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HomeMy WebLinkAboutB16-0243 Engineering report.pdf--® Milek® Re: ML11477 NOVICK RES MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916 /676-1900 Fax 916 /676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Overholt-Delta,Co. Pages or sheets covered by this seal: R50831352 thru R50831358 My license renewal date for the state of Colorado is October 31, 2017. June 14,2017 Hernandez, Marcos 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 ANSlrrPl-1, Chapter 2. Job Truss Truss Type Qty Ply NOVICK RES R50831352 ML11477 G1 COMMON SUPPORTED GAB 1 1 Job Reference lontional\ Overtiolt Truss, Delta. Co 81416 9-9-0 f 8.010 s Apr 20 2016 M1Tek lndustnes, Inc. Wed Jun 14 07:22:20 2017 Page 1 ID:pGQUo3gomfN10vksvE7mCTzaHrti-u80gjOe8KNF1JODFs5FhGxglsl68UffxmV?Frqz6RM1 19-6-0 9-9-0 9-9-0 Scale = 1 :34.2 5x5 = 8 6.00 [12 11 3x4 = 28 27 26 25 24 23 22 21 20 19 18 17 16 3x4 = 19-6-0 19-6-0 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 80.0 (Roof Snow=80.0) Plate Grip DOL 1.00 TC 0.03 Vert(LL) n/a -n/a 99g MT20 197/144 TCDL 15.0 LumberDOL 1.00 BC 0.03 Vert(TL) n/a -n/a g99 Rep Stress Iner YES WB 0.08 Horz(TL) 0.00 15 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TPl2007 Matrix-R Weight: 101 lb FT=O% LUMBER- TOPCHORD BOT CHORD OTHERS 2x6SPF1650F 1.5E 2x4 SPF 1650F 1.5E 2x4 SPF 1650F 1.5E BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purl ins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb)- All bearings 1 g-s-0. Max Horz 1 =-gO(LC 15) Max Uplift All uplift 100 lb or less atjoint(s) 1, 23, 24, 25, 26, 27, 28, 21, 20, 19, 18, 17, 16 Max Grav All reactions 250 lb or less atjoint(s) 1, 15 except 22=250(LC 1 ), 23=351(LC 16), 24=367(LC 16), 25=360(LC 16), 26=337(LC 16), 27=258(LC 16), 28=373(LC 1), 21=351(LC 17), 20=367(LC 17), 19=360(LC 17), 18=337(LC 17), 17=258(LC 17), 16=373(LC 1) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 7-23=-325/32, 6-24=-340/56, 5-25=-334/53, 4-26=-30g/52, 2-28=-325n9, 9-21=-325/23, 10-20=-340/58, 1Hg=-334/54,12-18=-309/52, 14-16=-325/74 NOTES- 1) Wind: ASCE 7-1 O; Vult=115mph (3-second gust) V(IRC2012)=91 mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .00 plate grip DOL=1.00 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSl/TPI 1. 3) TCLL: ASCE 7-10; Pf=80.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1 .1 4) Unbalanced snow loads have been considered for this design. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 23, 24, 25, 26, 27,28,21,20, 19, 18, 17, 16. June 14,2017 £ WARNING· Verify design pantmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 01116/2015 BEFORE USE. ---. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buil< in t. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss des "gn g shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is th .. Jlllp~bi llity of erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general gui! an<HfHEUallling fabrication, quality control, storage, delivery, erection an~ ~~Criteria, DSB-89 and BCSI Building COllQ)Onent 7777 Greenback Lane Safety Informatlcmilable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314 . Suite 109 ,..,~ ••c-u-:-1.. r11. nc~ 1n the I~ Job Truss Truss Type Qty Ply NOVICK RES R50831353 ML11477 G2 COMMON STRUCTURAL GA 1 1 Job Reference lootional\ Overtiolt Truss, Delta. Co 81416 8.010 s Apr 20 2016 M1Tek lndustnes, Inc. Wed Jun 14 07:22:22 2017 Page 1 ID:pGQUo3gomfN1 OvksvE7mCTzaHrh-qXWR8hfOs_ VIYiNd_ WH9MMIW19ebyT8EEpUMviz6RM? 12-9-0 18-11-12 25-6-0 6-2-12 6-2-12 6-6-4 Scale = 1 :46.9 4x6 'l 13 12 11 2x6 109 PlateOffsets(XY}-[1·Edge0-1-11l [5·Edge0-1-11l ! LOADING (psf) SPACING-2-0-0 TCLL 80.0 (Roof Snow=80.0) Plate Grip DOL 1.00 TCDL 15.0 LumberDOL 1.00 Rep Stress Iner YES 12-9..() 6-2-12 CSI. TC 0.50 BC 0.67 WB 0.46 5x6 = 3 I~ 0 4x10 = 2x6 II 4x6 = 4x6 -:::- 18-11-12 25-6-0 6-2-12 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.10 5-7 >ggg 240 MT20 1g7/144 Vert(TL) -0.17 5-7 >ggg 180 Horz(TL) 0.05 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix-R Weight: 170 lb FT=Oo/o LUMBER- TOPCHORD BOT CHORD WEBS OTHERS WEDGE 2x6 SPF 2100F 1.8E 2x4 SPF 1650F 1.5E 2x4 SPF 1650F 1.5E 2x4 SPF 1650F 1.5E BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 7-8,5-7. WEBS Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. All bearings 6-8-0 except Ut=length) 5=0-5-8. (lb)-Max Horz 1=117(LC 14) Max Uplift All uplift 100 lb or less atjoint(s) 1, 13 except 5=-130(LC 11), 9=-108(LC 10), 10=-316(LC 5), 12=-100(LC 1) Max Grav All reactions 250 lb or less atjoint(s) 11 , 12 except 1=3g6(LC 16), 5=2016(LC 17), 9=3064(LC 1 ), 13=326(LC 1) FORCES. {lb)· Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-307/501, 2-3=-1605/185, 3-4=-1700/161, 4-5=-3245/207 BOT CHORD 1-13=-299/g1, 12-13=-2gg/g1, 11-12=-2gg/91, 10-11=-299/91, 9-10=-299/91, 8-9=-299/91, 7-8=-100/2683, 5-7=-100/2683 WEBS 4-8=-1728/209, 4-7=0/259, 2-8=-9/1695, 2-9=-2750/235 NOTES- 1 Row at midpt 4-8 1) Wind: ASCE 7-1 O; Vult=115mph (3-second gust) V(IRC2012)=91 mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .00 plate grip DOL=1 .00 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSl/TPI 1. 3) TCLL: ASCE 7-10; Pf=80.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1 .1 4) Unbalanced snow loads have been considered for this design. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 13 except Ut=lb) 5=130, 9=108, 10=316, 12=100. A WARNING· Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFORE USE. June 14,2017 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buil t. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss des gn g shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is th billity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general <IVllW!lllllling fabrication, quality control, storage, delivery, erection an~ ~}t Crit•ria. DSB-89 and BCSI Building Compon9Jlt 7777 Greenback Lane Saf•tY Informationilable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1og Job Truss Truss Type Qty Ply NOVICK RES R50831354 ML11477 G3 COMMON SUPPORTED GAB 1 1 Job Reference lootionall Overtiolt Truss, Delta. Co 81416 8.010 s Apr 20 2016 M1Tek lndustnes, Inc. Wed Jun 14 07:22:23 2017 Page 1 ID:pGQUo3gomfN1 OvksvE7mCTzaHrh-lj4pM1 gOdldcAsypXDp0ualodZ8Wh1 nOSTDvR9z6RM_ 13-0-0 Scale = 1:24.7 5x5 = 5 I~ 3x4 = 16 15 14 13 12 11 10 3x4 = 13-0-0 13-0-0 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 80.0 (Roof Snow=80.0) Plate Grip DOL 1.00 TC 0.06 Vert(LL) n/a -n/a 999 MT20 197/144 TCDL 15.0 LumberDOL 1.00 BC 0.05 Vert(TL) n/a -n/a 999 Rep Stress Iner YES WB 0.05 Horz(TL) 0.00 9 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TPl2007 Matrix-R Weight: 58 lb FT=O% LUMBER- TOP CHORD BOT CHORD OTHERS 2x6 SPF 1650F 1 .5E 2x4 SPF 1650F 1.5E 2x4SPF1650F 1.5E BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb)- All bearings 13-0-0. Max Horz 1 =-62(LC 15) Max Uplift All uplift 100 lb or less atjoint(s) 1, 9, 14, 15, 16, 12, 11 , 10 Max Grav All reactions 250 lb or less at joint(s) 1, 9, 13 except 14=344(LC 16), 15=272(LC 16), 16=539(LC 16), 12=344(LC 17), 11 =272(LC 17), 10=539(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-14=-312/40, 3-15=-264/45, 2-16=-471/94, 6-12=-312/35, 7-11=-264/46, 8-10=-471/92 NOTES- 1) Wind: ASCE 7-1 O; Vult=115mph (3-second gust) V(IRC2012)=91 mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .00 plate grip DOL=1 .00 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSl/TPl 1. 3) TCLL: ASCE 7-10; Pr-80.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1 .1 4) Unbalanced snow loads have been considered for this design. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 14, 15, 16, 12, 11, 10. June 14,2017 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-1'73 rev. 0211612015 BEFORE USE. ---. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buil< in t. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss des'gn g shown !~e!~~r ~at:~~~t~~~~~r~e~~~~~v~~~~!n~e~fm~:e~~e~~ii . st~e~~~~~n~! ~~:P~~=~~n~~~~~~~Y t~f i~~~r~u~i~~~~i~~sf~~;~~ ~~~s~~~~;!~n g~~< ;~~~~llity of the fabrication, quality control, storage, delivery, erection an~ ~lt Criteria, DSB-89 and BCSX Building Coaaponent 7777 Greenback Lane Safety Informatioailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 t'an.o "•lnk•o C:A O<R10 Job Truss Truss Type ML11477 G4 COMMON STRUCTURAL GA Overholt Truss, Delta. Co 81416 6-6-4 12-9-0 6-6-4 6-2-12 Qty Ply NOVICK RES R50831355 1 1 Job Reference (optional) 8.010 s Apr 20 2016 M!Tek lndustnes, Inc. Wed Jun 14 07.22.24 2017 Page 1 ID:pGQUo3gomfN10vksvE7mCTzaHrh-nveBZNhe0clToOW05xKdRnrsjyM6QliXh7zTzbz6Rlz 18-11-12 25-6-0 6-2-12 6-6-4 Scale = 1:48.7 5x10 M18SHS = 3 ]~ 0 15 14 13 12 1110 9 8 7 6 3x4 = 6-6-4 12-9-0 18-11-12 25-6-0 6-6-4 6-2-12 6-2-12 6-6-4 Plate Offsets (X Y)-[1 ·0-10-00-0-21 [3·0-5-0 0-1-121 [5·0-10-0 0-0-21 I LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 80.0 (Roof Snow=80.0) Plate Grip DOL 1.00 TC o.4g Vert(LL) -0.06 1-16 >ggg 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.00 BC 0.54 Vert(TL) -0.11 1-16 >999 180 M18SHS 197/144 Rep Stress Iner YES WB 0.78 Horz(TL) 0.02 15 nla n!a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix-R Weight: 170 lb FT=O% LUMBER- TOPCHORD BOT CHORD WEBS OTHERS WEDGE 2x6 SPF 21 OOF 1.8E 2x4 SPF 1650F 1.5E 2x4 SPF 1650F 1.5E 2x4SPF1650F 1.5E BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 1-16,15-16. Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb)- All bearings 12-11-8exceptUt=length)1=0-8-0. Max Horz 1=117(LC 14) WEBS Max Uplift All uplift 100 lb or less atjoint(s) 1, 5, 7, 6 except 15=-187(LC 10), 11=-180(LC 11) Max Grav All reactions 250 lb or less atjoint(s) 14, 13, 12, 10, 8, 7 except 1=1128(LC 16), 5=450(LC 17), 15=2711(LC 16), 11=1331(LC 17), 6=324(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1447/94, 2-3=-20/866, 3-4=-245/697, 4-5=-416/334 BOT CHORD 1-16=-88/1114, 15-16=-88/1114 WEBS 3-15=-1526/111, 4-15=-453/103, 4-11=-1315/183, 2-15=-1823/214, 2-16=0/265 NOTES- 1 Row at midpt 2-15 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSl/TPI 1. 3) TCLL: ASCE 7-10; Pr=80.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7, 6 except Ut=lb) 15=187, 11=180. June 14,2017 A WARNING -Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. OV1612015 BEFORE USE. ---• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buil< in t. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss des'gn g shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is th .. Mty>A_Ifi,J'billity of erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guicarnllfUElDl!ling fabrication, quality control, storage, delivery, erection an~ ~it Criteria, DSB-99 and BCSI Building COlllPOnent 7777Greenbacklane Safety Informat•Gllilable from Trus s Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ,..., __,_ ...... _ f"'A a~1n the Job Truss Truss Type Qty Ply NOVICK RES R50831356 ML11477 T1 Common 6 1 Job Reference (optional) Overholt Truss, Delta. Co 81416 . . 8.010 s Apr 20 2016 M1Tek lndustnes, Inc. Wed Jun 14 07:22:25 2017 Page 1 ID:pGQUo3gomfN10vksvE7mCTzaHrh-F6CZnjhG9vtKPA5Cfersz?N2pMjj9sGgwniOV1z6RLy -2-0-0 5-0-4 9-9-0 14-5-12 I 19-6-0 I 21-6-0 I 4-8-12 5-0-4 2-0-0 2-0-0 5-0-4 4-8-12 5x6 'l 12 3x5 = 6.00 f12 13 4x8 = 5-0-4 9-9-0 5-0-4 4-8-12 5x5 = 4 3x8 = Plate Offsets (X Y}-[2·0-2-0 0-2-41 [4·0-2-8 0-3-8] [6·0-2-0 0-2-41 [9·0-3-8 0-2-01 [11 ·0-3-8 0-2-0] ' ' ' LOADING (psf) SPACING-2-0-0 CSI. DEFL. 4x8 = 14-5-12 4-8-12 in (loc) l/defl Ud 19-6-0 5-0-4 PLATES 8 3x5 = GRIP Scale = 1 :39.9 TCLL 80.0 (Roof Snow=80.0) Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.07 9-10 >999 240 MT20 197/144 TCDL 15.0 LumberDOL 1.00 BC 0.45 Vert(TL) -0.11 9-10 >999 180 Rep Stress Iner YES WB 0.37 Horz(TL) 0.04 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix-R Weight: 107 lb FT=O% LUMBER- TOP CHORD BOT CHORD WEBS 2x6 SPF 1650F 1.5E 2x4 SPF 1650F 1.5E BRACING- TOPCHORD Structural wood sheathing directly applied or 5-1-10 oc purlins, except end verticals. 2x4 SPF 1650F 1.5E *Except* 2-12,6-8: 2x6SPF1650F 1.5E REACTIONS. (lb/size) 12=2442/0-8-0, 8=2442/0-5-8 Max Horz 12=-110(LC 8) Max Uplift 12=-160(LC 10), 8=-160(LC 11) Max Grav 12=2476(LC 17), 8=2476(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 2-3=-2641/134, 3-4=-2060/150, 4-5=-2060/150, 5-B=-2641/134, 2-12=-2406/188, 6-8=-2406/188 BOT CHORD 11-12=-270/236, 10-11=-105/2152, 9-10=-30/2152, 8-9=-270/205 WEBS 4-10=-18/685, 5-10=-806/121 , 5-9=-301n5, 3-10=-806/121 , 3-11=-301/75, 2-11 =-59/2004, 6-9=-52/2004 NOTES- Rigid ceiling directly applied or 6-0-0 oc bracing. 1) Wind: ASCE 7-1 O; Vult=115mph (3-second gust) V(IRC2012)=91 mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .00 plate grip DOL=1.00 2) TCLL: ASCE 7-10; Pf=80.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 80.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint( s) except Ut=lb) 12=160, 8=160. June 14,2017 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFORE USE. ---. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buil in t . Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss des'gn g shown !~e~~~r ~at~~~it~~~~~r~e~~~~~v~~~~in~e~f m~:e~~e~~ir· st~~!~;~n~! ~~:P~~:~~n~r~~~~~Y t~f i~~~r~u~~~~~~i~~s~~~;~~ ~~~s~~~~;;~n gt~ ~~~~!llity of the fabrication, quality control, storage, delivery, erection an~ ~y.. criteria1 DSB-89 and BCSI Building CoiQPOnent 7777 Greenbacklane Safety Informat•onilable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite109 """ •• Uolnh•• C:A 0<"10 Job Truss Truss Type ML11477 T2 Common Overholt Truss, Delta. Co 81416 -2-0-0 6-6-4 12-9-0 Qty Ply NOVICK RES R50831357 14 1 Job Reference lootionall 8.010 s Apr 20 2016 M1Tek lndustnes, Inc. Wed Jun 14 07:22:26 2017 Page 1 ID:pGQUo3gomfN10vksvE7mCTzaHrh-jllx_3ivwD?B1JgODLM5WCwDtm0YuGbq9RSZ1Tz6Rlx 2-0-0 6-6-4 6-2-12 I 18-11-12 I 25-6-0 I 27-6-0 I 6-2-12 6-6-4 2-0-0 12x12 = 6x8 = 6-6-4 6-6-4 Plate Offsets (X, Y)--(4:0-4-0,0-1-8], [8:Edge,o-g-4], [12:Edge,0-9-4] LOADING (psf) TCLL 80.0 (Roof Snow=80.0) TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING-2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Iner YES Code IRC2012fTPl2007 12-9-0 6-2-12 CSI. TC 0.45 BC 0.67 WB 0.50 Matrix-R 5x8 = 4 3x10 = DEFL. Vert(LL) Vert(TL) Horz(TL) 18-11-1 2 6-2-12 in (loc) -0.11 9-10 -0.20 10-11 0.08 8 I/dell >999 >999 nla 6x6 = Ud 240 180 n/a 25-6-0 6-6-4 PLATES MT20 8 12x12 = Scale = 1 :49.8 GRIP 197/144 Weight: 162 lb FT=O% LUMBER· TOP CHORD BOT CHORD WEBS 2x6 SPF 2100F 1.8E 2x4 SPF 1650F 1.5E 2x6 SPF 1650F 1.5E BRACING- TOPCHORD Structural wood sheathing directly applied or 4-8-4 oc purlins, except end verticals. REACTIONS. (lb/size) 12=3072/0-8-0, 8=3072/0-5-8 Max Horz 12=129(LC 9) Max Uplift 12=-193(LC 10), 8=-193(LC 11) Max Grav 12=3096(LC 17), 8=3096(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 2-3=-3784/191, 3-4=-2867/200, 4-5=-2866/200, 5-6=-3798/194, 2-12=-3020/229, 6-8=-3018/230 BOT CHORD 11-12=-214/444, 10-11=-169/3151, 9-10=-66/3153, 8-9=-207/445 WEBS 4-10=-28/1087, 5-10=-1267/175, 5-9=-286/131, 3-10=-1266/176, 3-11=-294/129, 2-11 =-68/2801, 6-9=-62/2801 NOTES- Rigid ceiling directly applied or 6-0-0 oc bracing. 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91 mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .00 plate grip DOL=1.00 2) TCLL: ASCE 7-10; Pl=80.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 80.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 12=193, 8=193. June 14,2017 A. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M//-7413 rev. 0211612015 BEFORE USE. ---. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buil< in t. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss des·gn g shown ~:e~~~r :at:~~tt~~~~~r~e~~~~!v~~~~in~e~f m~:e~~e~~~i · st~~~~~;~n~! ~~:P~~:~~n~r~~i~~Y t~f i~~~r~u~i~~!!i~~sf~~!~~ ~~~s~~~;!~n g~~< ~~~~~llity of the fabrication, quality control, storage, delivery, erection an~ ~~Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informatil.anilable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1og r: • .,,C! u-1-~•-rb. ai;.1::.1n Job Truss Truss Type Qty Ply NOVICK RES R50831358 ML11477 T3 Common 1 1 Job Reference lootional\ Overholt Truss, Delta. Co 81416 8.010 s Apr 20 2016 M1Tek lndustnes, Inc. Wed Jun 14 07:22:27 2017 Page 1 ID:pGQUo3gomfN10vksvE7mCTzaHrti-BUJKBPjXgX71fTFbm3tK3QTMgAStdoAzN5B7Zwz6RLw -2-0-0 2-0-0 8 3x4 II 9 6-6-0 6-6-0 6.00 112 6-6-0 6-6-0 Plate Offsets (X Y}-[2·0-3-4 0-1-121 [3·0-4-4 0-2-81 [4·0-3-4 0-1-121 ' ' LOADING (psf) SPACING-2-0-0 CSI. TCLL 80.0 (Roof Snow=80.0) Plate Grip DOL 1.00 TC TCDL 15.0 LumberDOL 1.00 BC Rep Stress Iner YES WB 0.57 0.21 0.16 5x6 II 3 4x16 = DEFL. in (loc) Vert(LL) -0.02 7 Vert(TL) -0.05 6-7 Horz(TL) 0.01 6 13-0-0 15-0-0 6-6-0 2-0-0 13-0-0 6-6-0 1/defl Ud >999 240 >999 180 n/a n/a 10 4x8 ..::::::-- 6 3x4 11 PLATES MT20 GRIP 197/144 Scale = 1:29.7 BCLL 0.0 BCDL 10.0 Code IRC2012/TPl2007 Matrix-R Weight: 69 lb FT=O% LUMBER- TOP CHORD BOT CHORD WEBS 2x6SPF1650F 1.5E 2x4 SPF 1650F 1.5E BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purl ins, except end verticals. 2x4 SPF 1650F 1.5E *Except* 2-8,4-6: 2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 8=1760/0-8-0, 6=1760/0-5-8 Max Herz 8=89(LC 9) Max Uplift 8=-125(LC 10), 6=-125(LC 11) Max Grav 8=1806(LC 17), 6=1806(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1451/g2, 3-4=-1451/g2, 2-8=-1738/162, 4-6=-1738/162 BOT CHORD 7-8=-240/4gg, 6-7=-240/4gg WEBS 2-7=-27/838, 4-7=-35/838 NOTES- BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1) Wind: ASCE 7-1 O; Vult=115mph (3-second gust) V(IRC2012)=g1 mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) TCLL: ASCE 7-10; Pf=80.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1 .1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 80.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 8=125, 6=125. June 14,2017 A WARNING· Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFDRE USE. ---. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buil< in t. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss des'gn g shown !~e~~~r ~at:~~it~~~~~r~e~~~~~v;~~~In~e~f m~:e~~e~~~r· st~~~~~~~n~! ~~:P~~:~~n~r~~i~~Y t~f i~~~r~u~~~~~~i~~s?~~~~ ~~~s~~~~!~n 9~~< ~~1Jli~~~llity of the fabrication, quality control, storage, delivery, erection an~ ~it Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informat•cmilable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ,..,~ '""' -' -~-f"'JJ. 0~~1n Symbols PLATE LOCATION AND ORIENTATION ~ Center plate on joint unless offsets are indicated. Dimensions are in ft-in-sixte Apply plates to both sides of and fully embed teeth. 02-116'' For 4 x 2 orientation, locate plates ~~from outside edge of truss. This symbol indicates the required direction of slots i connector plates. Numbering System , y I 6-4-8 I dimensions sho"."1 in ft-in-sixteent (Drawings not to scale) nths truss1 2 3 ~ ':' ~ 0 ~ :r: u 0 u :r: p.. u 0 p.. E-< 0 C7-8 C6-7 C5-6 E-< BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. *Plate location details available in MiTek 21 /2~s AND WEBS ARE IDENTIFIED BY DID JOINT software or upon request. ~ ERS/LET'l'ERS. RLATE SIZE 4 x 4 The first dimension is the pl width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION t> BEARING Indicated by symbol shown and/ by text in the bracing section output. Use T or I bracing if indicated. te r PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, of the ESR-3282 I I I A General Safety Not sFailure to Follow Could Cause Propert Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. 3. 4. 5. 6. 7. 8. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselve• may require bracing, or alternative Tor I bracing should be considered. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. Cut members to bear tightly against each other. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable ~01 use with fire retardant, preservative treated, or green 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice ~s camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise Inc 15. Connections not shown are the responsibility of others. Indicates location where bear~·ngs 1 (supports) occur. Icons vary but reaction section indicates jo"rn~t~~~~~~~~~~~~~~~~~~~~~~~~~~~--1 16. Do not cut or alter truss member or plate without prior © 2012 MiTek® All Rights Reserved approval of an engineer. number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushind only. --18. use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult w~tr project engineer before use. Xndustry Standards: ANSI/TPil: National Design Specification DSB-89: BCSI: Plate Connected Wood Tru Design Standard for Bracing. Building Component Safety In Guide to Good Practice f Installing & Bracing of Connected Wood Trusses. or Metal s Construction. ormation, r Handling, etal Plate MiTeke 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. MiTek Engineering Reference Sheet: MII-7473 rev. 02/~6/2015