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2014-051
TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY 12804-5904 (518) 761-8201 Community Development - Building & Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: P20140051-40671 Date Issued: Monday, March 18, 2019 This is to certify that work requested to be done as shown by Permit Number has been completed. P20140051-40671 Tax Map Number: Location: Owner: 308.7-1-32 41 WESTBERRY WAY Clute Enterprises, Inc. Thomas J Farone Homebuilders Inc.Applicant: This structure may be occupied as a: Single Family Dwelling w/FP 1833 s.f. Garage 528 s.f.By Order of Town Board TOWN OF QUEENSBURY Issuance of this Certificate of Occupancy DOES NOT relieve the property owner of the responsibility for compliance with Site Plan, Variance, or other issues and conditions as a result of approvals by the Planning Board or Zoning Board of Appeals. Director of Building & Code Enforcement TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20140051 Application Number. A20140051 Tax Map No: 523400-308-007-0001-032-000-0000 Permission is hereby granted to: TRA-TOM DEVELOPMENT. INC. For property located at: 41 WESTBERRY Way in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Value Owner Address: TRA-TOM DEVELOPMENT, INC. Fireplace 677 STATE ROUTE 9 Garage Attached GANSEVOORT,NY 12831-0000 Single Family Dwelling $200,000.00 Total Value $200,000.00 Contractor or Builder's Name /Address Electrical Inspection Agency Plans&Specifications 2014-051 SFD 1,833 sq ft w/attached garage 528 sq ft 1 Fireplace (gas) • $445.80 PERMIT FEE PAID-THIS PERMIT EXPIRES: Wednesday, March 11, 2015 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the Town f Que sbu A Tu a March 11, 2014 SIGNED BY !y/ for the Town of Queensbury. Director of Building& Code Enforcement INSPECTION WORKSHEET (000918-2019) Town of Queensbury - Building and Codes - Fire Marshal 742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal Case Number:P20140051-40671 Case Module:Permit Inspection Date:Tue Feb 12, 2019 Inspection Status:Failed Inspector:Charles Dyer Inspection Type:Residential Final Inspection Job Address:Parcel Number:41 WESTBERRY WAY QUEENSBURY, NY 12804 308.7-1-32 Contact Type Company Name Name Applicant Thomas J Farone Homebuilders Inc. Contractor Thomas J Farone Homebuilders Inc. Primary Owner Thomas J Farone Homebuilders Inc. Granted Permission Thomas J Farone Homebuilders Inc. Checklist Item Passed Comments General Comments NO Mold report receive 2/4/19 provide drain for water supply at main entry point. (Sill spigot) Provide cover at hot water exhaust. Both bathroom fans appear to exhaust into soffit, provide a proper exit boot Co smoke detector needed at kitchen/living area (gas fireplace and gas range) 2/12/19 The following items must be completed to receive a C.O. Dryer vent must be installed A drain at the main supply for plumbing, (sill spigot) 4 inch Building Number Address visible from road YES Chimney Height / B Vent / Direct Vent Location NO Provide cover at hot water exaust Feb 12, 2019 Page (1) INSPECTION WORKSHEET (000918-2019) Checklist Item Passed Comments Fresh Air Intake YES Fresh air supply 3' from grade YES 3" Plumbing Vent through roof minimum 18 inch YES Outside Spigots have Air Gap YES Roof Complete / Exterior Finish Complete YES Platform at all exterior doors YES Handrail 4 or more risers YES Guards at stairs,decks,patios 30" + above grade YES Guard at stairwell at 34" or more YES Window guards req:<2' above floor/6' above grade - quick release installed YES N\a 2014 premit is dated 2014 Guard at deck, porches 36" or more YES Handrail Termination at Newell Post or Wall YES Interior/Exterior Railings 34 to 38 YES Wood deck: 2'+ from grade dia bracing required - H/C ramp compliant YES 4+ Deck Joist Ledger Connections-24" From Ends YES Feb 12, 2019 Page (2) INSPECTION WORKSHEET (000918-2019) Checklist Item Passed Comments Deck Ledger-Bolted per Code YES Grade away from foundation 6 with 10 feet NO Winter conditions 24 inches of snow on the ground. 6 clearance to sill plate YES Gas Shut-off Exposed & Regulator (18) Above Grade YES Interior privacy/trim/doors/main entrance 36 YES Bathroom / Kitchen Watertight YES Low flow toilet 1.3 gal/flushing cycle - showerhead/faucet YES Safety glazing: w/in 5' of tub/shower - stairwell win/adj to drs YES Smoke Detectors: Carbon Monoxide YES Smoke Detectors 3' from Kitchens & Baths R314 NO Every level, Every bedroom NO Outside every bedroom area YES Inter Connected YES Battery backup: _____YES Attic Access 22 x 30 minimum YES Feb 12, 2019 Page (3) INSPECTION WORKSHEET (000918-2019) Checklist Item Passed Comments Attic Access Insulation = Attic R- Value YES Attic Access Gasketed NO N/a 2014 code. Bathroom Fans, if no window NO Fans can not exhaust into soffit. Plumbing fixtures YES Backflow Preventors where required YES Foundation insulation to floor NO Insulation at basement stairs is loose, secure insulation properly. Energy Sticker on Elec. Panel:R-Val. & Heating Sys YES All Hot Water Systems: R-3 YES Duct work sealed properly YES Intake Openings YES Blower Door Test Certification YES Furnace shut-off w/in 30 ft. or w/in line of site YES Furnace Hot Water Heater operating NO No hot water at time of inspection Low water shut-off boiler NO Relief Valve ,Heat Trap/Water Temp 110 deg or less YES Feb 12, 2019 Page (4) INSPECTION WORKSHEET (000918-2019) Checklist Item Passed Comments Encl. Stairs Sheetrock Underside minimum ½ Gypsum NO 1/2" Gypsum or House Wall and Gable YES 20 Minute Fire Door/Self-Closing Hardware NO Seals on Garage Doors, esp. Wood NO Basement stairs closed rise greater than 4 inches YES Basement ceiling covered 2x8 fl joist or less NO Fireblocking at fl joist 80 s.f. or less NO Garage Floor Pitched YES Gas Log In Sealed or Glass Enclosure YES Fin Elect; Energy Saving Light Bulbs 50 Percent YES CSST/other piping in conduit if buried,if required NO Final Survey Plot Plan YES Flex Gas Pipe Bonding NO As Built Septic System YES Sewer Dept. Inspection Sticker NO Feb 12, 2019 Page (5) INSPECTION WORKSHEET (000918-2019) Checklist Item Passed Comments Fuel Tanks above flood plain elevation NO Truss ID Signage Installed at Electrical Meter NO OK to Issue Temporary C/O NO OK to Issue C/O NO Call for recheck when ready. 2/4/19 Feb 12, 2019 Page (6) Dyer, Charles (Inspector) CF NE Edward K. LaPoint PE 14 Empire Avenue wa Clens Falls, New York 12801 518-744-4411 . eklapointpe6d-)gmail.com May 11 , 2018 '%, , F7 8 P ' Sstor!: Larry Clute Holden Ave Queensbury, New York 12804 Re: Acceptable As-built Structural Inspection & Change Single Family Residence Under Construction at 41 Westbury Way, Queensbury Dear Larry: Regarding the above referenced project; 1 . The as-built framing was inspected on May 10, 2018, 2. The as-built framing and change to a tray ceiling is acceptable. 3. The project should now proceed through to completion as planned. Please feel free to contact me if you have any questions or comments. !njeed K. LaPoint, PE 14 Empire Avenue Glens, Falls New York 12801 518-744-4411 eklapointpe(a)cimail.com FluE1E0WE MAY 18 2018 TOWN OF QUEENSBURY BUILDING&CODES 'ZQV� - OPV Page 1 of 1 INSPECTOR 3301 N.W. 55TH ST., FT. LAUDERDALE, FL 33309 ( 888 ) 854 - 0477 III I II��JJ�JJJ�JJJJJJJJ�IJJ JJ J�JJ1J� J 1 J� J J JJ J J J 1J J �l�J J JJ 1JJJ JJJJJJJJJJJJ J JJJ JJJJJJJJJJJJ J JJJJ J JJ 1 JJ J J J � J J J J y J J J J JJ J � � I J I( I��01 I OJJ�II OJIJ JI I I�IIIJII( �����II�I� �IIIII0111 J � �( � � � I � ( I III I IIII�IJ���OI����IOIIIII�IIII��II CERTIFICATE OF MOLD ANALYSIS PREPARED FOR: WUNDER HOME CONSULTANTS,LLC PHONE NUMBER:(518)361-9097 EMAIL:LAKEGEORGEINSPECTOR@GMAIL.COM TEST LOCATION: LARRY CLUTE 41 WEST BERRY WAY QUEENSBURY, NY 12804 CHAIN OF CUSTODY# 52198196 COLLECTED:WED MAY 30,2018 RECEIVED:FRI JUNE 01,2018 REPORTED: FRI JUNE 01,2018 APPROVED BY: JOHN D. SHANE PH.D., VERSION:1.0(A VERSION NUMBER GREATER THAN ONE(1)INDICATES THAT THE DATA IN THIS REPORT HAS BEEN AMENDED) LABORATORY MANAGER EPA;re �latl�ny�a�s�arldard��c�f*.alrl5arne ar �f'��„C�„ old cc���,�ntx�tx�,3,���r h����c�Y 15�,er�,� Yabllslled '�e���r��ls�s nos lai��x��;�laflc�'n��s� � „ ,,,,rrr „ rrr// rrrrr// r ,rrrrrr r' rrrrrrrrrrrrrrr tarldard�;,�c�r evalu�tlri ;11i✓ 1t1�„ ��Ctfir �""tGS ld;e" (�&llf-" 11�C7frll�xl�} 156 �`I11 ; G'drl, „��47" ' „ „4VCAr �. �7 �r1L�}Id ��� ////// rr� � ,,ll A sarll "leyere ce ve .i ,:an acc table,, ditl�rl ;,s1 nl ncl� d „ ecfica "'rl„Yhe C "; enticrl„larrdr arbor„", , 1 1 1 � rrr >T /iiiiifi yam ,le,,, iresu�t��elaxe bYll �4"J,,,� le�sul� „ %%/ <, ////// //., ,,,,,,;,,,, ,,, ,i ,,,, rvr ,'�, ,% „ ." ,r,„ ,,,, ,..,, ,,,, ,,„ ,,, ,,, :,. ,,,,� A versl�n T��x�r elan �,�;lndl�a� ;,el���t l�l�;re„ CfY„ �fr 1�Berl„r���,ed rr rrrrrr,,,,,, /iiiiiiiii .........rrrrrr •rrrrrr /rrrrr rrrrrr /rrrrr rrrrr ,,,,, rrrrr rrrrr /rill /rill rrrrr rrrr / r rrrr ,,, /���. rrrr..: /iii /iii /ii r, �rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrr , vrrrrrrrrrr ,rrrrrrrr�rrrrrr ,,,,,r vrrr rrrrr�rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr 111F'KMA'1'10I1 r1N1O1�M CTO`ItL�1Pr,AT,,( ��)„f�'54,,,�'477C7It"l INSPECTOR 3301 N.W. 55TH ST., FT. LAUDERDALE, FL 33309 ( 888 ) 854 - 0477 III I II��JJ�JJJ�JJJJJJJJJ�IJJ JJ J�JJ1J� J 1 J� J J JJ J J J 1J J �l�J JJJ 1JJJJ JJJJJJJJJJJJ J JJJ JJJJJJJJJJ JJJ J JJJJ J JJ 1 JJ J J J � J J J J y J J JJJ JJ J � � I J I( I��01 I OJJ�II OJIJ JI I I�III JII( �����II�I� �IIIII0111 J � �( � � � I � ( I III I IIII�IJ���OI����IOIIIII�IIII��II Detailed Mold Report Analysis Method Surface Analysis Intentionally Blank Intentionally Blank Intentionally Blank Lab Sample# 52198196-1 Sample Identification B1679467 Sample Location BASEMENT Sample Type/Metric Bio-Tape Analysis Date Fri June 01,2018 Determination NO GROWTH ld Fungal Types Identified present Comments/Definitions NO GROWTH or former mold Raw Count:Actual number of spores growth observed.NO FUNGAL observed and counted. SPORES OBSERVED in this Spores/m3:Spores per cubic meter. sample. %of Total: Percentage of a INTENTIONALLY BLANK INTENTIONALLY BLANK INTENTIONALLY BLANK particular spore in relation to total number of spores. X:Spore type was observed. ---:Spore type was not observed. Page 2 of 3 INSPECTOR 3301 N.W. 55TH ST., FT. LAUDERDALE, FL 33309 ( 888 ) 854 - 0477 Mold Glossary III I II��JJ�JJJ�JJJJJJJJ�IJJ JJ J�JJ1J� J 1 J� J J JJ J J J 1J J �l�J JJJ 1JJJ JJJJJJJJJJJJ J JJJ JJJJJJJJJ JJJ J JJJJ J JJ 1 JJ J J J � J J J J y J J J J JJ J � � I J I( I�01 I OJJ�II OJIJ JI I I�III JII( �����II�I� �IIIII0111 J � �( � � � I � ( I III I IIII�IJ���OI����IOIIIII�IIII��II Introduction All spores found in indoor air are also normally found in outdoor air because most originate or live in the soil and on dead or decaying plants. Therefore, it is not unusual to find mold spores in indoor air. This Mold Glossary is only intended to provide general information about the mold found in the samples that were provided to the laboratory. Page 3 of 3 yp _— Ili MIMI um MS CTOk .�MiTeQk USA, Inc. CoDE wri EEundside Rd d't n, NC 2 932 Re: J14-00561 • JUN[ n12o1 18 Farone/41 Westberry TOWN OF QUEENSBURY1 BUILDING&CODES The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Bellevue Builders Supply. Pages or sheets covered by this seal: E11692006 thru E11692019 My license renewal date for the state of New York is November 30,2018. 4,Of NEW co 'e- a 09 rn LLu cc\�A 08511� S1•r". , April 20,2018 Lassiter,Frank 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. Job Truss Truss Type Qty Ply Farone/41 Westberry Et1692006 J14-00561 PB01 GABLE 22 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:43 2018 Page 1 . ID:FkjXJ3szg1xMHg2QB8R6egzPYG_-689MIFoigrHtg0B8FS5mg3JUM09_Kt?1 Vj?I6rzOgm2 I 3-0-0 6-0-0 I 3-0-0 3-0-0 Scale=1:14.0 3x4= 3 I\ . 6 8.00 12 4 • 2 5 r 1 IPIFAMIIII a 177 • 2x4= 2x4= I 6-0-0 6-0-0 Plate Offsets(X,Y)- 13:0-2-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 38.5 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 5 n/r 120 MT20 197/144 (Ground Snow=50.0) Lumber DOL 1.15 BC 0.22 Vert(TL) 0.00 4 n/r 90 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 Matrix-P Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=310/4-5-12,4=310/4-5-12 - • Max Horz 2=52(LC 5) Max Uplift 2=-58(LC 7),4=-58(LC 8) ' FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.opsf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 ANSI/TPI 1. • 3)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs , non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. ' 7)Gable studs spaced at 4-0-0 oc. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. • 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. 11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building OF NEIA designer. Q- "' t „►, ?+N�; - 7 I r�,;31 , 1.tig cc 2�c"4,0 O85117 ��C? v ROFEsS O' April 20,2018 • * 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall sA building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Edenton,NC 27932 • Job Truss Truss Type Qty Ply Farone/41 Westberry El1692007 J14-00561 PBO1GE GABLE 2 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:43 2018 Page 1 ID:FkjXJ3szg1xMHg2QB8R6egzPYG-689MIFoigrHtgOB8FS5mg3JUM0CdKtM1Vj?l6rZOgm2 . I 3-0-0 I 6-0-0 I 3-0-0 3-0-0 • • 4x4= Scale=1:14.3 3 88.00 . AHPij d A 4 .AIMIMII 1 2 5 J Ili" o 0 . 6 2x4= 1x4 II 2x4= • I 6-0-0 I 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 38.5 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 5 n/r 120 MT20 169/123 (Ground Snow=50.0) Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 4 n/r 90 . TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 * Code IRC2006/TP12002 Matrix P Weight:15 lb FT=20% LUMBER- BRACING-- TOP CHORD 2x4 SPF No.2 . TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S Stud REACTIONS. '(lb/size) 2=204/4-5-12,4=204/4-5-12,6=213/4-5-12 • Max Horz 2=52(LC 6) • Max Uplift 2=-60(LC 7),4=-66(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. . NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 ANSIITPI 1. 3)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 ' 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. . 6)Gable requires continuous bottom chord bearing. . • 7)Gable studs spaced at 2-0-0 oc. • 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building �! Qf NEW y designer. v ,`P ��R Lgss��0.p . /i OW / W • fi 'INE..r_$`�,s• Z ��4 O85111 t<7 v 9OFmi Ess%ONP x April 20,2018 i AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. l Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,nota truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI rek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN59TPI1 Quality Criteria,DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Edenton,NC 27932 s Job Truss Truss Type Qty Ply Farone/41 Westberry E11692008 J14-00561 T01 PIGGYBACK BASE 12 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:44 2018 Page 1 lD:FkjXJ3szg1 xMH g2QB8R6egzPYG_-bKj kybpKb9PkSYmLp9c?D HsRjPMZ35vAkN ksfHzOgm1 O j1018 7-7-12 I 15-0-0 16-6-0 1_6_0 I 22 6 0 4 0 0 31-4-4 I 39-0-0 I 0-10-8 7-7-12 7-4-4 6-0-0 1-6-0 7-4-4 7-7-12 • 8x8= Scale=1:76.2 6x10 8.00 12 6 7 ° 27 28 5x8 i 4x8 �� 5 8 2x4 \\ 2x4// 0 426 9 0 N N 4x5 G 25 29 4x4 ' 3 10 2 , 1 11 •• Fri BEI 30 31 16 15 32 14 33 13 12 34 35 5x6= 4x8= 6x6= 4x6 = 4x12 I I 6x10 14x8= I 9-7-12 I 19-6-0 26-2-8 26-4-12 39-0-0 I 9-7-12 9-10-4 6-8-8 0-d-4 12-9-4 Plate Offsets(X,Y)— 12:0-5-14,0-0-11,16:0-4-0,0-3-151,17:0-4-0,0-3-81,111:0-6-6,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 38.5 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.23 14-16 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber DOL 1.15 BC 0.78 Vert(TL) -0.35 12-23 >431 240 TCDL 10.0 Rep Stress Ina YES WB 0.98 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 * Code IRC2006/TPI2002 Matrix-MR Weight:231 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied. 8-11:2x6 SPF 1650F 1.5E _ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SPF No.2 WEBS 1 Row at midpt 6-16,6-14,9-12 WEBS 2x4 SPF No.2*Except* 2 Rows at 1/3 pts 7-12 4-16:2x4 SPF-S Stud,7-12:2x4 SPF 1650F 1.5E , SLIDER Left 2x6 SPF No.2 2-6-0,Right 2x4 SPF No.2 2-6-0 REACTIONS. (lb/size) 2=1905/0-5-8,12=2528/0-5-8,11=932/Mechanical Max Horz 2=373(LC 6) ' ' • Max Uplift 2=-232(LC 7),12=-258(LC 8),11=95(LC 8) Max Gray 2=2371(LC 17),12=3450(LC 17),11=1078(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-3164/283,4-6=-2943/431,6-7=-1015/261,7-9=-524/398,9-11=1051/158 BOT CHORD 2-16=-306/2491,14-16=-179/1243,12-14=-73/713,11-12=-10/873 WEBS 4-16=-1134/379,6-16=-278/1668,6-14=-931/260,7-14=171/1333,7-12=-2223/205, • 9-12=-1291/376 NOTES • - 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 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 38.5 psf on overhangs non-concurrent with other live loads. �! OF NEW , 5)Provide adequate drainage to prevent water ponding. v �V 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��Q.P��IA.LRSS, O� 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide 1 3 will fit between the bottom chord and any other members,with BCDL=10.opsf. . . r- '/ 11 8)Refer to girder(s)for truss to truss connections. • * ✓t rt!�,;*„ (byothers) bearing platecapablewithstandingupliftjoint(s) except(jt=lb) ✓ 1• -, 9 Provide mechanical connectionof truss to of 100 lb at'oint s 11 f— �` � � 2=232,12=258. ,� j;� _7 s:!�!:;s tc3\O 51 �a81i �� v A96FE5SI�NP April 20,2018 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Niel( is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Edenton,NC 27932 Job Truss Truss Type Qty Ply Farone/41 Westberry E11692009 J14-00561 TO1A PIGGYBACK BASE 3 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:45 2018 Page 1 ID:FkjXJ3szg1xMHg2QB8R6egzPYG-3WH7AxpyMSXb4iL.XNt7ElUPeQpg6oYLKy1UPBjzOgm0 -0T1018 7-7-12 i 15-0-0 I6-0-0i 22-6-0 ?4-0-0i 31-4-4 i 39-0-0 i 0-10-8 7-7-12 7-4-4 1-6-0 6-0-0 1-6-0 7-4-4 7-7-12 6x10 = i Scale=1:75.8 6x10= • 8.00 12 6 7 . 27 28 4x12 4x12 . • 5 8 2x4 \\ 2x4 // 0 426 9 O N - N • 4x8 i 25 29 4x8�� 3 10 2 11 _11 O 30 31 16 15 32 14 33 13 12 34 35 5x6= 4x8= 4x4= 4x8 = 5x6 = 10x10 II 10x10 II ' i 9-7-12 19-0-0 i 29-4-4 I 39-0-0 I 9-7-12 9-10-4 9-10-4 9-7-12 Plate Offsets(X,Y)— 16:0-5-8,0-3-01,17:0-5-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ltd PLATES GRIP TCLL 38.5 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.34 14-16 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber DOL 1.15 BC 0.95 Vert(TL) -0.49 14-16 >955 240 TCDL 10.0 Rep Stress!nor YES WB 0.91 Horz(TL) 0.16 11 n/a n/a BCDL 10.0 * Code IRC2006/TPI2002 Matrix-MR Weight:231 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF 1650F 1.5E*Except* • . TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.• 6-7:2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x6 SPF 1650F 1.5E*Except* WEBS 1 Row at midpt 6-16,6-14,7-14,7-12 13-15:2x6 SPF No.2 WEBS 2x4 SPF No.2*Except* . 4-16,9-12:2x4 SPF-S Stud SLIDER Left 2x6 SPF No.2 2-6-0,Right 2x6 SPF No.2 2-6-0 ' REACTIONS. (lb/size) 2=2747/0-5-8,11=2660/0-5-8 Max Horz 2=373(LC 6) • Max Uplift 2=311(LC 7),11=268(LC 8) Max Gray 2=3514(LC 17),11=3428(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . TOP CHORD 2-4=-5017/414,4-6=4774/560,6-7=2962/392,7-9=-4779/561,9-11=-5021/416 BOT CHORD 2-16=-363/3991,14-16=-154/2887,12-14=-51/2888,11-12=-219/3996 WEBS 4-16=-1042/372,6-16=-272/1449,6-14=-158/719,7-14=-158/711,7-12=-273/1456, 9-12=-1046/373 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.opsf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; ' cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 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 38.5 psf on overhangs �! O� NEs ,Y non-concurrent with other live loads. v �V 5)Provide adequate drainage to prevent water ponding. Q' 4.R.�$ O 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� QC� S./) r3 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide * ,' '�µ,i will fit between the bottom chord and any other members,with BCDL=10.0psf. I 11 �4i. :, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) , '�;, ys�' 2=311,11=268. ` /e *It... tP�0 O85111 (7- • 9OFEss1oNP \April 20,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek8r connectors.This design is based only upon parameters shown,and is for an individual building component,not �-a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall mil` building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Edenton,NC 27932 Job Truss Truss Type Qty Ply Farone/41 Westberny E11692010 J14-00561 T01B PIGGYBACK BASE 3 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:46 2018 Page 1 ID:FkjXJ3szg1xMHg2QB8R6egzPYG-XjrVNHga7mfShrwjxaeTIixnGD1OX?eTBhDyjAzOqm? -0110-6 7-7-12 15-0-0 6 6-01 22 6 0 �4 0-0i 31 4-4 39 0 0 0-1 7-7-12 7-4-4 1-6-0 6-0-0 1-6-0 7-4-4 7-7-12 8x8= Scale=1:76.3 • • 6x8= • 8.00 12 6 7 26 27 I 5x8-i 4x12 O 6 4x5 4x4 5 28 q y o CV 4x10 O 25 14 29 4x6-� 3 6x6 = 10 0 2 15 13 11 h aT 1 16 4x5= 4x4 17- ..-11 2x4 // - 12 • 3.00 12 lox10 II • • 10x14 % 6x6_ 1 5-105 1 11-5-3 1 17-0-0 1 24-0-0 1 33-6-8 1 39-0-0 1 5-10-5 5-6-13 5-6-13 7-0-0 9-6-8 5-5-8 Plate Offsets(X,Y)— 12:0-1-1,0-5-131,14:0-0-8,0-2-01,16:0-4-0,0-3-151,17:0-4-4,0-4-01,112:0-3-0,0-4-41,114:0-2-12,0-4-81.f15:0-1-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weft L/d PLATES GRIP TCLL 38.5 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.34 15-16 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber DOL 1.15 BC 0.88 Vert(TL) -0.52 15-16 >907 240 TCDL 10.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.36 11 n/a n/a BCDL 10.0 * Code IRC2006/TPI2002 Matrix-MR Weight:230 lb FT=20% LUMBER- BRACING- • TOP CHORD 2x6 SPF 1650F 1.5E*Except* TOP CHORD Structural wood sheathing directly applied. 6-7,8-11:2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SPF 1650F 1.5E*Except* 2-14:2x6 SPF 2400F 2.OE,12-14:2x6 SPF No.2 WEBS 2x4 SPF No.2*Except* 4-16,4-15,9-12:2x4 SPF-S Stud SLIDER Left 2x6 SPF No.2 3-0-0,Right 2x6 SPF No.2 2-6-0 REACTIONS. (lb/size) 2=2367/0-5-8,11=2281/0-5-8 Max Horz 2=373(LC 6) Max Uplift 2=-311(LC 7),11=-268(LC 8) Max Gray 2=3134(LC 17),11=3048(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. . TOP CHORD 2-4=5993/585,4-6=5739/621,6-7=-3868/465,7-9=-4494/399,9-11=-4386/386 BOT CHORD 2-16=519/4867,15-16=-548/5204,14-15=249/3931,13-14=78/3395,12-13=-275/4008, 11-12=-202/3499 . WEBS 4-16=-493/69,4-15-762/328,6-15=-279/1240,7-14=-276/1092,9-12=-1075/157, 6-14=-29/1080,7-13=-98/567,9-13=-514/333 1 • NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. OF NEW, 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 38.5 psf on overhangs r. non-concurrent with other live loads. Alt-� R•+-AS ak 5)Provide adequate drainage to prevent water ponding. CO Ql' S/��-r.� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 ' p - 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide * t '� will fit between the bottom chord and any other members. i'f ►-. ft t' joint(s) parallelgrainusing anglegrainBuilding designerverify /% (�s�Z t W 8)Bearingat'oint s 2 considers to value ANSI/TPI 1 to formula. should CC �� ��� ltl capacity of bearing surface. _ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) S ' '� • 2=311,11=268. • & oasi Al �4 0,0 R°FEsstONr . April 20,2018 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMil a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall !I building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 818 Soundside Road !, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Edenton,NC 27932 y Job Truss Truss Type Qty Ply Farone/41 Westberry E11692011 J14-00561 T01C PIGGYBACK BASE 4 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:47 2018 Page 1 ID:FkjXJ3szg1xMHg2QB8R6egzPYG_?vPtbcrCu4nJJ?VwUI9irvUyBdPaGWdQLzWFczOgm -0f10 7-7-12 i 15-0-0 I6.6-0i 22-6-0 F4-0-01 31-4-0 :33-6-8 I 38-9-0 0-10 7-7-12 7-4-4 1-6-0 6-0-0 1-6-0 7-4-4 2-2-4 5-2-8 8x8= Scale=1:75.6• ' 6x8= 8.00 12 6 7 26 27 5x8-i 4x8 g 4x8 4x4�i 5 28 4 9 O . N 4x8 i 25 14 29 4x4 3 6x6= 10 c 2 15 13 0 1 4x5 4x5 11 h % 16 1'.? 2x4 // . ' 12 3.00 12 8x8 _ 6x14 II 10x10 I 5-10-5 1 11-5-3 1 15-0-0 117-0-0 I 24-0-0 '24-1r13 33-6-8 33t9-4 38-9-0 1 5-10-5 5-6-13 3-6-13 2-0-0 7-0-0 0-1-13 9-4-11 0-2-12 4-11-12 Plate Offsets(X,Y)- f2:0-1-1,0-6-51,f4:0-0-8,0-2-01.f6:0-4-0,0-3-151,f7:0-4-0,0-3-121,112:0-3-12,0-4-41,f14:0-3-0,0-3-81.f15:0-1-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 38.5 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.25 15-16 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber DOL 1.15 BC 0.69 Vert(TL) -0.38 15-16 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.23 12 n/a n/a BCLL 0.0 Code IRC2006/TPI2002 Matrix-MR Weight:229lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 1650F 1.5E*Except* TOP CHORD Structural wood sheathing directly applied. • 6-7,1-5:2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x6 SPF 2400F 2.0E*Except* . 6-0-0 oc bracing:11-12. 12-14:2x6 SPF No.2 WEBS 1 Row at midpt 9-12,7-13 WEBS 2x4 SPF No.2*Except* - 4-16,4-15:2x4 SPF-S Stud . • SLIDER Left 2x6 SPF No.2 2-6-0,Right 2x6 SPF No.2 2-6-0 REACTIONS. (lb/size) 2=1986/0-5-8,12=2745/0-5-8,11=-112/Mechanical Max Horz 2=372(LC 6) Max Uplift 2=-285(LC 7),12=184(LC 7),11=343(LC 13) Max Gray 2=2605(LC 17),12=3818(LC 17),11=95(LC 6) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . TOP CHORD 2-4=-4830/528,4-6=-4413/559,6-7=-2668/409,7-9=-2624/310,9-11=67/1163 • BOT CHORD 2-16=-477/3894,15-16=-503/4150,14-15=-288/2750,13-14=-118/1997,12-13=-139/682, 11-12=-645/47 WEBS 4-16=-364/72,4-15=885/332,6-15=-282/1327,7-14=-266/1272,9-13=-137/1256, 9-12=-3853/296,6-14=-128/521,7-13=666/199 - . NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; - cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 • 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. (-C;f (yj ►A, L. 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 38.5 psf on overhangs ��VVnon concurrent with other live loads. �R.(..,4 9 �)�5)Provide adequate drainage to prevent water ponding. ) 36)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0� ( 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify LLl capacity of bearing surface. 1,-o 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=285,12=184,11=343. F6 0851Al V R°PESS�ONP . April 20,2018 A ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/201 5 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not il- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSllTP11 Quality Criteria,DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Edenton,NC 27932 Job Truss Truss Type Qty Ply Farone/41 Westbeny E11692012 J14-00561 TO1GE GABLE 1 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:48 2018 Page 1 ID:FkjXJ35zg1xMHg2QB8R6egzPYG_T5zFoysq(NvAx9362?hxN71 Kul uE?l6me?i3n2z0glz -001018 15-0-0 I6-6-0 1 22-6-0 �4-0-0I 39-0-0 0-10-8 15-0-0 1-6-0 6-0-0 1-6-0 15-0-0 Scale=1:77.1 4x8= 4x8= 8.00 12 12 13 14 15 16 17 11 5 h D 51 10 18 4x8 i 9 19 4x8�� 2 78 0 21 6 50 22 O k k k k A 5 E E 23 24 4x5-i 49 4 52 4x10 I I 25 2 3 26 1 �o yyu xu u x �,Y vyx $ vxVvxV YVVv V' Y �V V Ya V V Vu , V ®vvYY - x xY u xY Yy 4x6 II 48 47 46 45 44 43 4241 40 39 38 37 36 35 34 33 32 31 30 29 28 27 4x8 = 4x8= 1 39-0-0 1 39-0-0 Plate Offsets(X,Y)_ r3:0-2-2,0-2-01,112:0-4-0,0-0-10),[16:0-4-0,0-0-101,f26:0-1-3,0-1-12],j27:0-0-0,0-1-12) , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 38.5 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 1 n/r 120 MT20 169/123 (Ground Snow=50.0) Lumber DOL 1.15 BC 0.09 Vert(TL) -0.00 1 n/r 90 TCDL 10.0 Rep Stress Ina YES WB 0.39 Horz(TL) 0.01 27 n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2006/TPI2002 Matrix-R Weight:295 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 ' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S Stud*Except* WEBS 1 Row at midpt , 14-38,13-39,11-40,10-41,15-37,17-36, 14-38,13-39,11-40,10-41,9-43,15-37,17-36,18-35,19-33:2x4 SPF No.2 18-35 SLIDER Left 2x4 SPF No.2 1-8-0 REACTIONS. All bearings 39-0-0. (Ib)- Max Horz 2=391(LC 6) Max Uplift All uplift 100 lb or less at joint(s)27,38,39,40,41,43,44,45,46, 47,37,35,33,32,31,30,29 except 2=-211(LC 5),48=-152(LC 7),28=-191(LC 8) Max Gray All reactions 250 lb or less at joint(s)27,48,28 except 2=294(LC 6), 38=469(LC 16),39=393(LC 16),40=400(LC 17),41=459(LC 17),43=465(LC 17), 44=438(LC 17),45=462(LC 17),46=416(LC 17),47=325(LC 17),37=393(LC 16), 36=400(LC 17),35=459(LC 17),33=465(LC 17),32=438(LC 17),31=462(LC 17), 30=415(LC 17),29=329(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-420/307,3-4=-310/258,4-5=-261/248,9-10=-147/269,10-11=151/319, • 11-12=-122/304,12-13=-46/299,13-14=46/299,14-15=46/299,15-16=46/299, 16-17=-122/301,17-18=-151/298 WEBS 14-38=349/82,13-39=-273/68,11-40=-280/55,10-41=339/106,9-43=-344/108, 7-44=-319/97,6-45=336/102,5-46=-337/99,4-47=-289/109,15-37=-273/50, 17-36=280/3,18-35=-339/106,19-33=-344/108,21-32=-319/97,22-31=-336/102, 23-30=-336/101,24-29=-292/99 1C--)E RsYO�NOTES- �`1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; t+1cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 •`43 i 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 _ ,- 'pit V _i Gable End Details as applicable,or consult qualified building designer as per ANSI/TP'1. • j�j ja�t1, 3)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 •� /'Iraq / CU 4)Unbalanced snow loads have been considered for this design. 2 +'u� G. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs �� non concurrent with other live loads. �A �8$117 ��" 6)Provide adequate drainage to prevent water ponding. ' 9 P 7)All plates are 2x4 MT20 unless otherwise indicated. bFESS�ON 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. April 20,2018 OAltifihrsdtsi3mbae Been designed for a 10.0 osf bottom chord live oad nonconcurrent with any other liveJoads, a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. moo Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not �F a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��i��•YYY` building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Edenton,NC 27932 Job Truss Truss Type Qty Ply Farone/41 Westberry E11692012 J14-00561 TO1GE GABLE 1 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:49 2018 Page 2 ID:FkjXJ3szg1xMHg2QB8R6egzPYG_xlWd?IsTQh10YJelcjCAwKZVeQETkUMvtfSdJUzOgly NOTES- • - 11)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.opsf. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)27,38,39,40,41,43,44,45,46,47,37,35,33,32,31, 30,29 except(jt=lb)2=211,48=152,28=191. • • • • • • • • • • • • • • • • • • • • • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Edenton,NC 27932 I. Job Truss Truss Type Qty Ply Farone/41 Westberry E11692013 J14-00561 TO1SGE GABLE 1 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:50 2018 Page 1 ID:FkjXJ3szg1xMHg2QB8R6egzPYG_PU40Det5B?9tATDUAQjPSY6V4gNDTpk36JBAD¢Oglx -9-10 7-7-12 I 15-0-0 116-0-0I 22-6-0 F4 0 01 31-4-4 I 38-9-0 0-10 7-7-12 7-4-4 1-6-0 6-0-0 1-6-0 7-4-4 7-4-12 6x10= Scale=1:74.4 3x4 Ss 8x8 = _ 8.00 12 6 7 8 9 10 11 48 ►_71 5, l 49 284�/ U 12 4x12 i \I; 30�`" �`�, 13 • 4x8 5 3x1 r I`a, 14 c Q ` �;� 15q 4474`• 16 0 Sx10 \\ N 174x10 Q • 4x8�i 46 o-, 1850 rrr- \ t.37 `19 1 20 j\-1 m 0 m 0 4: o 51 52 27 26 53 25 54 24 23 22 21 10x10 II 5x6= 4x8 = - 4x5 = 4x8= 4x5= 3x4�' 10x14 II I 9-7-12 I 19-6-0 I 29-4-4 I 38-9-0 I 9-7-12 9-10-4 9-10-4 9-4-12 Plate Offsets(X,Y)— 16:0-5-4,0-3-41,110:0-4-0,0-3-151,f31:0-5-0,0-2-81 L LOADING (psf) 38 5 TC SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP (Ground Snow=50.0) Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.32 25-27 >999 360 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.95 Vert(TL) -0.47 23-25 >988 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.16 20 n/a n/a BCDL 10.0 Code IRC2006rTPI2002 Matrix-MR Weight:270 lb FT=20% LUMBER- BRACING- . TOP CHORD 2x6 SPF 1650F 1.5E*Except* TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins. 14-20:2x6 SPF No.2 BOT CHORD • Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x6 SPF 1650F 1.5E*Except* •WEBS 1 Row at midpt 6-27,6-25,10-25 24-26:2x6 SPF No.2 JOINTS 1 Brace at Jt(s):29,31,32,33,34,35,37 WEBS 2x4 SPF-S Stud*Except* 6-27,6-25,10-25,10-23,31-32:2x4 SPF No.2 • . OTHERS 2x4 SPF-S Stud • SLIDER Left 2x6 SPF No.2 2-6-0,Right 2x6 SPF No.2 3-0-0 REACTIONS. (lb/size) 2=2707/0-5-8,20=2541/0-5-8 Max Horz 2=372(LC 6) Max Uplift 2=-310(LC 7),20=-265(LC 8) Max Gray 2=3470(LC 17),20=3313(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD .2-4=-4942/411,4-6=-4698/556,6-7=2944/391,7-8=-2231/331,8-9=-2231/331, 9-10=2231/331,10-11=4092/742,11-12=-4100/698,12-13=-4035/587,13-15=-4224/574, 15-16=-4258/530,16-17=-4284/469,17-18=-4439/454,18-20=-4568/371 BOT CHORD 2-27=-365/3929,25-27=153/2829,23-25=-62/2915,22-23=-131/3788,21-22 233/3568, 20-21=-233/3568 WEBS 4-27=-1036/368,6-27=-269/1447,6-25=168/889,25-30=302/629,10-30=-438/423, 10-34=-575/2398,31-34=-510/2132,23-31=-144/1121,23-32=-788/250,16-32=-584/211, 9-29=-167/362,7-28=-894/92,28-29=-866/88,29-30=-684/101,30-33=-779/74, 31-33=-768/71,31-35=-475/117,35-36=-473/117,32-36=-513/107,32-37=-503/111, 22-37=-519/111,11-34=-285/69,12-31=-488/177,15-36=-314/56 W` OF NEY NOTES- �4Z.. C,�R L4S9 O2 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 Q Now' T(C‘. 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 . * r c 41 ,<> * Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 1-- r "Mi,- k cc 3)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 — ' j '•;j,j?_ 4)Unbalanced snow loads have been considered for this design. . i"n` U./5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs *i• a! 11 s. . ' non-concurrent with other live loads. C� �C? 6)Provide adequate drainage to prevent water ponding. O 085917 7)All plates are 2x4 MT20 unless otherwise indicated. A �.� 8)Gable studs spaced at 2-0-0 oc. RQFESSlO- 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide April 20,2018 Cantiwitl tOetu m 2he bottom chord and any ther members.with BCDL=10.0osf. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ... Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ®�p a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall +� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mild( is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPl1 Quality Criteria,DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Edenton,NC 27932 l Job Truss Truss Type Qty Ply Farone/41 Westberry E11692013 J14-00561 T01SGE GABLE 1 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:50 2018 Page 2 ID:FkjXJ3szglxMHg2QB8R6egzPYG_PU40Det5B?9tATDUAQjPSY6V4gNDTpk36JBArxzoglx NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=310,20=265. • • • • • • • • • • • • • • • • • • ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ■■■■ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �A a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M'Tek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Edenton,NC 27932 Job Truss Truss Type Qty Ply Farone/41 Westberry E11692014 J14-00561 TO2 COMMON 5 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:51 2018 Page 1 ID:FkjXJ3szg1xMHg2QB8R6egzPYG_tgeOQ_ujyllkodohj7Ee?IeisElgC15CLzxjNNzOglw -0110 8-7-12 17-0-0 I 25-4-4 I 34-0-0 34(10TT8 0-10 8-7-12 8-4-4 8-4-4 8-7-12 0-10-6 6x8 II Scale=1:76.3 ' 8.00 12 6 • 4x6 22 23 4x6'� 2x4 \\ 5 7 2x4 // 4 8 N • 4x5 i 4x5 3 9 2 1 10 31 24 25 13 26 27 12 28 29 5x14 II 8x8= 8x8= 5x14 II I 11-4-0 I 22-8-0 I 34-0-0 I 11-4-0 11-4-1 11-4-0 Plate Offsets(X,Y)— f2:0-6-6,Edgel,I6:0-4-8,0-3-01,f10:0-6-6,Edaej,I12:0-4-0,0-5-4j,113:0-4-0,0-5-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 38.5 Plate Grip DOL 1.15 TO 0.73 Vert(LL) -0.29 12-13 >999 360 MT20 169/123 (Ground Snow=50.0) Lumber DOL 1.15 BC 0.80 Vert(TL) -0.45 12-13 >904 240 TCDL 10.0 Rep Stress lncr YES WB 0.82 Horz(TL) 0.08 10 n/a n/a BCLL 0.0 * Code IRC2006/TPI2002 Matrix-MR Weight:190 lb FT=20% BCDL 10.0 g LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2*Except* WEBS 1 Row at midpt 6-12,6-13 - _ 8-12,4-13:2x4 SPF-S Stud SLIDER Left 2x6 SPF No.2 2-6-0,Right 2x6 SPF No.2 2-6-0 ' • REACTIONS. (lb/size) 2=2401/0-5-8,10=2401/0-5-8 .Max Horz 2=-372(LC 5) , Max Uplift 2=-287(LC 7),10=287(LC 8) ' FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=-3167/367,4-6=2903/486,6-8=-2903/486,8-10=3167/367 BOT CHORD 2-13=-293/2487,12-13=-44/1741,10-12=-153/2487 WEBS 6-12=233/1279,8-12=-726/367,6-13=233/1279,4-13=726/367 ' NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 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 38.5 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)*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 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. v�! Of NE(/1/ 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 2=287,10=287. •SP i :frL4siil; T � cu 244 , , . • �4 085111 e A9oFEssIox4V April 20,2018 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. M R. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi rek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Edenton,NC 27932 Y Job Truss Truss Type Qty Ply Farone/41 Westbeny . E11692015 J14-00561 TO2GE Common Supported Gable 1 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:52 2018 Page 1 ID:FkjXJ3szg1xMHg2QB8R6egzPYG_MtCmeKvLjcQbPmNtHritYzBlKeHgxucMZdgHwpzOgly -0[10 17-0-0 I 34-0-0 31-10r8 0-10 17-0-0 17-0-0 0-10-8 5x6= Scale=1:75.8 8.00 12 12 UN 13 4x6 1D 14 43 44 4x6 9 15 . 7 : �;4j 1617 J> - 6 -' 118 — �1 �1 5 = 1h19 4 20 4x5 4x5 o 1 2-J.411 a s _ �1-,k 1 22 2 0 42 41 40 39 38 37 35 34 33 32 31 29 28 27 26 25 24 3x6 II 3x6 II 36 30 - 4x6= 4x6= • I 34-0-0 I 34-0-0 Plate Offsets(X,Y)— [2:0-2-0,0-0-4],[3:0-2-2,0-2-01,[21:0-2-2,0-2-0].[22:0-2-0,0-1-121 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 38.5 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 22 n/r 120 MT20 197/144 (Ground Snow=50.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 22 n/r 90 TCDL 10.0 Rep Stress lncr YES WB 0.23 Horz(TL) 0.01 22 n/a n/a BCLL 0.0 * Code IRC2006/TPI2002 Matrix-R Weight:255 lb FT=20% BCDL 10.0 g LUMBER- BRACING- • . TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 - WEBS 1 Row at midpt 12-33,11-34,10-35,13-32,14-31 SLIDER . Left 2x4 SPF No.2 1-0-13,Right 2x4 SPF No.2 1-0-13 REACTIONS. All bearings 34-0-0. (Ib)- Max Hors 2=-388(LC 5) - Max Uplift All uplift 100 lb or less at joint(s)34,35,37,38,39,40,41,32,31,29,28,27,26,25,22 except 2=-220(LC 5),42=-194(LC 7),24=-170(LC 8) Max Gray All reactions 250 lb or less at joint(s)41,42,25,24,22 except 2=354(LC 6),33=270(LC 2), 34=420(LC 2),35=422(LC 2),37=342(LC 2),38=312(LC 1),39=320(LC 1),40=273(LC 2),32=420(LC 3), . 31=422(LC 3),29=342(LC 3),28=312(LC 1),27=320(LC 1),26=273(LC 3) • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-454/279,3-4=-324/221,4-5=-272/211,10-11=-136/272,11-12=-134/287, 12-13=134/278,21-22=321/113 WEBS 11-34=-300/54,10-35=302/114,13-32=300/39,14-31=-302/116 - NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 _ 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 ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. v�` Of NE1,1/ 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. . ? R.14S'S 0C� 6)All plates are 2x4 MT20 unless otherwise indicated. CO t? /). 'l . 7)Gable requires continuous bottom chord bearing. ' ' �- 8)Gable studs spaced at 2-0-0 oc. * ',/t i, . 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r— �'11,jt�:, ��`-ar,40 it 10)*This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide Iyy;7jyT;t� will fit between the bottom chord and any other members,with BCDL=10.0psf. • _ �-a ,''LVL ', 2 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)34,35,37,38, 39,40,41,32,31,29,28,27,26,25,22 except(jt=lb)2=220,42=194,24=170. ' FO O85111 (47 do • ROFESSIO' v April 20,2018 1 e -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ■■■+Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MIE building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPN Quality Criteria,DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Edenton,NC 27932 Job Truss Truss Type Qty Ply Farone/41 Westberry J14-00561 T03 E11692016 COMMON 2 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:53 2018 Page 1 "� ID:FkjXJ3szg1xMHg2QB8R6egzPYG_g3m8rgwzUwYS1wy3rYG64Ak2?22TggGaVoHQgSGzOglu -10 810 8 6-3-4 I 5 19 2 I 18-2-12 5-11-12 I 624-6-0 3-4 d-0-8 -4x8. . Scale=1:56.5 5 8.00 12 19 20 2x4 2x4 4 6 • 4x4 i 4x4 3 7 9I'! 0' `�►1 69 I9 R 21 22 23 24 • 10 , 6x14 II 8x8= 6x14 I I . I 12-3-0 _ I 24-6-0 I 12-3-0 12-3-0 Plate Offsets(X,Y)- f2:0-5-8,Edge],r5:0-5-1,0-2-01,f8:0-8-13,Edgel,r10:0-4-0,0-4-121 LOADING (psf) 38 5 SPACING- 2-0-0 CaDEFL. in (loc) l/defl Lid PLATES GRIP TCLL(Ground Snow=50.0) Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.09 10-17 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.59 , Vert(TL) -0.23 10-17 >999 240 BCLL 0.0 Rep Stress Incr YES VVB 0.57 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code IRC2006/TP12002 Matrix-MR Weight:114 lb FT=20% LUMBER- - BRACING • - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins. . BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 2-0-0,Right 2x6 SPF No.2 2-0-0 - REACTIONS. (lb/size) 2=1616/0-3-8,8=1616/0-3-8 Max Horz,2=-269(LC 5) Max Uplift 2=-218(LC 7),8=218(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-1913/275,4-5=-1511/259,5-6=1511/259,6-8=1913/275' , BOT CHORD 2-10=-210/1490,8-10=-116/1490 WEBS 5-10=-93/876,6-10=-554/259,4-10=-554/259 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; • cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 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 38.5 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)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except jt=lb) �! of NEt I y 2=218,8=218. V �AQ'P��Ft �, ASsi�09 • ., N =ee \4 085111 (i V April 20,2018 0 t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TRH Quality Criteria,DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Edenton,NC 27932 P Job Truss Truss Type Qty Ply Farone/41 Westberry E11692017 ' J14-00561 TO3A COMMON 2 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, - 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:54 2018 Page 1 ID:FkjXJ3szg1xMHg2QB8R6egzPYG_IFKW30wbFDgJf4XGPGnLdOGDVRp3Pjmf1x90 izOglt 6-3-4 I 12-3-0 I 18-2-12 I 24-6-0 5-4 6-3-4 5-11-12 5-11-12 6-3-4 10 4x8\ Scale=1:56.2 4 .,` 8.00 12 18 19 2x4•� 2x4 3 5 o M ' 4x4'. 4x4-� 2 6 \ �. 1 I 20 21 9 22 23 re 8x8= 5x14 II 5x14 I I I 12-3-0 24-6-0 12-3-0 I 12-3-0 Plate Offsets(X,Y)- j1:0-5-8,Edoel,f4:0-5-1,0-2-01,17:0-8-13,Edoej,19:0-4-0,0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 38.5 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.09 9-12 >999 360 MT20 197/144 (Ground Snow=50.0) Lumber DOL 1.15 BC 0.58 Vert(LL) -0.23 9-12 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.04 7 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 Matrix-MR Weight:113 lb FT=20% BCDL 10.0 . LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purlins. • BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS ' - 2x4 SPF No.2 SLIDER "Left 2x6 SPF No.2 2-0-0,Right 2x6 SPF No.2 2-0-0 REACTIONS. (lb/size) 1=1529/0-3-8,7=1617/0-3-8 Max Horz 1=279(LC 5) Max Uplift 1=175(LC 7),7-218(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-3=-1918/276,3-4=-1514/259,4-5=1514/260,5-7=1916/275 BOT CHORD 1-9=-211/1495,7-9=-116/1492 • WEBS' 4-9=-93/881,5-9=-545/259,3-9=-557/259 • NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.opsf;BCDL=6.0psf;h=30ft;Cat.It;Exp C;enclosed;MWFRS(low-rise)gable end zone; - cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 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 38.5 psf on overhangs non-concurrent with other live loads. V 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) it5frNEWY1=175,7=218. ,Vt-ass,/j,O,p • 1 -9 . i 'r ` / to ' t1 -a 1^,1 � • • ��O Q85111 �l�� v 9`'FESSIONP . April20,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. I" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 818 Soundside Road Safety Infomtation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Edenton,NC 27932 A. Job Truss Truss Type Qty Ply Farone/41 Westbeny E11692018 J14-00561 TO3GE Common Supported Gable 1 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:55 2018 Page 1 'Q' "� ID:FkjXJ3szg1xMHg2QB8R6egzPYG_mSuvGMxD?XoAGE6SyzJa�j9bpWorHc8EVoFbvxX8zOgls 0-10-8 12-3-0 I 12-5-0 0 10- • 4x4 = Scale=1:57.7 8 . 8.00• AiIIIih'41' 1 14 Io 28 . 27 26 31 25 24 23 22 21 20 19 32 18 17 16 3x4 II 8x8 = _ 3x4 II I 24-6-0 I 24-6-0 Plate Offsets(X,Y)— 122:0-4-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 38.5 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.01 15 n/r 120 MT20 197/144 (Ground Snow=50.0) Lumber DOL 1.15 BC 0.11 Vert(LL) -0.01 15 n/r 90 TCDL 10.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.00 16 n/a n/a BCLL 0.0 Code IRC2006/TPI2002 Matrix-R Weight:143 lb FT=20% BCDL 10.0 LUMBER- BRACING- '. TOP CHORD 2x4 SPF No.2 - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 • • BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 8-22 . REACTIONS. All bearings 24-6-0. (Ib)- Max Horz 28=303(LC 6) Max Uplift All uplift 100 lb or less at joint(s)16,23,24,25,26,21,20,19,18 except 28=124(LC 5), 27=-169(LC 7),17=-158(LC 8) Max Gray All reactions 250 lb or less at joint(s)28,16,27,17 except 22=296(LC 1),23=417(LC 2),24=371(LC 2),25=315(LC 1),26=254(LC 2),21=417(LC 3),20=371(LC 3),19=315(LC 1),18=254(LC 3) ' FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 7-8=-102/257 . _ WEBS 7-23=-297/86,6-24=-251/107,9-21=-297/84,10-20=-251/107 NOTES- 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. � QF NEW Y 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. R, Q 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ��P.r SS/., �� 9)Gable studs spaced at 2-0-0 oc. Q- w, V et 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •* ' ,4r 3 11) This truss has been designed for a live load of 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall by1-0-0 wide r4i►��)%' * 9 P 9 s ''-.� /0 will fit between the bottom chord and anyother members,with BCDL=10.0 psf. � 1. 77yyii 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)16,23,24,25, i1 � %�J)J W 26,21,20,19,18 except Qt=1b)28=124,27=169,17=158. ZS —r-- �O 085117 <17 • v 9OPESSt3‘4P April 20,2018 1 1 -- Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not MI" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek, is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Edenton,NC 27932 4 Job Truss Truss Type Qty Ply Farone/41 Westberry J14-00561 TO3GR E11692019 COMMON GIRDER 1 Job Reference(optional) Bellevue Builders Supply, Schenectady,NY-12306, 8.210 s Feb 12 2018 MiTek Industries,Inc. Fri Apr 20 11:44:55 2018 Page 1 ID:FkjXJ3szg1xMHg2QB8R6egzPYG_mSuvGMxD?XoAGE6SyzJa9bpOgr8i89_oFbvxX8zOgls 12-3-0 24-6-0 12-3-0 12-3-0 6x10 11 Scale=1:55.5 • dh 8.00 12 7 8 • o A - 1 3 • . I o 6 5 4 C' 8x8 = - 8x8 = 3x10 // 6x8 = 3x10 \\ I 8-2-7 I 16-3-9 I 24-6-0 I 8-2-7 8-1-2 8-2-7 Plate Offsets(X,Y)— (1:0-0-0,0-1-81,12:0-5-8,0-3-01,13:0-0-0,0-1-81,14:0-6-2,0-0-81,16:0-4-6,0-1-01 TC L LOADING (psf) 38 5 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP (Ground Snow=50.0) Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.14 4-6 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.68 Vert(TL) -0.27 4-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.05 3 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 Matrix-R Weight:335 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins. BOT CHORD 2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 1=7468/0-3-8,3=7468/0-3-8 . Max Horz 1=-280(LC 5) Max Uplift 1=-1171(LC 7),3=-1171(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-9431/1492,2-3=-9431/1492 • . BOT CHORD 1-6=-1108/7546,4-6=-768/5291,3-4=-1076/7546 . WEBS 2-4=-772/5209,2-6=-772/5209 • 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. Bottom chords connected as follows:2x8-2 rows staggered at 0-9-0 oc. . Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-05;Pg=50.0 psf(ground snow);Pf=38.5 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. - 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Of NEW 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=1171,3=1171. A' v\�R LASs�� 2 LOAD CASE(S) Standard or '/ T� 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 * 4 1 s. Uniform Loads(plf) 1h►,' �l►i, Veil:1-2=97,2-3=-97,1-3-520(F=-500) /1 r .t ,k LLI :cu s .. c11FQ O85111 4 v ' April 20,2018 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �R a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required far stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPN Quality Criteria,DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Edenton,NC 27932 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4y " Center plate on joint unless x, 6-4-8 ( dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury MEIDimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS 0'�1fi 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves .Iiii may require bracing,or alternative Tor I IIII _RIMMIAir 1111111,Mihi bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 s esa cs s I— designer,erection supervisor,property owner and plates 0- ',id'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that 4, Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING g or less,if no ceiling is installed,unless otherwise noted. established by others. • 15.Connections not shown are the responsibility of others. lik II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■�� reaction section indicates joint 17.Install and load verticallyunless indicated otherwise. =m1 ill IMMI ill number where bearings occur. �� Min size shown is for crushing only. 18.Use of green or treat lumber may pose unacceptable ►=a environmental,health or performance risks.Consult with Industry Standards: � project engineer beforeed use. ANSI/TPI1: National Design Specification for Metal IVA iTeIC 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, eracuaeertlw�sv is not sufficient. BCSI: Building Component Safety Information, fl�CO 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. A mi felf Affiliate Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 I, a Contractor: Clute Enterprise Inc Date:12/3/2018 Contractor Address: 6 Holden Ave City:QueensburyState: NYZip: 12804 518-793-7277 cluteenterprises@gmail.com Phone #Email: Location tested: 41 Westberry Way City:QueensburyState: NYZip: 12804 Customer Name: Phone # Email: Ventilation requirements: (Height x Living) + (Height x Basement) X 3 / 60 = ACH per Hour Volume = Volume: 31450 x 3 = 94350 /60 = 1572 CFM @ 50 Maximum CFM 50 to achieve less than 3 ACH = 1572 cfm@50 Blower Door Diagnostics: Ring Inside Temp: 65Baseline Pressure-50Pa. Outside Temp: 30Fan Pressure-27.8Pa. Building has a HRV installed.YES NO Actual Flow @ CFM50 =2503 cfm@50 NACE ENGINEERING, P.C. 169 Haviland Road, Queensbury, NY 12804 Phone-518-745-4400 Fax -518-792-8511 December 6, 2017 Job #46175 New York State Dept. of Health 77 Mohican Street Glens Falls,NY 12801 RE: Schermerhorn/Pine Ridge Subdivision- Queensbury(T) 41 Westberry Way(Lot#7) - Septic System Dear Sir/Ma'am: This letter is to inform you that we inspected the completed septic system for the house on 41 Westberry Way(Lot#7) in the Pine Ridge Subdivision on December 5, 2017. The septic system as installed was for a 3 bedroom house and consisted of a 1,500 gallon septic tank and 144 lineal feet of absorption trench constructed with stone and perforated pipe. The system conforms to the requirements of the approved subdivision design drawings. Please call me if you have any questions or concerns. Sincerely, Thomas R. Center Jr. , PE cc: Dave Hatin, Town of Queensbury Tom Farone ill .,, ,ts„ , FEB - 4 2gi3 1 1 cory