 21=10(B) 22=-19(B) 23=-40(8) 25=-33(B) 27=-40(8) 28=-19(B) 29=10(B) 30=-138(B) 31=-101(B) 32=-104(B) 33=-94(B) 34=94(B) 35=-104(B) 36=-101(B) 19) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-6=-60, 6-8=-30, 15-18=-10 Continued on Daae 4 ®WARNItF'•Verity des npanme�rsquad BEAD!'A7FSGN7MS�it1D IMIVDEO MITFKREfEREhCFF4f,E NII-7473 rr!w 11d91201d WOREME 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 ller anon vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314, Tampa, FL 33610.4115 ItSouthern pineySPj lumber issperifiedrthe design values are the efiectiveQ6/O1/2013 byAtSC Job - i Truss Truss Type Qty Ply Rinicella Addition/Floors T6467766 27070 F01G Hip Girder 1 1 obReference o do al f.aJa s JUI 11 2U14 Mn eK Inausines, mC. vvea Hug u0 1J:3a:44 2u14 Fage 4 I D:7LxbgigS6nkrdsKsRCSQgSzORPr-sbS W2vPAD3X5N Ia5wmLV3lzHJdhlQDojCQIPTDygZfP LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-634(F) 6=-634(F) 11=-121(B) 4=-28(B) 12=-83(B) 5=-28(B) 21=8(B) 22=-16(8) 23=-34(8) 25=-28(B) 27=-34(B) 28=-16(B) 29=8(B) 30=-121(B) 31=-89(8) 32=-92(B) 33=-83(B) 34=-83(B) 35=-92(8) 36=-89(B) 20) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-6=-60, 6-8=-60, 15-18=-10 Concentrated Loads (lb) Vert:3=-634(F) 6=-634(F) 11=-121(B) 4=-28(B) 12=-83(B) 5=-28(B) 21=8(8) 22=-16(B) 23=-34(B) 25=-28(B) 27=-34(B) 28=-16(B) 29=8(B) 30=-121(B) 31=-89(6) 32=-92(6) 33=-83(B) 34=-83(B) 35=-92(B) 36=-89(B) 21) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=17, 3-24=62, 6-24=52, 6-8=36, 14-15=47, 14-18=6 Horz: 1-3=-35, 6-8=54 Drag: 3-4=1, 5-6=-1 Concentrated Loads (lb) Vert: 3=310(F) 6=310(F) 11=-145(B) 4=-114(B) 12=-98(B) 5=-104(B) 21=-92(6) 22=-106(B) 23=-117(B) 25=-104(B) 27=-107(B) 28=-97(B) 29=-82(B) 30=-145(B) 31=-106(B) 32=-106(B) 33=-98(B) 34=-98(B) 35=-106(B) 36=-106(B) 22) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=36, 3-26=52, 6-26=62, 6-8=17, 9-15=-6, 9-18=47 Horz: 1-3=-54, 6-8=35 Drag: 3-4=1, 5-6=-1 Concentrated Loads (lb) Vert: 3=31O(F) 6=310(F) 11=-145(B) 4=-104(B) 12=-98(B) 5=-114(B) 21=-82(6) 22=-97(B) 23=-107(B) 25=-104(B) 27=-117(B) 28=-106(B) 29=-92(B) 30=-145(B) 31=-106(B)32=-106(B)33=-98(8)34=-98(B)35=-106(6)36=-106(B) 23) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-55, 3-6=-32, 6-8=-4, 14-15=43, 14-18=-10 Horz: 1-3=25, 6-8=26 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-596(F) 6=-596(F) 11=-141(B) 4=-19(B) 12=-94(B) 5=19(B) 21=2(8) 22=-12(8) 23=-23(8) 25=-19(B) 27=-23(B) 28=-12(B) 29=2(B) 30=-141(B) 31=-102(6) 32=-102(B) 33=-94(B) 34=-94(B) 35=-102(B) 36=-102(B) 24) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-4, 3-6=-32, 6-8=-55, 9-15=-10, 9-18=43 Horz: 1-3=-26, 6-8=-25 Drag: 3-4=-0, 5-6=0" Concentrated Loads (lb) Vert:3=-596(F) 6=-596(F) 11=-141(8) 4=-19(B) 12=-94(B) 5=-19(B) 21=2(B) 22=-12(B) 23=-23(B) 25=-19(B) 27=-23(B) 28=-12(B) 29=2(B) 30=-141(B) 31=-102(B) 32=-102(B) 33=-94(B) 34=-94(B) 35=-102(B) 36=-102(6) 25) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=55, 3-6=55, 6-8=55, 14-15=47, 14-18=-6 Horz: 1-3=-73, 6-8=73 Drag: 3-4=1, 5-6=-1 Concentrated Loads (lb) Vert: 3=260(F) 6=260(F) 11=-145(B) 4=-107(B) 12=-98(B) 5=-107(9) 21=-86(B) 22=-100(B) 23=-110(6) 25=-107(B) 27=-110(B) 28=-100(B) 29=-86(B) 30=-145(B) 31=-106(B) 32=-106(6) 33=-98(B) 34=-98(6) 35=-106(B) 36=-106(B) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=16, 3-6=16, 6-8=16, 9-15=-6, 9-18=47 Horz: 1-3=-34, 6-8=34 Drag: 3-4=0, 5-6=-0 Concentrated Loads (lb) Vert: 3=-36(F) 6=-36(F) 11=-145(B) 4=-67(B) 12=-98(B) 5=-67(B) 21=-46(B) 22=-60(B) 23=-71(B) 25=-67(B) 27=-71(B) 28=-60(B) 29=-46(B) 30=-145(8) 31=-106(B) 32=-106(B) 33=-98(B) 34=-98(B) 35=-106(B) 36=-106(B) 27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-32, 3-6=-32, 6-8=-32, 14-15=43, 14-18=-10 Horz: 1-3=2, 6-8=-2 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert:3=-514(F) 6=-514(F) 11=-141(B) 4=-19(B) 12=-94(B) 5=-19(B) 21=2(B) 22=-12(3) 23=-23(B) 25=-19(B) 27=-23(B) 28=-12(B)29=2(B)30=-141(B)31=-102(B)32=-102(B)33=-94(B)34=-94(8) 35=-102(B)36=-102(B) 28) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-32, 3-6=-32, 6-8=-32, 9-15=-10, 9-18=43 Horz: 1-3=2, 6-8=-2 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-514(F) 6=-514(F) 11=-141(B) 4=-19(B) 12=-94(B) 5=-19(B) 21=2(B) 22=-12(B) 23=-23(B) 25=-19(B) 27=-23(B) 28=-12(B)29=2(B)30=-141(B)31-=102(B)32=-102(B)33=-94(8)34=-94(B)35=-102(B)36=-102(B) 29) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 �w,arsratau; .veraty;te.ravo ra,��n<c�n aAaHF,Ifl nrira'saxnars.uaa rrxa anrn tartsarxa'malt'nr.�tlr;rrrrr.r�ata yea teas/zntesttc;BEuse: �� Design valid for use only with MfTek 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 Welk' Is for lateral support of individual web members only, Additional temporary bracing to Insure stability during construction is the responslbillify of the Mi 7 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. 54fety Information 4vg�able from Truss Plate Institute, 781 N. Lee $treat Suite 312, Alexandria, Vq 22314. fife: p'.iate ISYp futlll}et is �tecified, the dLIign vall'ues ere thU58 affective [T'ii f01 f2Ai3: htr AtSC Tampa, FL 33610.4115 Job , Truss Truss Type Qty Ply RlnicellaAdditioNFloors 27070 F01G Hip Girder 1 1 T64577fi6 Job Reference o do al 1.0 V s JYI 11 Za14 MI I ex mausines, Inc. Wag Aug ut. 1J:3C:44 Zu14 rage a ID:7LxbgigS6nlvdsKsRCSQgSzORPr-sbS W2vPAD3X5Nla5wmLV3lzHJdhlQDojCQIPTDygZfP LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-79, 3-6=-62, 6-8=-41, 14-15=30, 14-18=-10 Horz: 1-3=19, 6-8=19 Drag: 3.4=-0, 5-6=0 Concentrated Loads (ib) Vert: 3=-774(F) 6=-774(F) 11=-145(B) 4=21(13) 12=-98(B) 5=-21(B) 21=13(B) 22=-10(B) 23=-27(B) 25=-21(8) 27=-27(B) 28=-10(8) 29=13(B) 30=-145(B) 31=-105(B) 32=-106(B) 33=-98(B) 34=-98(8) 35=-106(B) 36=-105(B) 30) Reversal: Dead + 0.75 Roof Live (be[.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-41, 3-6=-62, 6-8=-79,9-15=-10, 9-18=30 Horz: 1-3=-19, 6-8=-19 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-774(F) 6=-774(F) 11=-145(B) 4=-21(B) 12=-98(B) 5=-21(B) 21=13(B) 22=-10(B) 23=-27(8) 25=-21(B) 27=-27(B) 28=-10(8) 29=13(B) 30=-145(B) 31=-105(B) 32=106(B) 33=-98(B) 34=-98(8) 35=-106(6) 36=-105(B) 31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-3=-62, 3-6=-62, 6-8=-62, 14-15=30, 14-18=-10 Horz: 1-3=2, 6-8=-2 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-713(F) 6=-713(F) 11=-145(B) 4=21(B) 12=-98(B) 5=21(B) 21=13(B) 22=-10(B) 23=27(B) 25=-21(B) 27=-27(B) 28=-10(B) 29=13(6) 30=-145(B) 31=-105(B) 32=106(6) 33=98(B) 34=-98(B) 35=-106(B) 36=-105(B) 32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-3=62, 3-6=-62, 6-8=-62, 9-15=-10, 9-18=30 Horz: 1-3=2, 6-8=-2 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-713(F) 6=-713(F) 11=-145(B) 4=-21(B) 12=-98(B) 5=21(B) 21=13(B) 22=-10(B) 23=27(B) 25=-21(B) 27=-27(B) 28=-10(B) 29=13(B) 30=-145(B) 31=-105(B) 32=106(1]11) 33=98(B) 34=-98(B) 35=-106(B) 36=-105(B) ® WARAHM7 -Verify des�n pare—wrs uad Rs4D fA7ES GM 7NTSAW JAULIMED Mf TFKREURENW FAIM M11-7473 m.R I1d4/20IdAEFOBFME 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 truss designer. Bracing - not 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 MiTek' 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 va able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 231 A. 1fSnuthem 1ne�5P lumberisspecified,thedesignvaluesareth�sei 6904 Parke East Blvd. Tampa, FL 33610-4115 ffective46y�O1J2013byALiC Job s Truss Truss Type Ply Rlnicella Addition/FlDors 27070 F02 HIP �_Uty 1 1 T6457767 Fast f:nael Tn,ee GnM Dim- CI Job Reference (optional) O r- 1.— 5 JUI I I LU l4 MI I OK InaUSIneS, Inc, vvea Aug ub 13:3a:4b 2014 Page 1 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-LnOuGFQc Nfy?SBHUTskczWyO959mrsR4Vz?gygZfO 0 1.2 2-8-0 6.4 8 9-11-8 13-10-0 18-4 0 16 5-2 0-1-2 2.6.0 3-10-8 3-7-0 3-10-8 2."0.1.2 Scale=1:29.1 6,00 12 4x6 = WA 46 = = 3x4 = 3x4 = 3x4 9 3x4 = 3x4 = 3x4 = 3x4 3x4 = = 1-6-0 2-6-0 8-2-0 13.10.0 14 0-0 16-4-0 1.8.0 1-0-0 5-8-0 ca n mate Offsets (X Y)-- f170-0-4 0-0-41 I3:0-3-0 0-0-121 I6`0-3-0 0-0-121 I8 0-0-4 0-0 41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 20.0 TCDL 15.0 Plates Increase 1.25 TC 0.25 Vert(LL) 0.08 12 >999 240 MT20 244/190 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.11 12 >999 180 BCLL 0.0 " Rep Stress Incr NO WB 0.30 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC201 OITP12007 (Matrix-M) Weight: 78 lb FT = 0% Lu1YIt5r_K- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 14=1350/0-8-0, 9=1350/0-8-0 Max Horz 14=-62(LC 6) Max Upliftl4=-766(LC 8), 9=-730(LC 5) Max Grav 14=1355(LC 17), 9=1355(LC 18) BRACING. TOP CHORD Structural wood sheathing directly applied or 4-11-1 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 lagallation ouide, FORCES. (lb) -Max. Comp./Max. Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-565/295, 4-21=-1386/789, 21-22=-1386/789, 5-22=-1386/789, 5-6=-565/295 BOT CHORD 13-14=-241/559, 12-13=-768/1359, 11-12=-784/1359, 10-11=-784/1359, 9-10=-217/529 WEBS 3-13=-128/327,6-10=-128/327,4-13=-885/605,5-10=-885/604, 3-14=-1271/628, 6-9=-1271/628 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=15ft; 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 ,,1111111111111 t% A; 11.' plate grip equate drainage 3) Provide adequate drainage to PS q \v, • • • • �Q prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center, O-p • G• E N 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 fit between the bottom �j 9380 4 a chord and an other members. * �'- Z5Aa 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 766 Ito uplift at joint 14 and 730 Ito uplift at joint 9. = 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20 has/have been modified. Building designer must review44/ loads to verify that they are correct for the intended use of this truss. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) AT E .�Oi(� ••, � P •. �� 0 or other connection device(s) shall be provided sufficient to support concentrated load(s) 752 lb down and 296 lb up at R � • \ 2-6-0, and 752 lb down and 296 lb up at 13-10-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. ��j SlS • • • '' ` \ �>`, �l1I1111 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. N A; 12) 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 FL Cert. 6634 ;ontnued on page 2 August 6,2014 ®tYARNtAu-4'edfp cte!.tign pnramtu!rs and RFAO M'17F.SOId7ld7SAM.177�:7.WiEF7Ml7F'KdtFfL'RFMFPACid_MI!•MY.i ersa R/d.4/211t+<&;FaAFfJSF: �� 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• 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 va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 Tampa, FL 3 East Blvd. I Southern[vine�SP lumber is specified, the designuauesarethoseeffective45 G1/ 01'abyALiC Job Truss Truss Type Qty Ply RinicellaAddftlon/Floors v T6457787 27070 F02 Hip 1 1 Job Reference (optional) L.oju a Jul 11 zul4 mi I ex Inaus[rles, Inc. vvea Aug U0 13:Stl:45 Zu14 rage Z ID:7LxbgigS6nkrdsKsRCSQgSz0RPr-Ln0uGFQc_Nfy7S8H UTskczWyO959mrsR4Vz7gygZfO LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 6-8=-70, 15-18=-10 Concentrated Loads (lb) Vert: 3=-689(F) 6=-689(F) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-6=-60, 6-8=-60, 15-18=-10 Concentrated Loads (lb) Vert: 3=-617(F) 6=-617(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-6=-30, 6-8=-30, 15-18=-30 Concentrated Loads (lb) Vert: 3=-544(F) 6=-544(F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=17, 3-21=62, 6-21=52, 6-8=36, 14-15=47, 14-18=-6 Horz: 1-3=-35, 6-8=54 Drag: 3-4=1, 5-6=-1 Concentrated Leads (lb) Vert: 3=296(F) 6=296(F) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=36, 3-22=52, 6-22=62, 6-8=17, 9-15=-6, 9-18=47 Horz: 1-3=-54, 6-8=35 Drag: 3-4=1, 5-6=-1 Concentrated Loads (lb) Vert: 3=296(F) 6=296(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-55, 3-6=-32, 6-8=-4, 14-15=43, 14-18=-10 Horz: 1-3=25, 6-8=26 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-580(F) 6=-580(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-4, 3-6=-32, 6-8=-55, 9-15=-10, 9-18=43 Horz: 1-3=-26, 6-8=-25 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-580(F) 6=-580(F) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=55, 3-6=55, 6-8=55, 14-15=47, 14-18=-6 Horz: 1-3=-73, 6-8=73 Drag: 3-4=1, 5-6=-1 Concentrated Loads (lb) Vert: 3=248(F) 6=248(F) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=16, 3-6=16, 6-8=16, 9-15=-6, 9-18=47 Horz: 1-3=-34, 6-8=34 Drag: 3-4=0, 5-6=-0 Concentrated Loads (lb) Vert: 3=-39(F) 6=-39(F) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-32, 3-6=-32, 6-8=-32, 14-15=43, 14-18=-10 Horz: 1-3=2, 6-8=-2 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-501(F) 6=-501(F) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-32, 3-6=-32, 6-8=-32, 9-15=-10, 9-18=43 Horz: 1-3=2, 6-8=-2 Drag: 3.4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-501(F) 6=-501(F) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit, metal=0.90 Uniform Loads (plf) Vert: 1-3=-30, 3-6=-30, 6-8=-30, 15-18=-10 AWARNtFr •Vcaify ch!.stgn P-.-wrs a4J RFAD M ITS MV 7141S AND !lsClrMTb MrTFaCRFFERThtEMG[i Ailr-7473 re a IJd.9J2f17dl+f.TaRT IISF. �� 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 BCSI Building Component 6904 Parke East Blvd. S fety Information voi able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 ( Southerntvtrre�Sp lumber isspecMe1wthedesignvraluesarethoseeffective06A1f207.3byA4LSG Jab r Truss Truss Type � Qty Ply Rlnicella Addition/Floors 27070 F02 Hip 1 1 T6457767 7.03u s Jul 11 Zu14 MI I eK Inaustrles, Inc. Wed Aug 05 13:38:45 2014 Page 3 I D:7 LxbgigS6nkrdsKs R CS Qq SzO RPr-Ln OuG FQ c_Nfy?S8 H UTskczWyO959m rsR4Vz?gygZf 0 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-400(F) 6=-400(F) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-79, 3-6=-62, 6-8=-41, 14-15=30, 14-18=-10 Horz: 1-3=19, 6-8=19 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-752(F) 6=-752(F) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=41, 3-6=-62, 6-8=-79, 9-15=-10, 9-18=30 Horz: 1-3=-19, 6-8=-19 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-752(F) 6=-752(F) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-62, 3-6=-62, 6-8=-62, 14-15=30, 14-18=-10 Horz: 1-3=2, 6-8=-2 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-693(F) 6=-693(F) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-62, 3-6=-62, 6-8=-62, 9-15=-10, 9-18=30 Horz: 1-3=2, 6-8=-2 Drag: 3-4=-0, 5-6=0 Concentrated Loads (lb) Vert: 3=-693(F) 6=-693(F) 17) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 6-8=-30, 15-18=-10 Concentrated Loads (lb) , Vert: 3=-689(F) 6=-689(F) 18) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-6=-70, 6-8=-70, 15-18=-10 Concentrated Loads (lb) Vert: 3=-689(F) 6=-689(F) 19) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-6=-60, 6-8=-30, 15-18=-10 Concentrated Loads (lb) Vert: 3=-617(F) 6=-617(F) 20) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 3-6=-60, 6-8=-60, 15-18=-10 Concentrated Loads (lb) Vert: 3=-617(F) 6=-617(F) ®WARNIM �Vn.,u4di? s*pan"letrvsaaJ RFAD At9W ON 7147S AND IIW200 MITFKR£fr MI''MCC M114473 m.R IJd:.JNltdaSrr.)REME r•r. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. �F 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 M!Tek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. 54fety Inlorma Ion va' able from Jruss Plofe Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, Rout � n<e jSP� lumber is specified, the desrgrf values are those effective 0610312013, by At3C P , FL 33610-4115 Job Truss Truss Type Qty Ply RinicellaAddition/Floors i T6457768 27070 F03 Hip 3 1 ob Reference (optional East Coast Truss, Fort Pierce, FL. 34946 - 7.530 s Jul 112014 MTek Industries, Inc. Wed Aug 06 13:38:45 2014 Page 1 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-LnOuGFQo_Nfy?S8HUTskczVUhO9p9misR4Vz?gygZfO -Oatn2 1-10-0 , 2-6-0�_ 13-10-0 , 14-1 n-0 , 0-h-2 1-10-0 ' 0-8-0 3=10-8 3-7-0 3-10-8 T 1-0:-0 6.00 F12 4x6 — , 1 �9 3x4 = 3x4 = 3x4 = '3x4 = 3x4 3x4 = 3x4 = 3x4 8 5x6 = 14.10-0 Scale = 1:26.7 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 5.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber increase 1.25 Rep Stress Incr NO Code FBC2010/TP12007 CSI. TC 0.26 BC 0.41 WB 0.31 (Matrix-M) DEFL. in Vert(LL) 0.08 Vert(TL) -0.11 Horz(TL) 0.03 (loc) I/dell Ud 11 >999 240 11 >999 180 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 74 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 7-8: 2x8 SP No.2 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer LjDstallglig[Iu' REACTIONS. (lb/size) 8=1184/0-4-0, 13=1364/0-8-0 Max Horz 13=70(LC 8) Max Uplift8=-608(LC 5), 13=-771(LC 8) Max Grav8=1206(LC 14), 13=1364(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-572/305, 4-17=1452/862, 17-18=-1452/862, 5-18=-1452/862, 5-6=-641/339 BOT CHORD 12-13=-282/546, 11-12=-863/1406, 10-11=-902/1431, 9-10=-902/1431, 8-9=-312/603 WEBS 3-12=-148/338,6-9=-178/355, 6-8=-1374/711, 3-13=-1281/631, 4-12=-911/612, 5-9=-846/609 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Exp DAEncl., GCpi=0.1181 MWFRS (directional); gust) cantilever eft and right exposed sB end vertical left and right exposed; xposed LumberDOL=1I60 ��,''`S i A1! 1 11 ,,o plate grip DOL=1.60 ,�� • • • • • .q / n I�� 3) Provide adequate drainage to prevent water ponding. ,� 0. • G E N •' `v �e 4) Plates checked for a plus or minus 0 degree rotation about its center, e��.�•••�,1 S•.'9j�� 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 * ; • 0 3 938 fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 608 lb uplift at joint 8 and 771 lb uplift at joint 13, _ •� 8) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :— T» :'AT E 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 752 lb down and 296 lb up at 2-6-0, 0 and 752 lb down and 296 lb up at 13-10-0 on top chord. The design/selection of such connection device(s) is the responsibility of 0� T ••. Q` �� others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ��j ss • ` �` 11) 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 11111111110 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 :ontinued on a e 2 August 6,2014 ®WARA4Ati ymcW.rs f RFAD AV7ESGN7MWAMO i/1taMDED NrYWREFEREACEPACr M11-7413 sea IPd9/lA2dA+FfiW:tdSF.' �!� 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 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. Safe Informagt�on a able from Truss Plo a Institute, 781 N. Lee Street, Suite 312, Ale andria, VA Z2314. Tampa, FL 33610.4115 if Sout}tern P rre�SF* lumber is ecified, the design values are those of ective 05p01J.013 by7d sC Job Truss Truss Type Qty Ply 4 =/Floorsr6457768 27070 F03 Hip 31(optional) 7.WU s JUI 11 Z014 MITeK Inaustres, Ina. Wea AUg 05 13:38:45 2014 Page 2 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-LnOuGFQo_Nfy?S8HUTskczVUhO9p9misR4Vz?gygZfO LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 6-7=-70, 8-14=-10 Concentrated Loads (Ib) Vert: 3=-689(F) 6=-689(F) %WARNIM.vertu de..srpp.—..Mtn and RE41) M W ON Tills AND Ma WED HIM."KIM ERW7WE 111I.741.7 re n 111.9J2Old rlfaal:U.S. 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 BCSI Building Component 6904 Parke East Blvd, Safety Information qva' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, At xandria, VA 22314 IfSauthcrnPineISP Iumi3orIsSwerifiL-&thede�t�+�F iznva sarethose�rri.nn:r6fi1'ts7l niaq,..:t�rtt^ Tampa, FL33610.4116 Job Truss Truss Type Oty Ply=FloorsT6457769 27070 FG01 Floor Girder 1optional) "asr wa„ Miss, run Pierce, FL. 34946 7,530 s Jul 112014 MITek Industries, Inc. Wed Aug 06 13:38:47 2014 Page 1 ID:7LxbgigS6nkrdsKsRCSOgSzORPr-HABegwR2W vgEllgbuuChObk7gDdXp9u0_33YygZfM 1I 1-0� 2-10.14 2.0--0 1-1-0 Scale=1:33.1 0-k8 0-1M8 Special 3x12 = 1x4 II 3x4 = 1 54 = 3x4 = 4x4 = 1x4 II 3x12 = Sx8 = 3x4 = 4x14 = 3x8 = 4x6 = 1x4 II 1x4 II 3x8 = 414 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plates Increase 1.00 TC 0.65 TCDL 10.0 Lumber Increase 1.00 BC 0.92 BCLL 0.0 Rep Stress Incr NO WB 0.85 BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 `Except' 1-18,9-10,2-17,8-11: 2x6 SP No.2, 1-17,9-11: 2x4 SP No.2 REACTIONS. (lb/size) 18=4148/0-7-4, 10=1414/0-7-4 DEFL, in (loc) I/deft L/d PLATES GRIP Vert(LL)-0.2714-16 >872 360 MT20 244/190 Vert(TL)-0.4214-16 >556 240 Horz(TL) 0.07 10 n/a n/a Weight: 204 lb FT = 0% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 1-18=-3972/0, 9-10=-1399/0, 1-2=-4849/0, 2-3=-6694/0, 3-4=-6694/0, 4-5=-6180/0, 5-6=-4295/0, 6-7=-4295/0, 7-8=-4295/0, 8-9=-1683/0 BOT CHORD 16-17=0/5779, 15-16=0/6180, 14-15=0/6180, 13-14=0/6180, 12-13=0/6180, 11-12=0/1982 WEBS 4-14=-371/0, 5-13=0/419, 2-17=-4086/0, 1-17=0/6031, 8-11=-1315/0, 9-11=0/2118, 2-16=01990, 3-16=-483/0, 4-16=0/1119, 5-12=-230510, 7-12=-270/82, 8-12=0/2501 NOTES. 1) 2-ply truss to be connected together with 1 Od (0.131"xW) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 2 rows staggered at 0-2-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. �� PS A• q /i 3) Unbalanced floor live loads have been considered for this design. %**� O` ' • •""' • �e j 4) Plates checked for a plus or minus 0 degree rotation about its center. -, .r•.•�\ G E N &'•.•q •.. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to RHO 3938Q —s be attached to walls at their outer ends or restrained by other means. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3524 lb down at 1-11-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 'rATE [U LOAD CASE(S) Standard " Q • ((/ 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 i�T • •; , Q V, Uniform Loads (plo 0 R 18=-10, 1-9=-100 I�'�ss 1 • �� ,`� Concentrated Loads (lb) i, �0 � 1� N A��% Vert: 2=-3444(F) FL Cet 6634 August 6,2014 ®WARNtrfi • V rrirp des�n Paramcuus aad READ fA1ESGN7MSAND fACllMED MrTFXREEFR:KF PAGE Mfr-7413 Pea Ild9/YOL4 ITOMME Design valid for use onlywith Milek 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 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 91vtl. Safety Informallon vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 2314. Tampa, FL 3 ast Blvd. IfSauthern rne�SP�lumtrerisspecified,thedesignvaluesareth�seeffettive06�O3J2013byALSC Job Truss Truss Type Qty Ply FRInice,111aAddition[FloorsTsasn7o 27070 FG02 Floor Girder 2 Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 O-hs THA422 3x4 = 1 08 = 7.530 s Jul 112014 MTek Industries, Inc. Wed Aug 06 13:38:47 2014 Page 1 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-HA8egwR2W vgEllgbuuChObmggrWdcY9u0 33YygZfM 3-3-8 2� 1-12� , 5-1-8 i Scale = 1:32.6 THA422 1x4 II 3x4 = 3x4 = 3x4 = 4x4 = 1�_ 2x4 II 3x4 = 5x12 = 3x4 = 44 = 2x4 II LOADING (psi) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code FBC2010/TPI2007 CSI. TC 0.54 BC 0.39 WE 0.55 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) -0.06 11-12 >999 360 Vert(TL) -0.09 11-12 >999 240 Horz(TL) 0.01 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 190 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 SP No.3 'Except` BOT CHORD end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1-13: 2x8 SP No.2 REACTIONS. (lb/size) 13=983/0-7-4, 8=-35/0-3-8, 9=194710-6-0 Max UpliftB=-237(LC 3) Max Grav 13=989(LC 3), 8=82(LC 4), 9=1947(LC 1) FORCES, (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-944/0, 1-2=-2193/0, 2-3=-2098/0, 3-4=-2211/0, 4-5=-882/0, 5-6=-882/0, 6-7=0/1128 BOT CHORD 11 -1 2=0/2193, :1 0-11 =0/882, 9-10=-1128/0 WEBS 6-9=-1574/0, 7-9=-1161/0, 2-12=-747/0, 1-12=0/2211, 4-1 0=-1 123/0, 6-10=0/2299, 3-11=-397/0, 4-11=0/1455 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. ��'s p,S 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 ♦♦♦, l�� • �E N ' • connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ♦ •\ C' S' ••' ♦ 3) Unbalanced floor live loads have been considered for this design. �� •'• 4) Plates checked for a plus or minus 0 degree rotation about its center. Fri 0 38 0 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 Ib uplift at joint 8. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to • t� be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards..0 T E �•� �44/� 9) Use Simpson Strong -Tie THA422 (6-16d Girder, 6-10d Truss) or equivalent spaced at 7-1-8 cc max. starting at 4-1-8 from the left end � to 11-3-0 to connect truss(es) to front face of top chord. '•i�� •;r(� R P ��,♦ 10) Fill all nail holes where hanger is in contact with lumber. S1 •.�,,• •, G 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. IN A;%% LOAD CASE(S) Standard ,s 1O 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7=-100 FL Cert. 6634 Continued on page 2 P1uy UbL v,4u 19 ®WARMN3 •Ye!nfy da.siyn pararrK rsand RFAD M17F.S CN 7NISAND ltalaLOrDMITEKRFFFRFT(EFA6F.M11-7423n!.. 1/d.9/2014RfFCSMME r•� Design valid for use only with MfTek 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 truss - not 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 erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For MiTek• general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informs Ign vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSouthelTl�rne�SP lumber1sWecifted,thedesignvalues are thoseeffective06 6904 Parke East Blvd. Tampa, FL 3 EastBlvd. 01/2013byAGSC Job Truss Truss Type Qty Ply =orsTsasn7o 27070 FG02 Floor Girder 1 nLio a Casl coast 1 russ, ron vierce, I-L. 3494b LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 2=-432(F) 4=-395(F) 7.530 s Jul 112014 MTek Industries, Inc. Wed Aug 06 13:38:47 2014 Page 2 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-HA8egwR2W vgEllgbuuChObmggrWdcY9u0 33YygZfM ®i9ARMIAG •v-,ifrdesryn 1�ammem snd READ M17ESGM7NrSAW IrvCXME0 MITFKREEEREAr PAGEMr14473 ma I/d.912014MC tW.. 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 IMF 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. SPfety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2222314 If Southern Pi21e�SP�l-Mberisspecified, the design values are thoseeffective OS FOS/ .41RbyiA.tSC Tampa, Fl- 33610.4115 Job Truss Truss Type Qty Ply RinicellaAddslon/Floors a T6457771 27070 FG03 ROOFTRUSS 1 3 Job Reference o do al Case Vaasl I russ, ran vierce, rL. J484b 5x14 M18SHS = 2-9-13 2-8.1 23x10 = 7.530 s Jul 112014 MFrek Industries, Inc. Wed Aug 06 13:38:48 2014 Page 1 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-IMhOuGSgHl1 Wsvts9bPREb7syE41MyzJ72jdc7ygZfL 3x4 = 1x4 II 5xB WB = 3x4 = 2-9.13 Scale = 1:34.4 3x10 = 5x14 M18SHS = 4x8M18SHS II 4x1uM1asrI5 — 3x10 = 7xlOM18SHSWB = 3x10 = 4x10M18SHS = 4x8M18SHS II 3x8 = 3-6.13 6-6.7 9-6-0 12-5-9 15-5-3 19.0-0 3-6.13 2-11.9 2-11-9 9-11.a �_��_a Plate Offsets (X Y)— 12:0-3-8 0.1-81 15.0.4-0 Edge], 17:0-3-8 0-1-81 19:0-4-4 0-2-101 110:0 3 8 0 2 O1 It1:0 3 8 0 1 81 11410 3 8 0 1 81 115 :0-3-8 0 2 O1 116 0 4 4 0 0 101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.69 12 >319 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 SC 0.84 Vert(TL) -1.22 12 >181 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.11 9 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 340 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-16,8-9: 2x8 SP No.2, 1-15,8-10: 2x4 SP No.1 2-14,3-12,6-12,7-11: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 16=9525/0-8-0, 9=9525/0-8-0 Max Horz 16=108(LC 6) Max Uplift 16=-3200(LC 4), 9=-3202(LC 5) Max Grav 16=11908(LC 14), 9=11908(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-10914/2946, 6-9=-10914/2947, 1-2=-24618/6594, 2-3=-38045/10175, 3-17=-41688/11146,4-17=-41688/11146,4-5=-41688/11146,5-6=-41688/11146, 6-7=-38046/10175, 7-8=-24619/6594 BOT CHORD 15-16=-590/2037, 14-15=-6531/24636, 13-14=-10123/38063, 12-13=-10123/38063, 11-12=-10198/38050, 10-11=-6626/24611, 9-10=-561/2004 WEBS 1 -1 5=-6497/24236, 2-15=-9707/2633, 2-14=-3902/14603, 3-14=-5323/1452, 7-11=-3901/14603,;7-10—9707/2634, 8-1 016501/24236 11-5324/1450, %%%B NOTES- ,�� C•ENS'•e'9 100iI 1) 3-ply truss to be connected together with 10d (0.131"xV') nails as follows: `� '� �••�• /rv. Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-4-0 DO. 0 39380 --- 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. : f� 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; 41Cat. ll; I �►T E Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 00 0 ••• �� plate grip DOL=1.60 �i ,C� �'• \�� 4) Provide adequate drainage to prevent water ponding. �j``s ' 0 R `. D 5) All plates are MT20 plates unless otherwise indicated. N AL 6) The solid section of the plate is required to be placed over the splice line at joint(s) 13. ///0 7) Plate(s) at joint(s) 16, 1, 9, 8, 5, 15, 2, 14, 3, 12, 4, 6, 11, 7 and 10 checked for a plus or minus 0 degree rotation about its center, 11111111 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. FL Celt. 66,34 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. A- + F Ana A Continued on page 2 ® WARNING- Verify da .parameters and READMV.5 ON THIS A D If200 MITFXREFFREhCFAAOr WI.7473,eF I129/2.0Id1U.MUM 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 responsibillify of the erector. Additional permanent bracing of the overall structure is the Nil' responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlieria, DSB-89 and BCSI Building Component Safety Informal on vo' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Ale andria, VA 2314. if SouthernE�ine�SP lumber isspecified, the design 6904 Parke East Blvd. Tampa, FL 33610-4115 values are those=efixlctivn06�01/2013byALSC Job Truss Truss Type Qty Ply Addition/Floors T6457771 FJerence 27070 FG03 ROOFTRUSS 1 (optional Ica, vvva, „u r rim ,. arary f.WU S JUI 11 LU14 MI I OK Inausmes, inc. Wea Aug Vb I:S:3e:4e ZVI4 rage z NOTES- ID:7LxbgigS6nkrdsKsRCSQgSzORPr-IMhOuGSgHll Wsvts9bPREb7syE41MyzJ72jdc7ygZfL 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3200 lb uplift at joint 16 and 3202 lb uplift at joint 9. 12) Girder carries tie-in span(s): 39-0-0 from 0-0-0 to 19-0-0 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:9-16=-10, 1-8=-1026(F=-220) ® WARNIM •Verify design parameters and RF0 MUS ON 7195AW INaMOED MITINAEFEREACE RAGE MIJ-2423 mw I/29/20148UOREME Design valid for use only with Wok 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 erector. Additional bracing the is M iTek' permanent of overall structure 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 Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq If Southern Pine�2314. 6904 Parke East Blvd. Tampa, FL 33610.4115 SP� lumber isspeclf ied, the design values are those effect ilre 06�0112013 by ALSC Job R Truss Truss Type Qty Ply Rlnlcella AddillaNFloors 27070 FG04 FLOOR GIRDER 1 T6457772 3 Job Reference (optional) wem i i ., F.,i Pi.m., FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Aug 06 13:38:49 2014 Page 1 I D:7 LxbgigS6n krdsKs RC SQgSzORP r-DZF05cT12b9N U3 S 3jJxgmpg6leU Q 5T3SM iTA8RygZfK r 2-3-13 , 2-11-1 I 2-11-1 r � Scale = 1:33.0 2x4 II 3x4 = 2x4 II 414 = 3x6 = 3x4 = 48 = 1 48 = 2 3 4 5 6 7 8 4x8 M18SHS 11 48 = HHUS48 414 = 8x8 = 3x6 11 HHUS48 4x14 = 4x8 = 4x8 M18SHS II HHUS48 HHUS48 HHUS48 HHUS48 HHUS48 3-0-13 5-8-6 5 10 0 9-2-7 12-3-5 1 6-15 15-4-2 1814-15 3-0.13 2.5.9 N. 0 3.4-7 3-0-13 0- 1 2-9.3 3.0-13 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (too) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.14 12-14 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.28 12-14 >528 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix-M) Weight: 360 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x8 SP SS end verticals. WEBS 2x8 SP No.2 'Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-15,2-14,7-11,8-10: 2x4 SP No.1, 2-15,4-12,7-10: 2x4 SP No.3 4-14,4-11: 2x4 SP No.2 REACTIONS. (lb/size) 16=7097/0-4-8, 9=-1072/0-7-4, 11=12240/0-5-0 Max Uplift 9=-1278(LC 3) Max Grav 16=7104(LC 3). 11=12240(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-5620/0, 8-9=0/1258, 1-2=-11705/0, 2-3=-15017/0, 3-4=-15017/0, 4-5=0/6009, 5-6=0/6009, 6-7=0/6009, 7-8=0/4072 BOT CHORD 16-17=0/1566, 15-17=0/1566, 15-18=0/11705, 14-18=0/11705, 14-19=0/9041, 13-19=0/9041, 12-13=0/9041, 12-20=0/9041, 11-20=0/9041, 10-11=-4072/0 WEBS 3-14=-2596/0, 6-11=-2382/0, 1-15=0/11035, 2-15=-3777/0, 2-14=0/3604, 4-14=016362, 4-12=0/288, 4-11=-15936/0, 7-11=-2325/0, 8-10=-4230/0 NOTES- 0��1111111111 1) 3-plytruss to be Top chords connected as ollows:2x8 - 2 rows staggered ati0 9 0 follows: - 1 row at 0-6-0 oc. �O�PS........ I�♦ Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. �� .�+ '• •\ C' E N,9 ••.'� ♦i 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply � � .'�'""�'•- connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. = * .: 3 y$ $ 1Q 3) Unbalanced floor live loads have been considered for this design. 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) 13, 5. - m •f� y 6) Plate(s) at joint(s) 16, 1, 9, 8, 3, 14, 6, 15, 2, 12, 4, 7, 10 and 11 checked for a plus or minus 0 degree rotation about its center. : _ ,,; i E �, 7) Plate(s) at joint(s) 13 checked for a plus or minus 2 degree rotation about its center. ; O•• I A . 8) Plate(s) at joint(s) 5 checked for a plus or minus 5 degree rotation about its center. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1278 lb uplift at joint 9. .0 0.. • A, O R 1 Q`�� 10) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the intended l� • ... • • G use of this truss. 11) Girder carries tie-in span(s): 19-10-0 from 0-0-0 to 12-6-15; 5-0-0 from 0-0-0 to 18-4-15 i,Is:O N A` S 0" 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss.against upward movement at the bearings. Building designer must provide for uplift reactions indicated. FL Cert. It. 6634 14) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks t be attached to walls at their outer ends or restrained by other means. 1o` t9f66ffPA:q@ Dot erect truss backwards. August 6,2014 AWARNIM•Verify'A?14110-a aW:rvsnd READ W7L9r.NMISAM 1=11DED 1477EKRffFRE,KTPAGEM11-M44 m. Ifd9J2f11dHFF0RFI13E Design valid for use only with Mrrek 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 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. Safety Information vappable from Jruss Pla)e Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2y2314. Tampa, FL 33610.4115 ifSouthemP'ine�SP lumber is specified, the design values are thoseeffecttllr06J0112013IxvALSC Job Truss Truss Type Qty Ply Rinlcelle Addition/Floors '. rsasn7z 27070 FG04 FLOOR GIRDER 1 q �7 Job Reference (optional c.. I ... I ......ram,. riot �. ovovo 1.03U 5 JUI 11 ZU14 MI I OK Inauslnes, Inc. Wee Aug Ub 13:3tl:49 2014 Page Z NOTES - I D:7LxbgigS6nkrdsKs RCS QgSzORPr-DZF05cT12b9N U3S3jJxgmpg6le U Q5T3SM iTABRygZfK 16) Use Simpson Strong -Tie HHUS48 (22-10d Girder, 8-10d Truss, Single Ply Girder) or equivalent spaced at 1-7-2 oc max, starting at 1-5-9 from the left end to 11-0-5 to connect truss(es) to front face of bottom chord. 17) Fill all nail holes where hanger Is In contact with lumber. 18) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pif) Vert: 9-16=-10, 1-6=-875(F=-293), 6-8=-393(F=-293) Concentrated Loads (lb) Vert: 13=-754(F) 15=128(F)12=-754(F) 17=-728(F) 18=-728(F) 19=-728(F) 20=-754(F) 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 9-16=-10, 1-6=-875(F=-293), 6-8=-393(F=-293) Concentrated Loads (lb) Vert: 13=-754(F) 15=-728(F) 12=-754(F) 17=-728(F) 18=-728(F) 19=-728(F) 20=-754(F) 3) 1 st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 9-16=-10, 1-6=-875(F=-293), 6-8=-313(F=-293) Concentrated Loads (lb) Vert:13=-754(F) 15=-728(F) 12=-754(F) 17=-728(F) 18=-728(F) 19=-728(F) 20=-754(F) 4) 2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 9-16=-10, 1-6=-795(F=-293), 6-8=-393(F=-293) Concentrated Loads (lb) Vert: 13=-754(F) 15=-728(F) 12=-754(F) 17=-728(F) 18=-728(F) 19=-728(F) 20=-754(F) 5) 3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 9-16=-10, 1-6=-875(F=-293), 6-8=-313(F=-293) Concentrated Loads (lb) Vert: 13=754(F) 15=428(F) 12=-754(F) 17=-728(F) 18=-728(F) 19=-728(F) 20=-754(F) 6) 4th unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 9-16=-10, 1-6=-795(F=-293), 6-8=-393(F=-293) Concentrated Loads (lb) Vert:13=-754(F) 15=-728(F) 12=-754(F) 17=-728(F)18=-728(F) 19=-728(F) 20=-754(F) ®WARMING • Wdfr dnsl2n Pammntxn aad READ M17ESGN7MTSANO IM200 MITWREFERENCE PAGE M17•7423 mn 11291201dSMREME Design valid for MTek use only with 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 the i�niTek' responsibility of building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criferla, DSB-89 and BCSI Building Component Safety Information va' able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, Vq 2314 ItSoutt mPine�SP�lumberisspecified,thedesio values are thaseef#est 115101/1013byAtSC 6904 Parke East Blvd. 6904 P FL 3 ast Blvd. Jab Truss Truss Type City Ply RlnicellaAddltlon/Floors T6457773 27070 FG05 ROOF TRUSS 1 2 Job Reference o tional Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Aug 06 13:38:51 2014 Page 1 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-9xNS WUZaDP5jNcRgkz8rElODR61ZJWIpOyHCKygZfl 16 0 1� 9-12I 1_9_0 2-2-0_ Special 4x10 = 2x4 II 3x8 = 2x4 II 3x10 = 5x8 1 2 18 19 3 20 4 21 5 8 22 1 22r 0-0 3x6 II 2x4 II Cj 16 15 14 12 11 5x10 M18SHS II 5x16 = 2x4 II 3x10 = 48 M18SHS — i 6.5.12 3x6 = 5x8 M18SHS = Scale=1:33.0 5x8 M18SHS = 23 9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.43 12-14 >504 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.74 12-14 >289 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 218 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP SS 'Except* TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins, except 1-6: 2x6 SP No.2 end verticals, BOT CHORD 2x6 SP SS 'Except' BOT CHORD Rigid ceiling directly applied or 8-0-5 oc bracing. 10-13: 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 *Except* 1-17: 2x8 SP No.2, 4-14: 2x6 SP No.2, 9.11,1-16: 2x4 SP No.2 REACTIONS. (lb/size) 17=6124/Mechanical, 10=2121/0-3-0 Max Horz 17=108(LC 20) Max Uplift 17=-2000(LC 4). 10=-876(LC 5) Max Grav 17=7800(LC 25). 10=2487(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-6795/1681, 9-10=-2507/894, 1-2=-10186/2618, 2-18=-10186/2618, 18-19=-10186/2618, 3-19=-10186/2618, 3-20=-18949/5110, 4-20=-1894915110, 4-21=-18949/5110, 5-21=-18949/5110, 5-6=-9669/3011, 6-22=-9669/3011, 7-22=-9669/3011, 7-8=-9669/3011, B-23=-9669/3011, 9-23=-9669/3011 BOT CHORD 16-17=-336/1231, 15-16=-4798/17961, 14-15=-4798/17961, 13-14=-4504115629, 12-13=-4506/15634, 11-12=-3060/9687 WEBS ' A„ ��'�� 3-14=-366/1158, 5-14=732/3720, 5-12=-6785/174192-16—867/0a3116=-8907/2527, 1-16=-2767/10509 ♦.�`�__�^^,PS' A �♦ G E IV •° �r NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: ,♦♦A�.' g '0 ••.- Top chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. * �• Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0.9-0 oc. We connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 15.3 2x4 - 2 rows staggered at 0-2-0 oc, 2x6 - 2 rows staggered at—_ Os 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ATE . ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; O^ : ��;� • G P •• save=oft; Cat. II; p R p N % '18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 �j� ss ° • • • .. • • • ° �� ♦� plate grip DIOL 1 6t0 ��I;,JO N A� E 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. ��` 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 FL Cert. 6634 fit between the bottom chord and any other members. ;q�Aj��ir�Cshfor truss to truss connections. AU9USt 6,2014 IWARNrAG•IrMffdesignpam,mrsandR£AliM17£SON7rr7SAM1MaUDEDMTT£KBEFER£K PAGE ,Vrr-7473m a1/d9120/d&T,6NEtRf r r• 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 fety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA y2314. Tampa, FL 33610-4115 ( SouthernPine�Sp lumberisspecified,thedesr;nvaluesarethoseeffective06/01/2013bvJkiSC Job Truss Truss Type Qty Ply RlnicellaAddition/Floors ' T6457773 27070 FG05 ROOFTRUSS 1 Z Job Reference (cot oal easi load I russ, Fort Pierce, I-L. 34a4b 7.530 s Jul 112014 MITeK Industries, Inc. Wed Aug 05 13:38:51 2014 Page 2 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-9xN9WI UZaDP5jNcRgkz8rElODR61ZJ WIpOyHC KygZfl NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2000 lb uplift at joint 17 and 876 lb uplift at joint 10. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) CAUTION, Do not erect truss backwards. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 587 lb down and 274 lb up at 0-3-10, 463 Ito down and 216 lb up at 2-0-0, 2074 lb down and 968 lb up at 4-0-0, and 1550 lb down and 723 lb up at 6-0-0, and 714 lb down and 42 lb up at 6-5-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14-17=-278(F=-268),10-14=-10, 1-4=-290(F=-220), 4-9=-70 Concentrated Loads (lb) Vert: 1=-391(F) 4=-686(F) 2=308(F) 19=1381(F) 20=-1032(F) ®WARNING •Venfr desi;7a Parameters .und READ AO7ESGN7NI5AND IM MED MITEKREFERFAWPAGE NII.7473rea I/d9fIAI4tSFf0RF1ISE Design for valid 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 erector. Additional permanent bracing of the overall Is the MiTek' structure 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 va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 If 5outfi fTMine�SPlumber is 6904 Parke East Blvd. Tempo, FL 33610-4115 ern specified, the design values are those effective 46101Z2013 by ALSO Job Truss Truss Type qty Ply RlnleellaAddBion/Floors ' rsa5n7a 27070 FG06 Floor Girder 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 1 4x8 = i 33.8 THA422 23x4 = 7.530 s Jul 112014 MITek Industries, Inc. Wed Aug 06 13:38:51 2014 Page 1 I D:7Lxbg igS6nkrds Ks RC S QgSzORPr-9xN9 W I UZaD P5j NcRgkz8rEl WxRAkZM FIpOyHC KygZfl THA422 3x4 = 3x4 = 4 5 Scale=1:26.5 \ 3x10 = 2x4 II 5x8 = 3x8 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.12 9 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.19 9 >966 240 " BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2010/fP12007 (Matrix-M) Weight: 157 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 1-11: 2x8 SP No.2, 6-7: 2x6 SP No.2 REACTIONS. (lb/size) 11=1274/0-7-4, 7=1229/0-3-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-1222/0, 6-7=-1176/0, 1-2=3046/0, 2-3=-3667/0, 3-4=-3667/0, 4-5=-3194/0, 5-6=-3194/0 BOT CHORD 9-10=0/3013, 8-9=0/3194 WEBS 2-1 0=-1 024/0, 1-10=0/3083, 4-8=-951/0, 6-8=0/3186, 2-9=0/698, 3-9=-358/0, 4-9=0/505 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0.9-0 oc, 2x6 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-7-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 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 pl connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Use Simpson Strong -Tie THA422 (6-16d Girder, 6-10d Truss) or equivalent spaced at 7-1-8 oc max. starting at 4-1-8 from the left end to 11-3-0to connect truss(es) to back face of top chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required, LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 7-11=-10, 1-6=-100 Concentrated Loads (lb) Vert: 2=-432(B) 4=-395(8) FL Cert. 6634 August 6,2014 WINARMhG Ml7ESGM7HTSAM Ir'X2100MITEKRUTREME PAGE MII-M73,,,a I124/2011MOYMME 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 F I' 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 Pla)e Institute, 781 N. Lee Sgtreet, Suite 312, Alexandria, VA 222314. (!Southern P"inH�Slr lumber isspeclfied, thede5im values are those effective GG f011_ byALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Rinlcella Addition/Floors T6457775 lJob 27070 FG07 Floor Girder 1 n L Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Wed Aug 06 13:38:52 2014 Page 1 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-d7xXkeVB LWXyLXBdORUNORIberPJ Iltu2ghglmygZfH 0-7-12 i1-3-0� , 2-3-12 2-1.8 2-3-12 0�7� 4-3-12 Scale=1:25.8 1 3x4 = 3 4x4 = Special 5x6 = 3x8 = 5 6 7 5x5 = N n' I0 3x4 = 1x4 II 2x4 II 5x8 = 3x4 II LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code FBC2010/TP12007 CSI. TC 0.67 BC 0.99 WB 0.99 (Matrix-M) DEFL. in (loc) I/deft Ud Vert(LL) -0.30 12-13 >582 360 Vert(TL) -0.48 12-13 >370 240 Horz(TL) 0.16 9 n/a n/a PLATES MT20 M18SHS Weight: 162 lb GRIP 244/190 2441190 FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins, except BOT CHORD 2x4 SP No.3 'Except' end verticals. 12-15: 2x4 SP No. 1, 9-11: 2x6 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 2-16,6-11,7-10,7-12: 2x4 SP No.2 REACTIONS. (lb/size) 9=140310-4-0, 17=1079/0-6-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-1248/0, 2-3=-4833/0, 3-4=-6540/0, 4-5=-6540/0, 5-6=-6540/0, 6-7=-7270/0, 7-8=-3973/0 BOT CHORD 16-17=011049, 14-15=0/2077, 13-14=0/4833, 12-13=0/8212, 10-11=0/857, 9-10=0/255 WEBS 11-12=0/582, 6-12=0/716, 7-10=-3938/0, 2-17=-1410/0, 10-12=0/3467, 7-12=0/4485, 8-10=0/3848, 3-14=-706/0, 2-14=0/2843, 4-13=-365/0, 3-13=0/1775, 6-13=-1723/0 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. �,,111111►�� Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. A. 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 �� P connections have been provided to distribute only loads noted as (F) or (S), unless otherwise Indicated. 0� •' a �i 3) All plates are MT20 plates unless otherwise indicated. `��`.'•�,� G E N S�C`'•"9if 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3 938 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks toz be attached to walls at their outer ends or restrained by other means. =/ 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 864 lb down at 10-3-3 on top chord; _ _ The design/selection of such connection device(s) is the responsibility of others. A : =,t—� E 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. SOT I • 411 LOAD CASE(S) Standard o,�, \ • O R 1 Q Q.•• ��,� 1) Uniform Floor Live ,, Dead + balanced): Lumber Increase=1.00, Plate Increase=1.00 ��ts, . N Vert: 16-17=-10, 1-8=-100, 12-15=-10, 9-11=10 ,1110 III III III Concentrated Loads (Ib) Vert: 7=-864(F) FL Cert. 6634 August 6,2014 ®WAkmra • voafrd.11i. rs 1.M.sad RFAa A07E5rGM7IiF9AND MAIMED MITENREFEREME PAGE M11-2473ma I/d3/2 1486FMCME 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 erector. Additional bracing the MiTek• 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-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. 1f5outhe7n Pine�SPturrtrerissgretlfied,thedeiigrlualuesarethasaeffestive4b/t71%2013byr4F3C Tampa, FL 33610-4115 Job • Truss Truss Type Qly Ply RinicellaAdditionfRoors T6457776 27070 FG08 FLOOR GIRDER 1 n L Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Aug 0613:38:52 2014 Page 1 I D:7LxbgigS6nkrdsKsRCSQgSzORPr-d7xXkeVB LWXyLXBdORUNORleOrTSIrCu2ghglmygZfH 2-1-7 1-0-11 1-0-11 1 3x6 = 2 3x4 = 3 3x4 43x6 = 46 = Scale = 1:13.8 LOADING (psf) SPACING- 1-7-2 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.05 6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.08 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.03 5 n/a n/a BQDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 82 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-7,4-5: 2x6 SP No.2 REACTIONS. (lb/size) 7=3544/Mechanical, 5=3544/0-3-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=1452/0, 4-5=-1452/0, 1-2=-569/0, 2-3=-5079/0, 3-4=-569/0 BOT CHORD 6-7=0/5154, 5-6=0/5154 WEBS 2-7=-4999/0, 3-5=-4999/0 NOTES. 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 Co. 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 py connections have been provided to distribute only loads noted as (F) or (6), unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) Girder carries tie-in span(s): 20-6-0 from 0-0-0 to 7-3-4; 17-7-0 from 0-0-0 to 7-3-4 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by, other means. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1,00 Uniform Loads (plf) Vert: 5-7=-8, 1-4=-1032(F=-516, B=-436) AWARNIP13 •Varity desr9n PanmerFrs snd RFi1d r,0T7'S 0N71ir5ANA 7ht1GI7fD MITF#RffF.RfhC.E FA6E MI!•7473 rEr. 112912011W.Faak'175f, 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 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 Safety Information va able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 222314. Itfiautherrtpine�SP lumberisspecified,the de nvaluesare:thoseeffective06A172013byAtSC FL Cert. 6634 August 6,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job • Truss Truss Type City Ply Rlnicella Addftion Floors 27070 FG09 Floor Girder 1 T6457777 EeS( Coast Truss. Fort Pierce FI 1dQdR n G ob e e e ce (optional 4x8 = 2 2x4 11 r.aau 5 uu1 I i Zu14 m1I eK mousines, Inc. Wed Aug 05 13:38:53 2014 Page 1 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-6KVvx_W gfpzgmgy97cxfruZFx21NH2HKROHCygZfG 48 = US II Scale: V=T LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.01 5 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.02 5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 73 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-6,3-4: 2x8 SP No.2 REACTIONS. (lb/size) 6=964/Mechanical, 4=964/0-6-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-919/0, 3-4=-919/0, 1-2=-1324/0, 2-3=-1324/0 WEBS 1-5=0/1156, 2-5=-817/0, 3.5=0/1156 NOTES. 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. ,,``,"� 5) Girder carries tie-in span(s): 10-6-0 from 0-0-0 to 6-3-4 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �% {�S A. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to ,��, �� ' • �.E N ' • e ,�� be attached to walls at their outer ends or restrained by other means. ,,�,r •.•�\ •..� o � 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 4-6=10, 1-3=-330(F=-230) ®WARNIAC •Verify de.s47n puameters aad RrAn ROTES GN 7NrSAW IFKIUDED HITACREFEREALF PACE M114473 re a 7/d.F/7.f1.IJ6$aREtlSf. 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 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 Ova able from Truss Plate Institute, 781 fd. Lee Street, Suite 312, Alexandra, VA 22314, If SouthernPinetSP: lumber isspecified, the design valuesare those effectiveG6 0111013byALSC '0 39380 '- �. AT it S,� i� •...... • C? �% 0% FL Cert. 6634 August 6,2014 M!Tek' 6904 Parke East Blvd. Tampa, FL 33610.4115 r Job Truss Truss Type Qty Ply Rinicella Addition/Floors 27070 FLOC Floor Supported Gable 1 1 T6457778 Job Reference (optional) uv:w cu w rays i ID:7LxbgigS6nkrdsKsRCSQgSzORPr-6KVvx_Wp6gfpzgmgy9?cxfrvXF w.m1R42HKROHCygZfG 0.1-'Iq� 0148 Scale = 1:23.5 1x4 II 1x4 II 3x3 I 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II - 3x6 FP = 1x4 II 1x4 II 3x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 1. eq 23 22 21 20 19 18 17 16 15 14 3x3 = 1x4 II 1x4 II 3x3 = 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 3x3 = 3x6 FP = 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in ([cc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC201 O/TPI2007 (Matrix) Weight: 71 lb FT = 0%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No,2(fiat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 13-10-0. (lb) - Max Grav All reactions 250 lb or less atjoint(s) 25, 14, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 cc. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. kkWARNIM •Venfp design Pan, memrs and READ M US ON PUSAIHI IAU.UPED MITEXRFFI..RFA EPA6E Mr7.7473 ,ea. I/d9/20I4 fiEt'ONFlI,SE Design valid for use only with MfTek 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 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 Ion gvalable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VAr2314 If Southern�SP tumherisspecified,thedesimnvaluesarethoseeffectivp4l; tll�ntq.a,.attr 8 ,,`BPS iA11111 39380 ATE 40 •,�S'`S�ONA` ``% FL Cert. 6634 August 6,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job • Truss Truss Type Qty Ply RlnicellaAddition/Floors T6457778 27070 FL02 Floor 2 1 Job Reference o tonal 1US= 1.04V s JUI 11 ZU14 MI I eK,nausines, inc. VVeO AUg Vb 1J:Je:04 ZVI4 rage 1 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-aW3H8KXRt8ngagKOVsWrTsN_BfDmmnuBV AxpeygZfF 2.0-9 a�o0 Scale=1:24.7 1x4 II 3x3 = 1x4 II 1x4 II 3x3 = 3x6 FP = 1x4 II 3x8 = 2 3 4 5 6 7 8 9 3x3 11 3x6 = 3x6 FP = 3x3 = 3x3 = 3x6 = 3x3 11 LOADING (psf) SPACING- 1-7-2 CSI. DEFL. in floc) I/deft L/d TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.09 11-12 >999 360 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.14 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code FBC201OfrP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 16=625/0-3-8, 10=625/0-3-8 PLATES GRIP MT20 244/190 Weight: 82 lb FT = 0%F, 0%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-615/0, 9-10=-616/0, 1-2=-925/0, 2-3=-925/0, 3-4=-1425/0, 4-5=-1425/0, 5-6=-1425/0, 6-7=-926/0, 7-8=926/0, 8-9=-926/0 BOT CHORD 14-15=0/1356, 13-14=0/1356, 12-13=0/1425, 11-12=0/1353 WEBS 4-13=-277/28, 1-15=0/1066, 3-15=-503/0, 3-13=-47/371, 9-11=0/1068, 6-11=-499/0, 6-12=-43/337 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ``BPS 1!41r A ' ENS' •q . do 393 8 ••r's ATE 411 EC? \A��. FL Cert. 6634 August 6,2014 A WARNIN,. •Yerifrdesign P.-M.x4d READ MITES ON MIS AM1AMIDED NITFKREFERENCEPAGEMrI-2423 mw I/1.1/2016BUCRE115E 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. If So Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexanorla, VA yy2314 Tampa, FL 33610-4115 If 5o uth the P' ne73P} lumber isspet ified, the design values are those efiectrve 05)01Z�013 by At.51+ 15 Job Truss Truss Type Qly Ply =Floors4T6457780 27070 FL03 Floor 13optional) ...... I ou 5 JUI 11 cu m ml l uK Inu-roes, Inc. vveu Aug uo la; a;oo 4u14 rage 1 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-2idgMfX3dRvXC vC3Z1404wAO2ZOVEGLkewULSygZfE 2.6-0 10-8� 2-0-00� 1 3x6 = 0 4 3x3 11 Scale = 1:24.4 1x4 II 3x3 = 1x4 II 1x4 II 3x3 = 3x6 FP = 1x4 II 3x6 = 2 3 4 5 6 7 8 9 3x6 = 3x6 FP = 3x3 = 34 = 3x6 = 3x3 11 - - 11-7-0 13-11-a 44- 2-4-6 -4-e LOADING (psf) SPACING- 1-7-2, CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 , TC 0.44 Vert(LL) -0.09 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.12 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 81 lb FT = O%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=617/Mechanical, 10=617/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-608/0, 9-10=-608/0, 1-2=-913/0, 2-3=-913/0, 3-4=-1392/0, 4-5=-1392/0, 5-6=-1392/0, 6-7=-913/0, 7-8=-913/0, 8-9=-913/0 BOT CHORD 14-1 5=0/1 330, 13-14=0/1330, 12-13=0/1392, 11-12=0/1330 WEBS 4-13=-264/35, 5-12=-264/35, 1-15=0/1052, 3-15=-487/0, 3-13=-55/354, 9-11=0/1052, 6-12=-55/354, 6-11=-487/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. % �� • �.� G•E•N RiQ 3938 ATE j/: rrrr�'.<pR�pPG��% FL Cert. 6634 August 6,2014 ®WARNIfA-Yanfr dasign Palaneats!rs and READ Ml7ESGM7MTSANO Ina,uDED MITWREFEREM.EFAGS Mff-74I3 rt!.a I/d9/20Id&7l'avI15E 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 i.�Y�i 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 IYI al' OW fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I formation vat able from Truss Plate In titute, 781 N. Lee Street. Suite 312, Alexandria, Vq 2314 Tampa, FL 33610.4115 If Sout�ern Rine�SPr lumber isspecifier�, the design values are tha$e effective 061O1/1D33 byALSC Job Truss Truss Type Qty Ply RinicellaAddRion/Floors T6457781 27070 FL04 Floor 1 1 Job Reference o do al 2-6-0 1 3x8 = nug uo wao:uu <u w rage , I D:7Lxbg igS6nkrd sKsRCS Qq Sz0 RPr-2 idg MfX3dRvXC_vC 3Z1404w2y2T9VBe LkewUL5ygZfE &� 2-0-0 i 2-0-8 Scale = 1:31.3 1x4 I 44 = 1x4 I 3x3 = 3x6 FP = 3x3 = 1x4 II 3x8 = 3 4 5 6 7 8 9 10 3x3 II 3x8 = 4x4 = 1x4 11 3x6 = 3x8 FP = 3x8 = 3x3 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 1-7-2 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.92 SC 0.86 WB 0.67 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft L/d -0.24 14-15 >896 360 -0.37 14-15 >593 240 0.04 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 101 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 6-10: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.1(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 11-13: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 18=793/Mechanical, 11=793/0-6-0 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-18=-776/0, 10-11=785/0, 1-2=-1207/0, 2-3=-1207/0, 3-4=-2197/0, 4-5=-2197/0, 5-6=-2332/0, 6-7=-2332/0, 7-8=-2332/0, 8-9=-1218/0, 9-10=-1218/0 BOT CHORD 16-17=0/1950, 15-16=0/2197, 14-15=0/2197, 13-14=0/1929, 12-13=0/1929 WEBS 4-16=-517/0, 1-17=0/1391, 2-17=-254/0, 3-17=-867/0, 3-16=0/745, 10-12=0/1404, 8-12=-831/0, 7-14=-278/0, 8-14=01469, 5-14=-210/333 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. ,,t1 1 1111111,,E 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. , , 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to �PS A be attached to walls at their outer ends or restrained by other means. �% Q`' • • ...... 6) CAUTION, Do not erect truss backwards. ,,A��••.V� G E N S'-.•.' 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 4 3938 ';-r- 411 FL Cent. 6634 August 6,2014 ®WARNIP13 •Vert:T design paruneuen rnd RFAD M17ESGN7I1TSAND Ih17.00 MIT£KR£FEREMFPAGE MII4473 mw 1/d.F/201JM.T(WM Design valid for use only with M7ek 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 erector. Additional bracing the Is the -CS.C7YC7 iviiTek' permanent of overall structure 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 va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. It Sou 6904 Parke East Blvd. Tampa, FL 33610-4115 themP"ine�SP;lumberisspecified,thedesignvaluesarethoseefiedive06 0112013byALSC l 4 Job ' Truss Truss Type Ply Floors ITty T6457782 27070 FL05 Floor 1 optional) -• • •---. "^, ...... lAJV s JW I I Z `ml I Z lnuunnas, =. vveu Aug uo ls:so:oo zuiq rage 1 I D:7Lxbgiq S6nkrdsKsRCS Qq Sz0 RPr-WvA2Z?Yh 0110g8U P dHZJYHTM HSwnE i IUzif2uXygZfD 0-4-0 i� 2-6-0 1 1.8-0 1 2.0-0 2-0-0 Scale=1:20.6 5x5 = 3x3 = 1x4 II 1x4 11 3x3 = 3x6 = 1 2 33x3 = 4 5 6 7 0 0 — 11 Jxa = 3x3 = 3x3 = 3x3 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 1-7-2 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.37 BC 0.45 WB 0.39 (Matrix) DEFL, in Vert(LL) -0.06 Vert(TL) -0.08 Horz(TL) -0.01 (loc) I/deft L/d 9-10 >999 360 9-10 >999 240 1 n/a n/a PLATES GRIP MT20 244/190 Weight: 69 lb FT = 0%F, 0%E LUMBER- BRACING. TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=500/0-6-0, 1=500/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-8=491/0, 1-2=-694/0, 2-3=-690/0, 3-4=-909/0, 4-5=-909/0, 5-6=-909/0, 6-7=-705/0 BOT CHORD 11-12=0/690, 10-11=0/909, 9-10=0/705 WEBS 1-12=0/787, 3-12=-365/0, 6-9=-377/0, 7-9=0/813, 6-10=0/346, 3-11=0/379 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) t 1 � I I I ill, Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,` ,%% %%% • o ��• '�G�ENS .'9�'G 0 3938 ATE •.�Cl/` .,ASS •• ... .%` NN111A1 FL Cert. 6634 August 6,2014 WARNING •Verify design P1.M and READ tW7ESGN 7NrSAW MaUDED M7TEKREFERE&1XrAGEMrJ-7423 mR Y/dS/T.OrQBF.FY3NE47Sf: 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 ere :for. Additional permanent bracing of the overall structure is the MiTeiC' 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 on va' able from Truss Plate Institute, 781 N. Lee ggfreet, Suite 312. Alexandria, Vqq 2314. !tSoutfiarrt tne�SP lumber isspecified:thedesignvaluesarethoseeffecriveOb 0112013byALSC 6904 Parke East Blvd. Tampa, FL 33610.4115 Job • Truss TfU6S Type Qty Ply=FloorsT6457783 27070 FLO6 Floor 1 __,,,___,_______,_,_,_._optional) cast Coast Truss, Fu❑ Pierce. FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Wed Aug 06 13:38:57 2014 Page 1 ID:7LxbgigS6nkrdsKsRCSQgSzORPr_5kQnLZK939FR13bB_4Y5V7XDsFHzgNdCyPbQzygZfC 0-1-8 H 1 2-5-0 i 1-10-e 2-0-0 , 2-0-0 Scale=1:20.2 3x6 = 3x6 = 1x4 II 1x4 II 3x3 = 3x8 = 1 23x3 = Plate Offsets (X Y)— f8.0-1-8 Edgel f11.0-1-8 Edgel f13:0-1-6 0 1 81 LOADING (psf) SPACING- 1-7-2 CSI. TCLL 40.0 Plates Increase 1.00 TC 0.36 TCDL 10.0 Lumber Increase 1.00 BC 0.43 BCLL 0.0 Rep Stress Incr YES WB 0.40 BCDL 5.0 Code FBC2010/TP12007 (Matrix) LUMBER. TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 12=507/0-6-0, 7=512/0-3-8 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.06 8-9 >999 360 MT20 244/190 Vert(TL) -0.08 8-9 >999 240 Horz(TL) 0.01 7 n/a n/a Weight: 70 Ito FT = 0%F, 0%E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-13=-497/0, 1-13=-485/0, 6-7=503/0, 1-2=-733/0, 2-3=-953/0, 3-4=-953/0, 4-5=-953/0, 5-6=-724/0 BOT CHORD 10-11=0/733, 9-10=0/953, 8-9=0/724 WEBS 1-11=0/822, 2-11=-389/0, 2-10=0/375, 6-8=0/834, 5-8=-392/0, 5-9=0/375 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �• e 39380 � — 10 ,; _ft . O LATE .��• .,ass 0 N AC'-_ . ►nntr FL Cert. 6634 August 6,2014 ®WARMN3 • Vedfyde,s1g4 pa ,,,..0 .dAb10 MlWW7Nrs AM JnauorD MlTFKprFr, EF RY46E M1J-7473 rt?a .ifd.9/Ie7Q8FFC28f{ifL r.� 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 building of 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 M!Tek• Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Ii5outfiemp'in8�3P lumber isspe ified,thedesignvaluesatetha5eeffettave05 0111013 by ALSC 6804 Parke East Blvd. Tampa, FL 3 EastBlvd. K Job Truss Qty Ply RlnicellaAdd'Aion/FloorsT6457784 27070 FL07 FFrussype 3 1 _, r T . _ __. ._•__ �, ,...Job Reference (optional) 0-1.8 I 2-6-0 1 1-10-8 2-0-0 1.10.8 3x6 = 3x6 = 1x4 II 3x3 = 1x4 II 3x6 = 1 2 3 4 5 1 y rvin tlR IINYitfle5, IfIG. YVeO Aug uo 1a:a0:00 ZU14 raga 1 ID:7LxbgigS6nkrdsK.' Ca6gSzORPrSHIo haywM163SenkibneiYfPGZRWnQc89yQygZfB i 1—� 1 2_--i " 0 FIcale =1:38.8 3x3 II 5x5 = Us FP = 3x8 = 1x4 II 3x4 = 4x6 II 6 7 8 9 10 11 12 13 LO zo 24 23 22 21 20 — "— .15 14 3x6 = 3x6 = 1x4 II 3x3 = 1x4 II 3x6 = 1x4 II 3x3 II 2x3 = 2x3 = 4x4 = 1-4-0I 7-4-021-10-11 i 1 12-0-0 20-8-0 1-0.11 12-0-0 B-8-0 10-11 LOADING (pst) SPACING- 1-7-2 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.08 24-25 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.11 24-25 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCD" 5.0 Code FBC2010/TP12007 (Matrix) LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 26=439/0-6-0, 21=1067/0-6-0, 13=351/0-3-8 Max Grav26=480(LC 3), 21=1067(LC 1), 13=360(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 26-27=-471/0, 1-27=-459/0, 1-2=688/0, 2-3=688/0, 3-4=-851/0, 4-5=-851/0, 5-6=0/469, 6-7=0/466, 7-8=0/466, 8-9=-795/0, 9-10=-795/0, 10-11=-823/0, 11-12=-824/0 BOT CHORD 24-25=0/851, 23-24=0/851, 22-23=-152/575, 21-22=-152/575, 17-18=0/823 WEBS 1-25=0/771, 2-25=-263/0, 5-23=0/527, 15-16=-259/0, 12-16=-251/0, 5-21=-881/0, 8-18=0/814, 12-17=0/635, 8-21=-610/0, 13-15=0/290 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center Weight: 127 lb FT = O%F, O%E Structural wood sheathing directly applied or 6-0-0 cc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 cc bracing. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks ,%111111111f to S. ,I/ be attached to walls at their outer ends or restrained b other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. ,, S A, �� Q �t %%� 0 �•"• • " ry e ��j E N •'••'9� 6) CAUTION, Do not erect truss backwards. 7) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,%, x- .\ 0 $ �� A� W6 3938 10 .01 .,ASS IO N A'Mill, FL Cert. 6634 August 6,2014 ®WARNIM -WI Pq des,iln panmerea aad R£v1D M77E9GN79SAND lM7.VDED Mf7EKRErt'REht�PAGE MrI-M73 « .. Ifd.9f20I18F.FClRE175£ �� 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 MOWerector. 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/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from jruss Plate In titute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 If SouthernP'ine�SPjlumberisspecified the design values are the seeffectiveOfi}Z01/2013byA1St 4 Job Truss Truss Type Qty Ply RlnicellaAddilioNFloors ° T6457785 27070 FLOG Floor Supported Gable 1 1 ob a ere ce o do a mm wea, , ,u run no, , ru. uyayv r.. s dui r i cu w mi i art umusu—, am. vv rmy vo isoo:va < w ruye ' ID:7LxbgigS6nkrdsKsRCSQgSzORPr-wUsAC1aahgQzhbD IP6OAw5xtg18R9XwfFuiVsygZfA 0-h8 0-h8 Scale = 1:37.0 30 I I US FP = 30 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 0 F 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x3 = US FP = 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 104 lb FT = O%F, O%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(fiat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 21-7-3 (lb) - Max Grav All reactions 250 lb or less at joint(s) 36,,19, 35, 34, 33, 32, 31, 30, 29, 27, 26, 25, 24, 23, 22, 21,20 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. %0% 111111��,, 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,0't� PS �A. 3938 10 .._ l ATE 0` ' ' t11: 14, 0 N A1-��%�%%%, n,n1+ FL Cert. 6634 August 6,2014 ®N'.1R1(!)T - Vcritr desiryn panrra W rs aad liFilt) Ml7ESGN7H7S,WD ltk1UAED M!T>:KR£fEREHCE Ae1GE M!!•74)3 ma IJL4/201181FC8F111E 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 responsibillify of the Additional permanent bracing of the overall structure Is the the WOW responsibility of building designer. For general guidance regarding fabrication. fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Sofety Informs Ion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSauthem ine�SP�lumberisspetlfied,thedesignvaluesarethasseffective461O1f2013byAGiC 6904 Parke East Blvd. Tampa, FL 33610.4115 N 4 Job a Truss Truss Type Qty Ply aAddflion/Floors 27070 FL09 Floor 2 1 T6457786 FoRe ere ce (opt oa 2-5-0 I D:7LxbgigS6nkrdsKsRCSQgSzORPr-OgQZPNbCS_YglloAs7dFj7dzw3BuASR4uvdF1 IygZf9 1-1-8 2�—i 2�-3- 1x4 II 3x3 = 1x4 II 3x3 = I 3x6 FP= 3 4 5 6 7 Scale=1:32.5 3x3 = 1x4 II 3x8 = 8 9 10 IF 3x3 11 3x10 = 3x8 FP = 3x6 = 1x4 11 3x3 = 3x10 = 3x3 II 0 LOADING (psf) SPACING- 1-7-2 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.21 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.30 14-15 >743 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0,05 11 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) *Except* 11-16: 2x4 SP No.1(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 18=82210-3-8, 11=822/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-815/0, 10-11=-812/0, 1-2=1269/0, 2-3=-1269/0, 3-4=-2459/0, 4-5=-2459/0, 5-6=2459/0, 6-7=-2459/0, 7-8=-2459/0, 8-9=1267/0, 9-10=-126710 BOT CHORD 16-17=0/2031, 15-16=0/2031, 14-15=0/2459, 13-14=012459, 12-13=0/2027 WEBS 1-17=0/1463, 3-17=-889/0, 3-15=01499, 5-15=-358/272, 10-12=0/1461, 8-12=-887/0, 8-13=0/647 Weight: 103 lb FT = 0%F, 0%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks t be attached to walls at their outer ends or restrained by other means. 5) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. I 0 39380 _ -. ✓" . x - r AT E —' • �U ?0,11 FL Cert. 6634 August 6,2014 ®WARMMi Vcrifr dasign pnrrmewrs,onJ APi1D tA7ESGN AiTS�iND lth1UDED AfITEKRFFEREM.E PAGE Dfff•2423m. I129/2014aff'oAEmE 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 Criterla, DSB•89 and SCSI Building 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 IfSnuthe rnpine�SP�lumber isspecified, the designvalues are those effectiveQ6 01/2013byALSC A, Job i Truss Truss Type Qty Ply RlnicellaAddilion/Floors 27070 FL10 Floor 5 1 T6457767 �--,,,___1 r_,Job Reference (optional mu. ""n 9w "I"',cu v+ ray' 1 ID: i6a8fCuN Wueo9RKOj031AQzOB KI-OgQZPNbCS_YglloAs7dFj7d_b38JA4R.g�4uvdF1 IygZf9 2�� 1-1-8 � 2 as i 91:� Oj-I 3x3 = 1x4 II 1x4 II 3x3 = 1x4 II 3x3 = 3x6 FP= 2 3 4 5 6 78 Scale=1:35.8 3x3 = 1x4 II 3x3 = 6x6 = 9 10 11 12 3x3 I 4x8 = 3x6 FP = 1x4 I I 1x4 11 US = 3x10 = 3x3 11 3x6 = LOADING (psf) SPACING- 1-7-2 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0,21 17 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.33 16-17 >722 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.01 12 n/a n/a BCDL 5.0 Code FBC2010ITPI2007 (Matrix) Weight: 114 lb FT = 0%tF, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 21=873/0-6-0, 12=873/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21 =-866/0,1-2=-1359/0, 2-3=-1359/0, 3-4=-2712/0, 4-5=-2712/0, 5-6=-2795/0, 6-7=2709/0, 7-8=-2709/0, 8-9=-2709/0, 9-10=-134610, 10-11 =-1 346/0, 11-12=-1350/0 BOT CHORD 19-20=0/2204, 18-19=0/2795, 17-18=0/2795, 16-17=0/2795, 15-16=0/2795, 14-15=0/2208 WEBS 1-20=0/1566, 3-20=-987/0, 3-19=0/592, 5-19=-435/172, 12-14=0/1537, 9-14=1006/0, 9-15=0/584, 6-15=-496/188 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) The solid section of the plate is required to be placed over the splice line at joints) 18. 3) Plate(s) at joint(s) 21, 13, 7, 11, 17, 5, 16, 6, 20, 1, 2, 3, 19, 4, 14, 12, 10, 9, 15 and 8 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joints) 18 checked for a plus or minus 5 degree rotation about its center. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1 6) Recommenbe attachedto alls at their outer ends orrestrained by other means2x6 sonbacks, on edge, paced at 10-0-0 oc and stened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to ,e,� P`S A. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ��` �� •' 8) CAUTION, De not erect truss backwards. ,e �.r •. • �\ C E N ��i •. "9j��i� 9) Waning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. ��_- •'.' Pao 39380 yt lATE ":•�U: Off. '�ti It r►t11i1► FL 'ert. 6634 1 August 6,2014 ®IYARMNO Yanry design pan, metes and READ M17ES GM77iISAliD J7XSUDEO MITEKREFEREAtE PAGE Mr!•7473 ma IJ79/IOIStbf.F6flE115£ 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 bracing the Is the M iTek' permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-89 and SCSI Building Component Safety Information vo able from Truss Plate Institute, 781 N. Lee Street, Suite 3T2, Alexandria, VA 2314. 1f Southern Pine�SP:lumber isspecified, thedesign values are those effective 06101/2013=byALSC 6904 Parke East Blvd. Tampa, FL 33610-4175 Jab .{ Truss Truss Type Qty Ply RlnlcellaAddilion/Floors 27070 FL11 Floor 6 1 T6457788 Job Reference (optional 4x6 = 1 I D:7LxbgigS6nkrdsKsRCSQgSzORPr-ts_xcjcgDHggwvNMQgBUFLA9yTUNvuiD6ZNpZkygZf8 2-6-0 1� 1� 2-0-0 1I-11 8 1x4 11 3x3 = 1x4 II 3x3 = 3x3 = 1x4 II 3x6 FP= 2 3 4 5 6 7 a Scale=1:35.1 3x3 = 1x4 II 4x6 = q in .. 1� 3x3 I I 4x8 = 3x6 FP = 3x3 = 3x3 = 4x8 = 3x3 11 3x3 = 3x3 = Plate Offsets (X Y)-- 11:Edge 0-1-81 LOADING (psf) SPACING- 1-7-2 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.56 Vert(LL) -0.22 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.35 15-16 >689 240 BCLL 0.0 Rep Stress ]nor YES WB 0.76 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 113 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except SOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 20=888/0-3-8, 12=888/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-881/0, 11-12=-881/0, 1-2=-1384/0, 2-3=-1384/0, 3-4=-2785/0, 4-5=-2890/0, 5-6=-2890/0, 6-7=-2890/0, 7-8=-2890/0, 8-9=-2785/0, 9-10=-1384/0, 10-11=-1384/0 BOT CHORD 18-19=0/2254, 17-18=0/2785, 16-17=0/2785, 15-16=0/2890, 14-15=0/2785, 13-14=0/2254 WEBS 1-19=0/1596, 3-19=-1015/0, 3-18=01620, 4-18=-306/0, 4-16=-161/470, 11-13=0/1596, 9-13=-1015/0, 9-14=0/620, 8-14=-306/0, 8-15=-161/470 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) The solid section of the plate is required to be placed over the splice line at joint(s) 17. 3) Plate(s) at joint(s) 20, 12, 7, 16, 5, 15, 6, 19, 1, 2, 3, 18, 4, 13, 11, 10, 9, 14 and 8 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 17 checked for a plus or minus 5 degree rotation about its center. ,,» 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,�� S 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131"X 3") nails. Strongbacks to ,�O�P• A, be attached to walls at their outer ends or restrained by other means, e 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ��.r •.•�� 3 E N S'-••-9��0� N-6 3938O OTE� ss l, ►E?.�`. ►nn� �FL Cert. 6634 August 6,2014 ® WARNII.t"i •Verity design paranaeraus and NERD h0T£S W'MrSAND Iht1UDED MITEKREFERENCE PAGE MrI-7473 nta I/Z4/20jsWcff WF. Design valid for use any 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 G-T.S7YC! Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlpn vai able from Truss Plate Institute, 78114. Lee Street, Suite 312, Alexandria, VA y22314. if Southern R1ne�5P� lumber isspecified, the design values are thane effective 06101/2o13 bvALSC 6904 Parke East Blvd. Tampa, FL 33610.4115 Job i Truss Truss Type Qty Ply Rini ells Addition/FloorsT6457789 27070 FL12G ROOF TRUSS 1 3 Job Reference o do al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Aug 06 13:39:02 2014 Page 1 ID:7LxbgigS6nkrdsKsRCSOgSzORPr-L3YJg3dS boXY3yYzYfjoYjGxtvSelzNLD6M5BygZf7 1-7-14� 2-11-11 , 2-0-0 11 7-14 Scale = 1:37.1 3x4 = 5x8 M18SHS = 8x8 M18SHS = 1x4 II 3x4 = 06 = 1x4 II Bx8 M1BSHS = ' 6x8 M18SHS = 18 .. •- 15 .-. ,.. , , 10 3xB M18SHS 11 6x8 M18SHS = 3x8 = 48 M18SHS = 1x4 II 3x8 = 6x8 M18SHS =3x8 M18SHS II 1x4 II 25-0� L 21 5-0 LOADING (psf) SPACING- 1-7-2 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.40 12-13 >595 240 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.63 12-13 >381 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 HOrt(TL) 0.08 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 310 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except BOT CHORD 2x4 SP 285OF 1.8E end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-18,9-10: 2x6 SP No.2, 2-17,8-11: 2x8 SP No.2, 1-17,9-11: 2x4 SP No.1 REACTIONS. (lb/size) 18=207610-5-8, 10=10656/0-5-8 Max Horz 18=92(LC 4) Max Upiift18=1134(LC 4), 10=-5975(LC 5) Max Grav 18=2255(LC 13), 10=13190(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-2263/1141, 9-1 0=-1 2630/5731, 1-2=-3703/1806, 2-19=-8156/3948 3-19=-8156/3948, 3-20=-8156/3948, 4-20=-8156/3948, 4-5=-13905/6507, 5-6=-18697/8624, 6-21=-18697/8624, 7-21=-18697/8624, 7-22=-18697/8624, 8-22=-18697/8624, 8-9=-20410/9216 BOT CHORD 16-17=-1756/3718, 15-16=-6547/13920, 14-15=-6547/13920, 13-14=-6547/13920, 12-13=-6547/13920, 11-12=-9258/20425, 10-11=-319/667 WEBS 4-14=-540/1235, 5-13=-1186/561, 2-17=-2057/1056, 1-17=-2106/4247, 8-11=-12887/5851, 9-11 =-1 0491/23188, 2-16=-2301/4784, 4-16=-6217/2896, 5-12=-2292/5182, 7-12=-694/398,8-12=-1841/710 ,,,�� PS• A. NOTES- Special connection required to distribute web loads equally between all plies. 41� �% • '� G E IV S •• ii� '�••''. 2) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected follows: 2x6 2 0-9-0 �� Fa 8 as - rows staggered at oc, 2x4 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 Co. 0 P- r * �• Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc, Except member 8-11 2x8 - 4 rows staggered ME sue; 0-4-0 oc. '• 3) 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 ,- f E :• connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. I H 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=15ft; 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 �� ••• �•.•`' 5) Provide tlaO adequate drainage to prevent water ponding. '#plaFi `� 6) All are MT20 unless otherwise indicated. ��1111111i1�� plates plates 7) Plates checked for a plus or minus D 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 fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1134 lb uplift at joint 18 and 5975 lb uplift At ini ict R )111 d ContIAM"o, a e 2 ®WARMfT., Ve,ifT desiyTn Pamr.!emrs and RFi1b MITES GN 7NTSAN21 ltKiilbEb MITEKREI'ERMU PAGE M114473 re I/214/2016DIFMME 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. 5 afety Information vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314. Tampa, FL 33610.4115 If Soutfiem Pine�SPy lumber rsspecified,thedmign values are: thaseeffective06�01/2013byAL5C Job ' EFL12G Truss Type Qty Ply R1nicelITAddBlon[Floors 27070 ROOF TRUSS T6457789 ' 3 ob ere ce o do a East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MTek Industries, Inc. Wed Aug 06 13:39:02 2014 Page 2 NOTFS- ID:7LxbgiOS6nkrdsKsRCSQgSzORPr-L3YJg3dS boXY3yYzYfjoYjGxtv5elzNLD6M5BygZf7 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13983 lb down and 6194 lb up at 18-1-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 10-18=-8, 1-9=-80 Concentrated Loads (lb) Vert: 8=-10975(F) ®t4ARMIM •Verify eesgn parameters and READ frNESGN WSAND FMIUDF.D MtTFKRFFERENMPAGE Mr7-M73 ren II291201413F OMME Design valid for use only with Wek 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 responslbililty of the ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYI i fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. If SoutfiernaPirie7SP�luimberisspelcifie,itthedelstgnvalu'esareitholsecl�estiveOfif01f2Q13byALSC Tampa, FL33610.4115 Job Truss Truss Type Qty Ply RinlcellaAddftlordFloors TsaSnso 27070 FL13 Floor 1 1 Job Reference (optional 2.8-0 4x8 = 1x4 II 1 2 3x3 11 48 = ID:7LxbgigS6nkrdsKsRCSQgSzORPr-pF5h 1 Pe4lvwO9DXIXFByLm FQmH9ANmg WatsvedygZf6 1-1-8—i ��0-0 00-1F 1-8� Scale = 1:39.1 1x4 II 3x3 = 3x4 = 1x4 II 3x3 = 3x6 FP = 1x4 11 3x4 = 1x4 II 48 = 3 4 5 6 7 9 9 1n 19 3x6 = 1x4 II 3x4 = 3x6 = 3x6 M18SHS FP = 4x8 = 3x3 11 LOADING (psf) SPACING- 1-7-2 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.36 15-16 >760 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.56 15-16 >482 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 124 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) *Except* TOP CHORD 7-12: 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.l(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 20=990/0-3-8, 13=990/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-984/0, 12-13=982/0, 1-2=1563/0, 2-3=-1563/0, 3-4=-3291/0, 4-5=-3291/0, 5-6=-3565/0, 6-7=-3565/0, 7-8=-3565/0, 6-9=-3316/0, 9-10=-3316/0, 10-11=-156110, 11-12=-1561/0 BOT CHORD 18-19=0/2602, 17-18=0/3565, 16-17=0/3565, 15-16=0/3601, 14-15=0/2601 WEBS 1-19=0/1801, 3-19=-1213/0, 3-18=0/803, 5-18=-715/42, 12-14=0/1799, 10-14=-1215/0, 10-15=0/835, 8-15=-438/0, B-16=-320/331 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) All plates are MT20 plates unless otherwise indicated. Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 17-18,16-17. 3) Plates checked for a plus or minus 0 degree rotation about its center. 1111111111111111. , 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� I° 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to ,�� . A PS ....' . be attached to walls at their outer ends or restrained by other means. N t5 • • e,9 ,,�j 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,�� ••��,� _- �C`••,• /! N- 3938 � ATE :�� 40 40 40 S ••........ FL Cert. 6634 August 6,2014 �W9ARNIM•Ver71l cte,srtln y,uarmrersuad READ hfi7rsrnwrSAm IM7.UDEDM17rKRErEREhCENAOEMll-I4)3 mti 1/2.9/2.014 EEOMM 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 erector. Additional bracing the g1T Welk' 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/TPI1 Quality Criterla, DSB-89 and BCSI Bullding Component Safety Inlormallon va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. �Y� 6904 Parke East Blvd. Tama FL 33610.4115 IfSauthem Ina SPjlumber isspecified,thedesignvalues are thoseeffective06 40112013byALSC P s Job � Truss Truss Type Oty Ply =FloorsT6457791 27070 FL14 Floor 2 10 Yo al —2.6-0 2-3-0 2i� 3x6 = 1x4 II 3x3 = 34 = 1 2 3 4 r.odu s dui n zuw Mu erc meusmes, mc, vvea hug uo w;JUmq zulq rage l I D: M16Xm318c2ZurP4FYBobWJygalq-�HpRpf3Fkej WC2FnN5x5yiBtzobMhXX6FvfpXbTA3ygZf5 lP: 1�- 2-&8 Scale = 1:40.3 1x4 II 3x6 FP = 1x4 II 46 = 4x6 = 1x4 II 3x3 =5x5 = 5 6 7 8 9 10 11 12 13 3x3 II 3x6 = 1x4 II 1x4 II 3x8 FP = 48 = 3x6 = 4x6 = 3x3 II 3x6 = 18-7-0 22-8-0 23-0-0 22- -8 18-7-0 4-1-0 038 Plate Offsets (X Y)-- f13:0-2-O.Edael LOADING (psf) SPACING- 1-7-2 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.20 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.29 19-20 >753 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.02 16 n/a nla BCDL 5.0 - Code FBC2010/71312007 (Matrix) Weight: 130 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 16-17,15-16. REACTIONS. (lb/size) 23=637/0-3-8, 16=1958/0-6-0, 13=-630/0-3-8 Max Uplift 1 3=-758(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-622/0, 1-2=-925/0, 2-3=-925/0, 3-4=-1451/0, 4-5=-1367/0, 5-6=-1367/0, 6-7=-1367/0, 7-8=-55/269, 8-9=-55/269, 9-10=0/2090, 10-11=0/1330, 11-12=0/1330, 12-13=0/1330 BOT CHORD 21-22=0/1451, 20-21=0/1451, 19-20=0/1451, 18-19=0/774, 17-18=0/774, 16-17=-1514/0, 15-16=-2090/0 WEBS 10-16=-976/0, 1-22=0/1067, 3-22=-640/0, 4-19=-269/26, 5-19=-258/0, 7-19=0/692, 7-17=-1066/0, 9-17=0/1534, 9-16=-1141/0, 11-15=-266/0, 10-15=0/1286, 13-15=-1524/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 758 lb uplift at joint 13. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� p,S A • q4 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to 1 Q ` •' a be attached to walls at their outer ends or restrained by other means. �� .•�\ C' E N S'�'.giJ��i� 6) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �'- 7) CAUTION, Do not erect truss backwards, �j 39380 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. .. :fir ► w '. • . T E c_ .•�U�L FL Cert. 6634� August 6,2014 ®WARNMT •Verify des47n pan, mepers dad l,'M PA7ESGN7NT5RND Ma UDED MITWEEEEREXCIVIGEMII-7473 ma IId3/IgtQBFfpflE!!SE �� Design valld for use only with Walk connectors. This design is based only upon parameters shown, and is far 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/TPI1 Quality Criteria, DSB-89 and BCSI BuildingComponent 6904 Parke East Blvd. Safety Informoflon vat able from Truss Plate Institute,•781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 IfSoutheml Pine�SP�lumberisspecilied,thedesignvaluesaretheseeffective06�0112013byALSC 1 i Job , Truss Truss Type City Ply RlnicellaAddition/Floors T6457792 27070 FL15 Floor 1 1 Job Reference (optional) 1.5.8 —I 2-�0 I 2 r aau s uw i i <u w nu i en umusuias, inu, vveu ruy uu w:an.ua <u w reyn i ID: M16Xm318c2ZurP4FYBob WJygalq-DgnggQgz2glzOgFKCNkfy0t_oUKYaB3yGr4aEyygZf3 Oil 0 2N8 11�� 3x6 FP = 3x6 = 3x3 = 3x6 = 3x4 = 3x4 = 1x4 II 3x4 = 3x6 = 3x6 = 1x4 II 3x3 II 3x3 =5x5 = 1 2 3 4 5 6 7 8 9 1011 12 13 Scale=1:40.8 25 24 '""' — """ — 19 18 17 16 15 14 3x6 = 1x4 II 1x4 II 3x8 = 3x6 = 3x6 = 3x6 = 3x3 II 5x6 = 5x6 = 1-10-0 1 7-4-0 i 9-2-0 14-10-D 20-5-0 22-8-0 23.0-0 22- -8 9-2-0 5-8-0 5-7-0 2-3-0 0- -8 0-3-8 Plate Offsets (X Y)— 12.0-1-8 Edoel 13.0-1-8 Edoel 15:0-1-8 Edoel 16:0-2-12 Edoel 113 0-2-0 Edoel 122:0 1 8 Edoel LOADING (psf) SPACING- 1-7-2 CSI. DEFL, in (loc) I/deft Ud PLATES . GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.10 21 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.15 21-22 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.05 17 n/a n/a BCDL 5.0 Code FBC201 O/TP12007 (Matrix) Weight: 141 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-3-8 except ft=length) 17=0-4-0, 15=0-6-0. (lb) - Max Uplift All uplift 100 lb or less at joints) 13 except 15=-198(LC 5) Max Grav All reactions 250 lb or less at jeint(s) 13 except 25=470(LC 5), 17=1477(LC 1), 15=301(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 1-25=-457/0, 1-2=-865/0, 2-3=-1429/0, 3-4=-1358/0, 4-5=-1358/0, 5-6=-832/0, 6-7=0/323, 7-8=0/1620, 8-9=0/809, 9-10=01809 BOT CHORD 17-18=-1445/0, 16-17=-1595/0, 22-23=0/880, 21-22=011429, 20-21=0/851 WEBS 8-17=-684/0, 8-16=0/1073, 2-23=-37110, 5-20=-389/0, 6-18=-562/0, 7-18=0/1309, 7-17=-866/0, 18-20=-348/0; 6-20=0/1179, 1-23=0/958, 2-22=0/579, 5-21=0/556, 10-16=-758/16, 10-15=-204/438 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) Plates checked for a plus or minus 0 degree rotation about its center. ,% J 11111� 11111 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except Qt=lb) %0 �/ 15=198. ,%%` PS A ��I� 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,% t'�••'�J�E�N ' • e �i� 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to �� `Z`,•'�,� S�C`�•,9/f be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 3 938 0- 7) CAUTION, Do not erect truss backwards. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.. ^tea PIZz 441 Z i0 ATE jjIrn 111111 FL Cert. 6634 August 6,2014 ®WARMM AVITS 0!l RRSAW INaUDED MITEKRrFFREhCEDAOE Atrl-7423 mn I119120MUOMWE 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 bracing the the M iTek' permanent of overall structure Is 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 yy2314. If Southern Ine�SP lumberisspecified,thedesignvaluesarethaseeffectiveO6J01J1013bvAL5C Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply ors T6457793 =tional) 27070 FL16 Floor 1 1 0 as c. vvau nuy w w;av,w cv w rays i ID: M16Xm318c2ZurP4FYBobWJyqalq-Dqr,ZQ;z2glzOgFKCNkfyOt4WUQXaIRyGr4aEyygZf3 �� 1 1-10-8 3x3 = 3x3 II 3x3 = 5x5 = 1 3x6 = 2 3 4 5 6 7 3x3 11 3x8 = Scale = 1:16.5 0 o � LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 1-7-2 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.32 BC 0.04 WB 0.15 (Matrix) DEFL, in (loc) Vdefl Ud Vert(LL) -0.00 10 >999 360 Vert(TL) -0.01 10-11 >999 240 Horz(TL) 0.00 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 55 lb FT = 0%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (lb/size) 11=198/0-3-8, 7=-4/0-3-0, 9=529/0-6-0 Max Uplift7=-21(LC 3) Max Grav 11=227(LC 3), 7=17(LC 4), 9=529(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 1-10=0/269, 3-10=0/317, 3-9=-31010 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-1od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 0 N 393800� �-- . • _ ATE ' ' 411: ..�0;4,\ • T4 O R 1 O P C?N 441• a. �,�SS/O N A` E��`• FL Cert. 6634 August 6,2014 ®WARNIN3 -Vent y des 4.7a parameters and RFAD W7TS ON 7N751 AND JACItMED NITEKREEEREAOMPAOr Nf1.7473 ma X101201da2 OMME Design for valid use only with MRek connectors. This design is based only upon parameters shown, and Is for an individual building component. �� Dal' 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 if Inlormotion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. !t5authern P'ineTSPY lumber isspecified, 6904 Parke East Blvd. Tampa, FL 33610.4115 thedesign values are those effective 06110112013 by ALSO Job Truss Truss Type Qty Ply Additian/Floors T6457794 FJerence 27070 FL17 Floor Supported Gable 1 1 o do a 3 0 3 0-HB 3x3 II 3X6 = 3X6 = 1 2 3 4 5 6 7 8 9 1.00V 5 Jul 1 1 LU I4 MI I UK Inuuslrle5, Inc. VVeu mug Vo 1J:Je:V f LU14 rage 1 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-hOLCtmhbp7QgegqWm5FuVcQI umBJnY6Wg7nOygZf2 0-AB Scale = 1:33.3 3x3 I 3X6 = 3X6 FP = 3X6 = 10 11 12 13 14 15 16 17 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x3 11 US FP = 3x3 I I 38 37 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 99 It, FT = 0%F, 0%E LUMBER- BRACING. TOP CHORD 2x4 SP No,2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-5-8. (lb) - Max Grav All reactions 250 lb or less at joint(s) 34, 18, 33, 32, 31, 30, 29, 27, 26, 25, 24, 23, 22, 21, 20, 19 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) All plates are 1x4 MT20 unless otherwise Indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,tj1111111/// 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �� PS A. • 93Q 9 ' • yt : , 41 f ATE NA1-�� Inlnl FL Cert. 6634 August 6,201 ®6YAAMNi Verify desi7n panmetmrs Jnd AFRO lA7ESGN7NTSAtR1 rhC7,t/DEb NTTFKRE'fEAE,SCF. PgeE Mrr•)gT.i ma r/d4/70tdUa'aREIM 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 tobrlcatlon, qu}ality control, storage, delivery, erection and bracing. consult ANSI/TFII Quality CVA riteria, DSB-89 and BCSI Building Component 4. 6904 Parke East Blvd. Safety rnaP ine�SP [ultlt#cr is spec lied Institute, dels'tgn values treat, re thv�seIfectdi rve 461Q1�2U13 by AtSC Tampa, FL 33610-4115 A Job Truss Truss Type Qty Ply RlnlcellaAdditlonfFloors 27070 I FL18 Floor 7 1 T6457795 ..Job Reference (optional) 2 0 2 0.1-8 H i 2-6.0 3x8 = 3x8 = 3x6 = 1x4 II 1 2 -. 1.1i - w:ua:ua a w rage i p ID:7LxbgigS6nkrdsKsRCSQgSzORPr-9Cva56hDaRYhG_PiKom7lpyNHIuT236Fj9ZgJgygZf1 2-0-0 , -_I 0 F1{8 Scale = 1:33.3 3x8 = 1x4 II 1x4 II 3x8 = 3x3 = 44 = 44 = 3x6 FP = 3x3 = 1x4 II 3x6 = 3 4 5 6 7 8 9 in 11 3x3 II 3x10 = 1x4 II 1x4 1145 = 3x10 = 3x3 II 410 = 3x6 FP = 23 0 22 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 1-7-2 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.49 BC 0.90 WB 0.72 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.18 15-16 >999 360 Vert(TL) -0.29 15-16 >796 240 Horz(TL) 0.06 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 112 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 SP No.3(flat) BOT CHORD end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19=842/0-3-8, 12=842/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 19-20=-806/0, 20-21=-835/0, 1-21=-806/0, 12-22=-806/0, 22-23=-835/0, 11-23=-806/0, 1-2=1305/0, 2-3=-1305/0, 3-4=-2551/0, 4-5=2553/0, 5-6=-2600/0, 6-7=-2556/0, 7-8=-2556/0, 8-9=-2556/0, 9-10=1305/0, 10-11=1305/0 BOT CHORD 17-18=0/2099, 16-17=0/2600, 15-16=0/2600, 14-15=0/2600, 13-14=0/2099 WEBS 1-18=0/1504, 3-18=-927/0, 3-17=0/529, 5-17=-465/238, 11-13=0/1504, 9-13=-927/0, 9-14=0/533, 6-14=-464/242 NOTES- 1) Unbalanced floor live loads have been considered forthis design. 2) The solid section of the plate Is required to be placed over the splice line at joints) 17, 17. 3) Plate(s) at joint(s) 19, 20, 21, 22, 23, 12, 8, 16, 5, 15, 6, 18, 1, 2, 3, 4, 13, 11, 10, 9, 14 and 7 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 17 checked for a plus or minus 4 degree rotation about its center. 5) Plate(s) at joint(s) 17 checked for a plus or minus 5 degree rotation about Its center. A q /�s 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®�� (�` ; •' �� 7) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to �� ,••�,� Ci E N S'F••��I��G be attached to walls at their outer ends or restrained by other means. ; A� r --- ••, .� 8) WamIng: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 39380,. 0 . _ :�411` M-��• rrnn► FL Cert. 6634 August 6,2014 ®WARMIAG -Verify dasrgn parameters and READ fA7£S GN 7fdrSAM IAt11SiE0 MITEKR£FEREAM PAGE M11-M23 re a I123/20I4LWOWWE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for on 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 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314, Tampa, FL 33610-4115 If touthern Pine�SP� lumber isspecified, the design values are those effective 4fi/Q112013 byALSC 17 Job Truss Truss Type Qty Ply RI lcellaAddAloNFloors T6457796 27070 FL19 Floor 4 1 Job Reference (optional) 0-4-0 2-6-0 6x6 = 3x3 = 1x4 II 1 2 3 as 0-4-0 r.oau s dui n ZU14 Mu eK inousines, inc. wea Aug uo isas:us zu14 rage i ID:7LxbgigS6nkrdsKsRCSQgSzORPrePTylSirKlgYtB vuWHMaiWhiDEnXvPypJErHygZfO i 1i— 0 �i -ate n Scale = 1:30.0 1x4 II 3x3 = 1x4 II 3x3 = 3x6 FP = 3x3 = 1x4 II 3x6 = 4 5 6 7 8 9 10 11 19 16 17 16 15 14 13 12 3x3 US = 3x6 FP= 3x3 = 1x4 II 3x8 = 3x3 II 3x6 = 17-1-2 LOADING (psf) TCLL 40.0 TCDL 10.0 SCLL 0.0 BCDL 5.0 SPACING- 1-7-2 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.64 BC 1.00 WB 0.62 (Matrix) DEFL. in Vert(LL) -0.15 Vert(TL) -0.23 Horz(TL) 0.02 (loc) I/defi Ltd 15 >999 360 15 >897 240 12 n/a n/a PLATES MT20 Weight: 98 lb GRIP 244/190 FT = 0%F, 0%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 15-16. REACTIONS. (lb/size) 12=736/Mechanical, 1=738/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-12=-731/0, 1-2=-1113/0, 2-3=-1110/0, 3-4=-1110/0, 4-5=-1967/0, 5-6=-1967/0, 6-7=-2036/0, 7-8=-2036/0, 8-9=-2036/0, 9-1 0=-1 124/0, 10-11=-1124/0 BOT CHORD 17-18=0/1748, 16-17=0/1748, 15-16=0/1967, 14-15=0/1974, 13-14=0/1747 WEBS 5-16=-277/0, 6-15=-317/55, 1-18=0/1266, 4-18=-745/0, 4-16=0/497, 11-13=0/1296, 9-13=-726/0, 9-14=0/381, 7-14=-413/141, 6-14=-351/613 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strengbacks to be attached to walls at their outer ends or restrained by other means. ,,,,, I I I I I fill., 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. PS A. 7) CAUTION, Do not erect truss backwards. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. Q``I` E N ' • Pd o 39380 = Miz ATE s' .. ,,5,10 N A, � � FL Cert. 6634 August 6,2014 ®WARNIf4-Verifydes4. parameterssnd READ FATESGMINTSAM IMMuDEDMjnWREFEREM.SFAGE MlI-M73, R I129120I4BEFOREUSE 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 Is the MiTek' structure 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 va able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA Zy2314. I} Southern Pine7SP� lumber 6904 Parke East Blvd. Tempe, FL 33610-4115 isspecified, the design values are these effective 06/01/2013 byALSC Job Truss Truss Type Qty PlyL =fFloorsT6457797 27070 FL20 Floor 3(optional) 2-5-0 3x6 = 1x4 II 1 2 C 05 !.WV 5 JUI 11 Zu 14 MI I arc Inau51ne5, mc. wea Aug uo 1S:3a:lu eu1q raga 1 .3.�I�D:7LxbgigS6nkrdsKsRCSQgSzORPr-If LVojT52oPVIZ5RDpb7E2hH5YRWznYBT2nNjygZf9 1—�I� Scale=1:30.2 1x4 II 3x3 = 3x3 = 1x4 II 3x3 = 3x6 FP = 1x4 II 3x6 = 3 4 5 6 7 8 9 10 3x3 II 3x8 = 3x8 FP = 3x3 = 1x4 II 3x8 = 3x3 II 3x6 = LOADING (psf) SPACING- 1-7-2 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.16 14 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.23 14 >895 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 98 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: REACTIONS. (lb/size) 18=764/0-3-8, 11=764/Mechanical 2-2-0 oc bracing: 14-15. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-754/0, 10-11=-757/0, 1-2=-1167/0, 2-3=-1167/0, 3-4=-2125/0, 4-5=-2125/0, 5-6=-2165/0, 6-7=-2165/0, 7-8=-2165/0, 8-9=-1169/0, 9-10=-1169/0 BOT CHORD 16-17=0/1827, 15-16=0/1827, 14-15=0/2125, 13-14=0/2130, 12-13=0/1833 WEBS 5-14=-307/106, 1-17=0/1345, 3-17=-771/0, 3-15=0/525, 10-12=0/1347, 8-12=-776/0, 8-13=0/422, 6-13=-389/188, 5-13=-463/568 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. !dv 39380�--; ATE — •�� O R1�. •\ . N Ai ��.1``�� FL Cert. 6634 August 6,2014 A WARNIAG •Verify d.4- yammerers sad ArAD A.07ESON7N73AN0 JiNaWFD MITEKBEFFRENCIEPArE MU4473 ma I/29/20t48HOflFM -- 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 �� Nil' Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the erector. Additional permanent bracing of the overall is the structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO-89 and BCSI Building Component Safety Information vc able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314 It South ernne7SP lumber is i 69D4 Parke East Blvd. Tampa, FL 33610.4115 specif ed, the design values are these effective 45101/i013 by ALSC r Job Truss Truss Type Qty Ply Rinicella Add1110niFl00rs T6457798 27070 FL21 Floor 1 1 Job Reference (optional roa, waa, „u , ru,i nc, ,ram. ayayo /ASV s JUI 11 ZU14 MI I OK Inauslnes, Inc. wee Aug uo, w:jtm i zul4 rage 1 I D:7LxbgigS6nkrdsKsRC S Qq Sz0 R Pr-anaB8k6sMwG7R8 H?wKgfSawEV6cFYNhQ7o Lw9ygZf I 2-6.0 1;8-0 i "4- 1-9-2_� Scale=1:30.2 5x5 = 1x4 II 3x3 = 3x6 = 1x4 3x6 FP= 3x6 = 1x4 II 3x6 = 2 3 4 5 6 7 8 9 10 3x3 11 3x8 = 34 FP = 3x6 = 3x6 = 5x6 = 3x6 = 3x3 11 LOADING (psf) SPACING- 1-7-2 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.01 17 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.03 15-17 >999 240 SCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) -0.00 11 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight: 106 Ito FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(fiat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-3-8 except Qt=length) 15=0-4-0, 13=0-6-0. (lb) - Max Grav All reactions 250 lb or less at joint(s) 11 except 18=271(LC 5), 15=639(LC 3), 13=512(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-263/0, 1-2=-311/0, 2-3=-311/0 WEBS 4-15=-346/0, 1-17=0/359, 3-15=409/0, 4-14=0/332, 7-13=-296/0, 8-12=0/305 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �,.ro C'.E.N SF e'4'��i 0 39380 Cl 'r.L � • .. ° �ATE:� ;0,� • A, P . 4U`` 0 R %'D N� 10 N A11 `��. �FL Cert. 6634� August 6,2014 AWARNIM Wrifyde16 palamntersandREADA07ESON71JISAM/1N t1DEDMITFKAEFERFMTFACEMII-M73maI/24/207dttrF'6HEUSE 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 Information voable from Truss Plaje Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 2314. Tampa, FL 33610-0115 If South ern Pine�SP'� lumber isspec ified, the design values are those effective 06?01J2013 by ALSO y P. Jab Truss Qty Ply RlnicellaAdd lion FloorsT6457799 27070 FL21A Trusslype 3 1 Job Reference (ootionall I.WU s JUI 11 ZU14 MITeK Industries, Inc, Wed Aug 06 13:39:11 2014 Pagel I D:7 LxbgigS6nkrdsKs RC SQgSzORP r-anajj8k6sMwG7RBH?wKgfS axGV5g FXohQ7o Lw9ygZf 1-7.0 —1 FI Scale=1:14.0 1 3x8 = 21x4 II 33X3 — 4 3x3 11 8 3x6 = 3x3 11 3x8 = LOADING (psf) SPACING- 1-7-2 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 SC 0.17 Vert(TL) -0.05 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 46 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 7=308/0-3-8, 5=303/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-302/0, 1-2=-377/0, 2-3=-377/0 BOT CHORD 5-6=0/277 WEBS 1-6=0/435, 3-5=364/0 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,,,�►PS ► Air q G.E•N 0 39380 ATE "'u✓• O nnnn► FL Cert. 6634 August 6,2014 ®WARMIM-Verifydesiy, pam be and READ A07ESGM71iTSAM0 IfKIVDED MI7EKREfEREA .rf: MIJ-7473 m.. 2/25112011WOREWE Design for valid use only with MOek 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M iTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component Safety Informatlgn va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If South ern Ptne73P� lumber er isspec ified, the desi ;n values are those effective 96101/2013 by ALSO 6904 Parke East Blvd. Tampa, FL 33610.4115 .. f Job 4� Truss Truss Type Qty Ply Rlnlcella AdditionlFloors 27070 FL22 Floor 1 1 T6457800 ob a erence o t'o a 2.6-0 nuy - u w rnyn ID:rrw9hlfrA7HMIAbHdZa106z Vhi-2_85wTkkdg27kbjTZer3C173QvKH vbrenXuRcygZez i 1-s-9 2-0.0 12-2_i DN6 Scale=1:26.7 3x8 = 3x3 = 3x6 = _ 1x4 II 3x3 = 1x4 II 1x4 II 3x6 FP = 1x4 II 3x6 = 13 2 3 4 5 6 7 8 9 18 0 17 3x3 11 3x8 = 3x6 FP = 3x3 = 3x3 = 3x8 = 3x3 11 Plate Offsets (X Y)-- I1T0-1-8 0-1-81 118.0-1-8 0-1-81 15-7-11 0-1-8 LOADING (psf) SPACING- 1-7-2 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.13 13-15 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.20 13-15 >940 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 88 Ib FT = O%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puriins, except WEBS 2x4 SP No.3(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=675/0-3-8, 10=675/0-3-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-667/0, 10-17=-642/0, 17-18=-666/0, 9-18=-642/0, 1-2=-1015/0, 2-3=-1015/0, 3-4=-1667/0, 4-5=-1667/0, 5-6=1667/0, 6-7=-1667/0, 7-8=-1013/0, 8-9=-1013/0 BOT CHORD 14-15=0/1521, 13-14=0/1521, 12-13=0/1667, 11-12=0/1523 WEBS 1-15=0/1170, 3-15=-592/0, 3-13=0/378, 9-11=0/1168, 7-11=-595/0, 7-12=0/403 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. %*- 0,ENS 39380 ATE O .,�SS,O N A - %%%%. 11111110, F7FL Cert. 6634 August 6,2014 ®4YAAtQArl-V-dffdesgn fa.ameters vnJ REMA07ESWITUNAND Iht1V0ED NITFKrEFEREM2FPAGEMII.7473—I122120161117 ME 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 responsibllllty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-B9 and BCSI Building Component Safety Inlormotion vo able from Truss Plate In titute. 781 N. Lee Street, Suite 312, Alexandra, VA 2314. It SouthernPineTSP�lumberisspecifier,thedesia valuesare these effective46�01/1013byA[SC 6904 Parke East Blvd. Tampa, FL 33610.4115 Job { Truss Truss Type Qty Ply RinicellaAddBlon/Floars 27070 FL23 Floor 4 1 T6457801 lJob Reference (optional "v 7.530 s Jul 11 2014 Miirek Industries, Inc. Wed Aug 06 13:39:12 2014 Page 1 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-2_85wTkkdg27kbj Zer3Cf77PvSe 1QrenXuRcygZez 0.1-8 3x8 I I 34 11 [-- i 3x3 II 2-7-4 0-8-8 4, Scale = 1:11.2 3x6 = LOADING (psf) SPACING- 1-7-2 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase TCDL 10.0 1.00 TC 0.23 Vert(LL) -0.00 6 >999 360 MT20 244/190 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 30 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(fiat) BOT CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc purlins, except WEBS 2x4 SP No.3(flat) BOT CHORD end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=156/0-3-8, 4=156/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. %0PS 11 An q 0 39380 tt "-•. FATE ' ••�� is,�O N A` FL Cert. 6634 August 6,2014 ®WARMN' .Vedf f'AW9n PararreW. sad READ M17ES ON 71115AND INaUDED III TFKREFEREA07PAGE 14714473 reF 1129120 1 d affauffm Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parametersand 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 IYI 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. Safety Informattifon vaable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. 111Tampa, FL 33610-4115 It Southern Pine�SP'� lumber issPecified, thedes'rgn values are theseeffective06�0013 by r Job Truss Truss Type City Ply RlnlcellaAdditioNFloors K T6457802 27070 FL24 Floor 1 1 Job Reference (optional 0-1-8 H 2-6-0 3x6 = 3x6 = 3x6 = 1x4 II 1 2 1 0 1 vuu auui iicu iY niii en uiuuauiva, uiu. nuy uv iu:uo.iu cu �r reyv i ID:7LxbgigS6nkrdsKsRCSQgSzORPr-WAiT8pIMOzAzMIHg7LMlktgGNJlujPw tRHRz2ygZey 1-1� 14 1 2-5-4 Scale = 1:30.7 3x6 = 3x3 = 1x4 11 3x3 = 3x6 FP = 1x4 I I 3x6 = 3 4 5 6 7 8 9 3x3 11 3x6 = 36 FP = 3x6 = 3x6 = 3x6 = 3x3 11 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 1-7-2 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010/TP12007 CSI, TC 0.34 BC 0.31 WB 0.36 (Matrix) DEFL, in (loc) I/deft Ud Vert(LL) -0.03 13-15 >999 360 Vert(TL) -0.08 13-15 >999 240 Horz(TL) 0.01 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 103 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=463/0-3-8, 10=45/0-3-8, 12=1045/0-6-0 Max Uplift 10=-114(LC 3) Max Grav 16=468(LC 3), 10=171(LC 4), 12=1045(LC 1) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 16-17=-445/0, 17-18=-461/0, 1-18=-445/0, 1-2=-654/0, 2-3=-654/0, 3-4=-674/0, 4-5=-674/0, 5-6=0/615, 6-7=0/615 BOT CHORD 14-15=0/826, 13-14=0/826, 11-12=-615/0 WEBS 7-12=-489/0, 1-15=0/754, 5-13=01672, 5-12=-878/0, 9-11=-283/155, 7-11=0/614 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 10. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,� ,,'� 1 1 1 1 1 fill, 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to ,S A be attached to walls at their outer ends or restrained by other means. (�. A. q 6) CAUTION, Do not erect truss backwards. O . • • "' �e 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. N,\ C E N 5+.•-9��i�� N-0 3938 O .� ` ATE •".: �[�' �� SS ... • • tJ FL Cert. 6634 August 6,2014 ,&&WARN W, • Vedfr *Ji9a panmet— aad RE4D tMESON RRS AND IAMUDEO MI7F#RE'fEREN,�Ffg6E Mf!-MJ.:i n! a I/ZR/211rJaBY1REt/5F 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 Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information val able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandrio, Vqq 2314. Tampa, FL 33610-4115 if Southern Pine�SP� lumber is specif ied, the design values are those effectiire 06�0111013 by ALSC 10 i 0 Jab Truss Truss Type City Ply Rinlcella Addition/Floors k T6457803 27070 FL25 Floor 1 1 Job Reference o do al ❑—coast , Fuss, on rmr-, ru. J 40 0-1-8 H , 2.6.0 r.WU s Jul 11 Zv14 Mn ex Inuu51ne5, Inc. vveo Aug vo-IJ:Je; l9 N % rage , ID:7LxbgigS6nkrdsKsRCSQgSzORPr_MGrL9m 9HJq_vssg3tXH4CRTj4pSsg86507VUygZex �0.8-5 cale=1:19.5 3x6 = 3x6 = 1x4 I 3x3 = 1x4 II 3x3 = 3x3 II 1 3x6 = 2 3 4 5 6 3x3 II 3x6 = Oi1j8 11-6-13 0=1�8 11-5-5 Plate Offsets (X,Y)-- it 1:0-1-8 0-1-81, 1`12:0-1-8,0-1-81 LOADING (psf) SPACING- 1-7-2 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.08 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight: 68 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP N0.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 10=491/0-3-8, 7=491/0-3-8 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 10-11=-467/0, 11-12=-484/0, 1-12=-467/0, 1-2=-694/0, 2-3=-694/0, 3-4=-789/0, 4-5=-789/0 BOT CHORD 8-9=0/903, 7-8=0/260 WEBS 1-9=0/801, 5-8=0/617, 5-7=-55510 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. * P 39381, -' Mir z 01 TE~ 00 R NAL�?.♦`♦ FL Cert. 6634 August 6,2014 J&WARNIM: • varfy desigir pmamnmrs ,und RFAn UMS ON MTS AND 1ACH. M MITFKREFERFM.E A40E Ml1.1413 n: r. I12912.01401FOWNIM ■ Design valid for use only with MfTek 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 gvatlable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 33610-4115 ItSvut:herT1 rile 5P lumber isspecdied, the deAKnvatuesare theseoffectilre0�6 1710A31zvALSC 1 u Job Truss Truss Type Qty Ply Rinicella Addition/Floors r T6457804 I 27070 FL26 Floor Supported Gable 1 1 Job Reference (optional east coast i russ, von tierce, vL. a4v4b 01M 22 0 ab 21 r.bau s dui 11 zui4 mi i ex mausines, inc. vveu Aug uo 1d:ue:1q zuw rage I ID:7LxbgigS6nkrdsKSRCSQgSzORPr-_MGrL9m_9HJq_vssg3tXH4CVDj9hSxH86507VUygZex Scale = 1:19.1 3x3 11 US = 3x6 = 1x4 I 1x4 II 1x4 11 1x4 II 1x4 II 1x4 II 1x4 11 1x4 II 3x3 II 1 2 3 4 5 6 7 8 9 10 ?o 19 18 17 16 15 14 3x3 11 1 x4 11 1 x4 11 1 x4 11 1 x4 11 1 x4 11 1 x4 11 13 12 11 1x4 11 1x4 11 3x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 60 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 11-2-8. (Ib) - Max Grav All reactions 250 lb or less at joint(s) 20, 11, 19, 18, 17, 16, 15, 14, 13, 12 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 6 1 111 111 111�,,, e • 3938 ��• ATE -c.� • i N AL E��`• FL Cert. 6634 August 6,2014 ®WARNL"r, • V,.dfydcsip pa .f,.rsand RFA0M7FSrNWF5 AND 1M2t DFDMTTFKRFFFRFA.XPA6F MTr-7473m.. JIM1201dfi FORFUSF Design valid for use only with MfTek 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 Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 if5autbempine�5 tumberisspecified,tbedesign values are those effective0b1101%2013hyALSC Job 9( Truss Truss Type Qty Ply RinicellaAdtltioNFloors T6457805 27070 F127G Floor Girder 1 1 Job Reference o tional Fast coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 Walk Industries, Inc. Wed Aug 06 13:39:15 2014 Page 1 I D:7LxbgigS6nkrdsKsRCSOgSzORPr-SZgEZVncwbRhb3R2EmOmgllXv6SsBJHHKImY2wyqZew 1 3x3 II 2 3x3 = 3 1x4 II 3x6 = 7 3x6 = 6 3x6 = 3x3 11 Scale = 1:13.1 LOADING (psf) SPACING- 1-7-2 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TIC 0.66 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) -0.04 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WE 0.37 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 40 lb FT = O%F, 0%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=495/Mechanical, 7=495/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-487/0, 2-3=-698/0, 3-4=-698/0 BOT CHORD 6-7=0/439 WEBS 4-6=01774, 3-6=-434/0, 2-6=0/290, 2-7=-611/0 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) Girder carries tie-in span(s): 4-0-0 from 0-0-0 to 6-10-0 4) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 71 In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). ,,,'� 111111111 ��,,, %`` P. G•E•IV �.•.-�1�ATE10 F��W 40 N A, E 00 LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-7=-8, 1-4=-142(F=-63) FL Cert. 6634 August 6,2014 ®WARNIM•Vedflfdesign parametersand RFAD A07F5 ON714TBAND raIMED NITENREFERMCEPME PH-M73 m a 11221201651T EUM Design f 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 f■F.�9�y 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 MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Inlorma Ion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 222314. If Southern ine7SP lumberisspecified,thedesignvaluesarethoseeffective06)01/2013byALSC 6904 Parke East Blvd. Tampa, FL 33610.4115 A LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-7=10, 1-4=-152(F=-52) jLWARMf13-Wdfrdesrtln Pamm M dAFAD Aa7ESGN7NT6AW lHaIDED MlTEXA£FEA£ACEPAGEMM4423— 112912014BUGUME Design valid for use only with MWek 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 stablllty during construction Is the responsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdferia, DSB-89 and BCSI Building Component Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if SouthernRine�SPYlumberisspecified,thedesignvaluesarethoseeffective06 01/2013bvALSC Job Truss Truss Type Qty Ply Rinicella AddftionlFloors 27070 FL28G Floor Girder 1 1 T6457806 Fast CnA i Tnl ;:M 01— LI 1-1. Ob Refefe Ce O tl0 a 7.530 s Jul 11 2014 MITek Industries, Inc, Wed Aug 06 13:39:15 2014 Page 1 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-SZgEZVncwbRhb3R2Em OmgllXE6SPBIrHKImY2wygZew 1-2-8 2.8-0 1 3x3 II 2 3x3 = 3 1x4 II 3x6 = 7 3X6 = 3x3 11 Scale = 1:13.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.70 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.05 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC201 O/TPI2007 (Matrix) Weight: 40 lb FT = 0%F, 0%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=532/Mechanical, 7=532/Mechanical FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-522/0, 2-3=-750/0, 3-4=-750/0 BOT CHORD 6-7=0/470 WEBS 4-6=0/832, 3-6=-462/0, 2-6=0/314, 2-7=654/0 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) Girder carries tie-in span(s): 4-0-0 from 0-0-0 to 6-10-0 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Warning: Additional permanent and stability bracing fortruss system (not part of this component design) is always required. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ,,,,' ' 1 1 1 1 11l,,I, ��%% N A, O 80„�..--�: �r ATE Ip N A lit' FL Cert. 6634 August 6,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type ~ T6457807 27070 FL29G ROOF TRUSS �7Ply 1 �RInIce11aAddRion/Floors _, _._,_ ob eee ce o tional 7.530 s Jul 11 2014 MITek Industries, Inc. Wed Aug 06 13:39:16 2014 Page 1 I D:7LxbgigS6nkrdsKsRCSQgSzORPr-wlOcmroEhuZYDDOFoUw7MVleB Wpfwr4QZPV6aNygZev 5x5 = 3x6 II 3x3 11 3x6 Scale = 1:10.0 Plate Offsets (X Y)-- i1 i0-2-0 Edoel LOADING (psf) SPACING- 1-7-2 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.01 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.02 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.01 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 22 lb FT = O%F, O%E LUMBER- BRACING. TOP CHORD 2x4 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=756/0-3-8, 3=756/Mechanical Max Horz 4=-84(LC 4) Max Uplift4=-9(LC 4), 3=-9(LC 5) Max Grav 4=814(LC 15). 3=841(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-804/15, 2-3=-815/0 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=15ft; 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) Provide adequate drainage to prevent water ponding. 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. t%J 111111111" 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 , ♦� cJ A �I / fit between the bottom chord and any other members. , f� / 6) Refer to girder(s) for truss to truss connections. `%� O\`+ �• • •"• • ��e /// 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 4 and 9 lb uplift at joint 3. ��A�`,•' �,� C' E N S'�'•; 9� �� 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that �, they are correct for the intended use of this truss. ~ 39380 — 9) Girder carries tie-in span(s): 5-0-0 from 0-0-0 to 2-9-8 _. * ; • �'.) 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) 637 lb down and 282 lb up at = .�,� t� ` 1-4-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. ; •5"� �� 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ATE 13) In the LOAD CASEOS) section, loads applied to the face of the truss are noted as front (F) or back (B). � 0 ,• A, O Q;•• Z LOAD CASE(S) Standard / •• 0 R 1) Dead ed + Rm Loof Livpel (balanced): Lumber Increase=1.25, Plate Increase=1.25Unifos�0 N A' �,, Vert: 3-4=-8, 1-2=-390(F=-220) Concentrated Loads (lb) Vert: 5=-500(F) FL Cert. 6634 A,,.., ,.-4 C nf14A Continued on Daoe 2 rsuyuat v,w I-t ®WARNIfri-Vortfrdus rpanmewrs,undN&4DMUSONndrSAWIAUMEFNITEKREFEREMBPAGE N11-M73ntaIfd9120m8fFOffWE 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 fety Infarmatign vai able from Jruss Plate In titute, 781 N. Lee Street, Sulte 112, Alexandria, VA 2314. Tampa, Parke 3 ast Blvd. 15outhernPIne�SP lumbertsspec1lie,thedesignvaluesarethoseeffective46�0112013byAtSC Job Truss Truss Type Qty Ply Rinicella AddtioNFloors r. T6457807 27070 FL29G ROOF TRUSS 1 1 Job Reference factional test coast Truss, Fon Pierce, FL. 34946 LOAD CASE(S) Standard 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 3-4=-8, 1-2=-358(F=-220) Concentrated Loads (lb) Vert: 5=-409(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 3-4=-24, 1-2=-261(F=-220) Concentrated Loads (lb) Vert: 5=-227(F) 4) Dead + 0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 3-4=-5, 1-2=-1 1 5(F=-220) Harz: 1-4=31, 2-3=37 Concentrated Loads (lb) Vert:5=282(F) 5) Dead + 0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 3-4=-5, 1-2=-115(F=-220) Harz: 1-4=-37, 2-3=-31 Concentrated Loads (lb) Vert: 5=282(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 3-4=-8, 1-2=-305(F=-220) Harz: 1-4=53, 2-3=15 7.530 s Jul 112014 MITeK Industries, Inc. Wed Aug 06 13:39:16 2014 Page 2 I D:7 LxbgigS6nkrd sKsRC SQgSzORPr-wl0cm roE huZYD DOFoUw?MV I eB Wpfwr4 QZPV6aNygZev Concentrated Loads (lb) Vert: 5=-440(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 3-4=-8, 1-2=-305(F=-220) Harz: 1-4=-15, 2-3=-53 Concentrated Loads (lb) Vert: 5=-200(F) 8) Dead +0.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 3-4=-5, 1-2=-120(F=-220) Harz: 1-4=-48, 2-3=48 Concentrated Loads (lb) Vert: 5=252(F) 9) Dead + 0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 3-4=-5, 1-2=-152(F=-220) Harz: 14=48, 2-3=48 Concentrated Loads (lb) 'Vert: 5=192(F) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 3-4=-8, 1-2=-305(F=-220) Harz: 1-4=-26, 2-3=26 Concentrated Loads (lb) Vert: 5=41 O(F) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 3-4=-8, 1-2=-305(F=-220) Harz: 1-4=-26, 2-3=26 Concentrated Loads (lb) Vert: 5=-410(F) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert:3-4=-8, 1-2=-261(F=-220) Concentrated Loads (lb) Vert: 5=-136(F) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 3-4=-8, 1-2=-391(F=-220) Harz: 1-4=40, 2-3=11 Concentrated Loads (lb) Vert: 5=-637(F) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:3-4=8, 1-2=-391(F=-220) Harz: 1-4=-11, 2-3=-40 Concentrated Loads (lb) Vert: 5=-457(F) A WARMPri • Verify design Pammeoers rnd RFAD F07ES GN MIS AM MADDED NITFICREfERENCE PAGE M114473 ,— I1191201J8N'OMWE 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 Criterla, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safety Information gvalJable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If*aouthernpine Sp lumberisspecified,thedesignvaluesarethoseeffective06 0112013byAL5C Job Truss Truss Type Qty Ply ors T6457807 27070 FL29G ROOFTRUSS 1 1 ional Iasi Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Aug 06 13:39:16 2014 Page 3 ID:7LxbgigS6nkrdsKsRCSQgSzORPr-wl0cmroEhuZYDDOFoUw7MVleB Wpfwr4QZPV6aNygZev LOAD CASE(S) Standard 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:3-4=-8, 1-2=-391(F=-220) Horz: 1-4=-19, 2-3=19 Concentrated Loads (lb) Vert: 5=-614(F) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:3-4=-8, 1-2=-391(F=-220) Horz: 1-4=-19, 2-3=19 Concentrated Loads (lb) Vert: 5=-614(F) ®WARMXMJ -Verify desga pammcoaq -a READ MVSON 7MSAND MaUDFD 141MKREFEREACE FAGF. M11-M73 m. 1/24/20148EEOU115F 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 erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information va""able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA y2314. It5auihemfrne7bP�lumtreris'spetiified,thedesignvaluesarstheseeffective06li 2U13byAGiC 6904 Parke East Blvd. Tampa, FL 33610-0115 _4111111110-7'E Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 6 c1-2 c2-3 2. Truss bracing must be designed by an engineer. For WEBS c� 4 wide truss spacing, individual lateral braces themselves may bracing, Tor 1 n p O require or alternative bracing should be considered. O b O 3. Never exceed the design loading shown and never a'° U stack materials on inadequately braced trusses. 00 [ For 4 x 2 orientation, locate 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and c7-e n17 cse 0 BOTTOM CHORDS plates 0-'Ad' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension IS the plate width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or SYP represents values as published by AWC in the 2005/2012 NDS specified. by text in the bracing section of the SP represents ALSC approved/new values 13. Top chords must be sheathed or puriins provided at output. Use T or I bracing with effective date of June 1, 2013 spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ff. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 M1ek@ All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. _ _,0 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: M1 project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information,MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate r Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013