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AST-000426-2017 TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201 Community Development- Building& Codes (518) 761-8256 CERTIFICATE OF COMPLIANCE Permit Number: AST-000426-2017 Date Issued: Friday, August 31, 2018 This is to certify that work requested to be done as shown by Permit Number AST-000426-2017 has been completed. Tax Map Number: 308.16-1-54 Location: 316 Corinth RD Owner: Chris Mackey Applicant: North Valley Construction This structure may be occupied as a: Commercial New Build --Unheated Pole B for Storage 2,450 s.f. By Order of Town Board Cross Ref. Z-AV-36-2017 and P-SP-38-2017 TOWN OF QUEENSBURY Issuance of this Certificate of Compliance DOES NOT relieve the lolot property owner of the responsibility for compliance with Site Plan, Variance, or other issues and conditions as a result of approvals by the Director of Building&Code Enforcement Planning Board or Zoning Board of Appeals. TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201 MA Community Development-Building&Codes (518)761-8256 BUILDING PERMIT Permit Number: AST-000426-2017 Tax Map No: 308.16-1-54 Permission is hereby granted to: North Valley Construction For property located at: 0 Corinth RD 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 Owner Name: Chris Mackey Pole Barn $20,000.00 Owner Address: 15 Wild Turkey RD Total Value $20,000.00 Lake George,NY 12845 Contractor or Builder's Name/Address Electrical Inspection Agency Plans&Specifications Commercial New Build--Unheated Pole Barn for Storage 2,450 s.f. Cross Ref. Z-AV-36-2017 and P-SP-38-2017 $245.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Thursday,August 23,2018 (If a longer period is required,an application for an exte io ust be made to the code Enforcement Officer of the Town of Queensbury before theirati dat Dated at the Town o Queens uY W a ugust 23,2017 SIGNED BY: for the Town of Queensbury. Director of Building&Code Enforcement Office Use Only ACCESSORY STRUCTURE Permit oc PERMIT APPLICATION Permit Fee: t 16wn of'Oucensbury 742 Bay Road,Queensbury,NY 12804 Invoice#: (,t,, e-e-/e P:518-761-8256 www.gueensbury.net '--MfF'eF- e-'PC-kb'rM'-CJ1-e1P-5F-3Jr- Project Location: AV 36 7 'Po I Tax Map ID Subdivision Name: I "J CONTACT INFORMATION: �Jil Applicant: CL T0'VVN0FQUEE SBURY Name(s): 4 60MMUNITY DEVELOPMENT Mailing Address, C/S/Z: 3 W04 co�61�- 12415 C 1 U rif"CA K C- CellPhone: ( O ) Yl�t - k44Land Line: 1:-t- �� Email:- 6tittis vk6�& 6.1ka— • Primary Owner(s): Name(s): 1-1 Mailing Address, C/S/Z: I W i LD 1!!t -rE& J Z- Cell Phone: Land Line: Email: 9 Contractor(s): -c5!J-1,t L A-5- Business Name: Contact Name(s): Mailing Address, C/S/Z: Cell Phone: Land Line: Email: 9 Architect(s)/Engineer(s): Business Name: Contact Name(s): Mailing Address, C/S/Z: to -AT fA44- Cell Phone: Land Line: Email: Contact Person for Building & Code Compliance: C�1C C Cell Phone: ( :( f" U-cfq- Land Line: Email: C 4,5 ; 1j,-,0--r�t VtU, h I-- •t C-c-L"I Town of Queensbury Building&Code Enforcement Accessory Structure Application Revised April 2017 PROJECT INFORMATION: TYPE: Commercial Residential WORK CLASS: _Deck, Open Porch _Solar Panels(w/o rafter upgrades) _Carport _Cell Tower _Shed _Pavilion, Pole Barn, Canopy _Dock _Gazebo Detached Garage _Boathouse (with or w/o sundeck) _3-Season Porch _Other(description: ?61-C &r-r\ r SQUARE FOOTAGE OF STRUCTURE: 1st floor: �( 2nd floor: Total square feet: ADDITIONAL PROJECT INFORMATION: 1. Estimated Cost of Construction:$ , 2. If Commercial project,what is the proposed use: 3. Are there any structures not shown on the plot plan? YES NO Explain: 4. Are there any easements on the property? YES NO DECLARATION: 1. I acknowledge that no construction shall be commenced prior to issuance of a valid permit and will be completed within a 12 month period. 2. Ifthework is not completed by the 1 year expiration date the permit may be renewed, subject to fees and department approval. 3. 1 certify that the application, plans and supporting materials are a true and complete statement and/or description of the work proposed, that all work will be performed in accordance with the NYS Building Codes, local building laws and ordinances, and in conformance with local zoning regulations. 4. 1 acknowledge that prior to occupying the facilities proposed I, or my agents, will obtain a certificate of occupancy. 5. 1 also understand that I/we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. I have read and agree to the above: PRINT NAME: ' 'i i�t,.�"- L, SIGNATURE: �� E.�. DATE: Town of Queensbury Building&Code Enforcement Accessory Structure Application Revised April 2017 INSPECTION WORKSHEET (005486-2018) Town of Queensbury - Building and Codes - Fire Marshal 742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal Case Number: Inspection Date: Inspector: Case Module: Inspection Status: Inspection Type: AST-000426-2017 07/30/2018 John O'Brien Permit Failed Accessory Structure Final Job Address:Parcel Number:316 Corinth RD Queensbury, NY 12804 308.16-1-54 Contact Type Company Name Name Granted Permission North Valley Construction , Applicant North Valley Construction , Primary Owner Mackey, Chris Engineer Environmental Design Partnership , Checklist Item Passed Comments Building Inspector Notes NO 7/27/18 Final Inspection Not Approved Remaining Items: -Replace Handicapped Toilet Tank with a right hand flush handle. -Install self closing hinges on bathroom door. -Install address on front of building. -Provide letter from engineer on structural framing approval. -Provide engineer's approval letter & as-built for the septic system. -Provide a Final Survey. -Complete all site items and certify the site. -Install Truss ID V/R -Fire Marshal's Final Approval 20 Minute Fire Door/Self-Closing Hardware NO Engineer or Architect Approval NO Site Plan / Variance required NO Jul 30, 2018 Page (1) INSPECTION WORKSHEET (005486-2018) Checklist Item Passed Comments Okay To Issue CC NO 7/27/18 Final Inspection Not Approved Remaining Items: -Replace Handicapped Toilet Tank with a right hand flush handle. -Install self closing hinges on bathroom door. -Install address on front of building. -Provide letter from engineer on structural framing approval. -Provide engineer's approval letter & as-built for the septic system. -Provide a Final Survey. -Complete all site items and certify the site. -Install Truss ID V/R -Fire Marshal's Final Approval Jul 30, 2018 Page (2) O'Brien, John (Inspector) FIRE MARSHAL'S OFFICE Tozvn of Queensbuiy 742 Bay Road, Queensbury, NY 12804 " Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW North Valley Construction Corinth Road AST-000426-2017 7/26/2017 2450 sf S1 storage The following comments are based on review of drawings: • Verify fire extinguisher location • Verify operation of exit/Emergency lighting. Including exterior • Lock / latches shall comply with Chapter 10 of 2015 IBC. • Verify paths of egress • Install Knox Box and main entrance for FD use • Truss ID required at all ingress and egress points • Provide letter of compliance indicating that stone driving surface complies with the requirements of Section 503.2.3 of the 2015 IFC. The imposed load of WGFVFD Tower truck may be obtained from 79, 500# Michael J Palmer Fire Marshal 742 Bay Road Queensbury NY 12804 firemarshal@queensbury.net Fire Marshal 's Office - Phone: 518-761-8206 Fax: 518-745-4437 firemarshal@queensbunl net - zvzvzv.queensbury.net R MiTek" MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Re: 17062373B CB Structures Scheme 308.16-1-54 AST-000426-2017 Mackey, Chris 0 Corinth Rd. Pole Barn 2,450 s.f. The truss drawing(s)referenced below have been prepared by Mitek USA, Inc. under my direct supervision based on the parameters provided by UFP-Gordon, PA. Pages or sheets covered by this seal: T11519183 thru Tl 1519184 My license renewal date for the state of New York is April 30, 2020 Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. -IE 0 V FE AUG 18 2017 oF NE Iv Y TOWN OF QUEENSBURY �p,MES 019 0,9 BUILDING&COMES r 4 Z Q W v S10NP July 4,2017 ORegan,Philip IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g., loads, supports, dimensions, shapes and design codes),which were given to MiTek. Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer should verify applicability of the design parameters and property incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. MiTek MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Re: 170623736 CB Structures Scheme The truss drawing(s)referenced below have been prepared by Mitek USA, Inc. under my direct supervision based on the parameters provided by UFP-Gordon, PA. Pages or sheets covered by this seal: T11519183 thru T11519184 My license renewal date for the state of New York is April 30,2020 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. OF NEIV Y CO ie 9�v r' a. ;i z Cr SOA 1 �C? S10 July 4,2017 ORegan, Philip IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads, supports,dimensions, shapes and design codes),which were given to MiTek. Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply CB Structures Scheme T11519183 17062373B T35 FINK 17 1 Job Reference(optional) Universal Forest Products, 5631 S.NC 62,Burlington,NC 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon Jul 03 13:15:23 2017 Page 1 ID:z5XikN3Hsr2Njv?u8?OxoJz40?C-1654cUxvF_ZD(fiRnPOvUm23 eXsWFnNnM29jOz?mJ2 1 9-24 17-6-0 25-9-12 35-0-0 3§-1018 0-10- 9-24 8-3-12 8-3-12 9-2-4 1 Scale=1:64.7 6x8 = 6.00 12 8x8 6x8 4 6 3x6 \\ 1 19 3x6 3 7 '4 2 8 1 9 I�� 0 11 10 10x14 MT20HS = 10x14 MT20HS = 5x10 = 5x10 = 11-11-8 23-0-8 35-0-0 11-11-8 11-1-0 -� 11-11-8 Plate Offsets(X Y)-- r2:0-G-0.0-0-2].[5:0-4-0.0-2-12].[8:0-0-0.0-0-21 LOADING (psf) SPACING- 4-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.28 10 >999 240 MT20 197/144 Snow(Pf/Pg) 50.4/60.0 Lumber DOL 1.15 BC 0.96 Vert(CT) -0.37 10-11 >999 180 MT20HS 148/108 TCDL 5.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0.16 8 n/a n/a BCLL 0.0 BCDL 5.0 Code IBC2015/TPI2014 Matrix-MS Weight:225 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x8 SP DSS TOP CHORD 2-0-0 cc purlins(3-2-3 max.). BOT CHORD 2x6 SPF 210OF 1.8E'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 10-11:2x6 SPF No.2 WEBS 1 Row at midpt 3-11,7-10 WEBS 2x4 SPF No.2 REACTIONS. (Ib/size) 2=4355/0-8-0,8=4355/0-8-0 Max Horz 2=-187(LC 10) Max Uplift 2=-397(LC 12),8=-397(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-7382/669,3-5=-6455/667,5-7=-6455/668,7-8=7382/670 BOT CHORD 2-11=-624/6376,10-11=-231/4237,8-10=-453/6376 WEBS 3-11=-2222/445,5-11=-290/2487,5-10=-290/2487,7-10=-2222/445 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=3.Opsf,BCDL=3.Opsf,h=16ft;Cat II;Exp C;enclosed; MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr-30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=60.0 psf(ground snow);Pf=50.4 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category ll;Exp C;Partially Exp.;Ct=1.2 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 50.4 psf on overhangs non-concurrent with other live loads. 6)Dead loads shown include weight of truss. Top chord dead load of 5.0 psf(or less)is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. of: NE 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �1?� �PMES 01 09 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 397 Ib uplift at joint 2 and 397 Ib uplift at joint 8. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building * Z designer. r- 0- z cc 11) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. n y ! W s � �O 097751 v FES S10NP July 4,201 A WARNING-Ver/y dealgn parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE ANI-7473 rev.10/03I2MB 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 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 busses and truss systems,see ANSVTPII Quality Criteria,DSB-S9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply CB Structures Scheme T11519184 17062373B T35GE GABLE 2 1 Job Reference(optional) Universal Forest Products, 5631 S.NC 62,Burlington,NC 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon Jul 03 13:15:24 2017 Page 1 ID:z5XikN3Hsr2Njv?u8?OxoJz4O?C-VJfSpgyX01hW9vKeL7X81_aEk2t5Fi1 W00niGTz?mJ1 -1 9-24 17-6-0 25-9-12 35-0-0 1 0-1 9-2 4 8-3-12 8-3-12 9-24 1 Scale=1:64.7 6x8 = 8.00 12 8x8 8x8 4 6 3 35 3 7 d, Ulu 2 1 8 „ 10 10x14 MT20HS = 10x14 MT20HS = 5x10 = 5x10 = 11-11-8 23-0-8 35.0-0 11-11.8 11-1-0 11-11-8 Plate Offsets(X.Y)-- 12:0-0-0.0 0 21 [4:0-4-0.0-6-01,[5:0-4-0.0-2-12].L&O-4-0.0-6-9j,j8.0-0-0 0-0-21 LOADING (psf) SPACING- 4-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.28 11 >999 240 MT20 197/144 Snow(Pf/Pg) 50.4!60.0 Lumber DOL 1.15 BC 0.96 Vert(CT) -0.37 10-11 >999 180 MT20HS 148/108 BCDL 5.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0.16 8 n/a n/a BCDL 0.0 BCDL 5.0 Code IBC2015/TP12014 Matrix-MS Weight:291 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x8 SP DSS TOP CHORD 2-0-0 oc purlins(3-2-3 max.). BOT CHORD 2x6 SPF 2100F 1.8E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-11:2x6 SPF No.2 WEBS 1 Row at midpt 3-11,7-10 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. (Ib/size) 2=4355/0-8-0,8=4355/0-8-0 Max Horz 2=-187(LC 10) Max Uplift 2=-397(LC 12),8=-397(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-7382/669,3-5=-64551667,5-7=-6455/668,7-8=-7382/670 BOT CHORD 2-11=-62416376,10-11=-231/4237,8-10=-453/6376 WEBS 3-11=-22221445,5-11=-290/2487,5-10=-290/2487,7-10=-22221445 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91 mph;TCDL=3.Opsf;BCDL=3.Opsf;h=16ft;Cat II;Exp C;enclosed; MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr-30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=60.0 psf(ground snow);Pf=50.4 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp C;Partially Exp.;Ct=1.2 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 50.4 psf on overhangs �! �F N E!� y non-concurrent with other live loads. v �Y 7)Dead loads shown include weight of truss. Top chord dead load of 5.0 psf(or less)is not adequate for a shingle roof. Architectto �Q. �P,MES0 0, verity adequacy of top chord dead load. \Q 1 8)All plates are MT20 plates unless otherwise indicated. v 9)All plates are 3x6 MT20 unless otherwise indicated. * j 10) Horizontal gable studs spaced at 2-0-0 oc. T- 0. Z IY 11) This truss has been designed fora 10.0 psf bottom chord live load nonooncurrent with any other live bads. n W 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 397 Ib uplift at joint 2 and 397 Ib uplift m at joint 8. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. �4 09775 lG� 14) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. V R�FESSI0NP July 4,20, ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED HTEK REFERENCE PAGE WJ-7473 rev.ICVOY OI5 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 M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPH Quality Criteria,DSB-89 and SCSI Building Component 6004 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 314' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates t0 both sides Of truss 1 2 3 I 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See BCSI. o c,-z c2-3 2. Truss bracing must be designed by an engineer.For �'y16 4 wide truss spacing,individual lateral braces themselves U WEBS cw may require bracing,or alternative Tor I y O� bracing should be considered. Oz p U �� = 3. Never exceed the design loading shown and never d s U stack materials on inadequately braced trusses. O 0- F— O 4. Provide copies of this truss design to the building c7 s csa cs-s g p property owner and FOf 4 x 2 orientation,locate 1-- designer,erection supervisor,, plates 0- 'I'd'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 NUMBEREDILETTERED 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 20120 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the X 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 j responsibility of truss fabricator.General practice is to —T to slots. Second dimension is ER-3907,ESR-2362, ESR-1397,ESR-3282 camber for dead load deflection. j 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 Trusses are designed for wind loads in the lane of the specified. Indicated by symbol shown and/or 9 p b text in the bracing section of the truss unless otherwise shown. Y 9 13 Top chords must be sheathed or purlins provided at output. Use T or I bracing 1 spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. j15.Connections not shown are the responsibility of others. 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 number where bearings occur. __ 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. . { 18 Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal . 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek" 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate !`nnn +r J 1A1.,lA 7nm IMTclr Fnni—ri—D.fc ,.Chooh•kAII_7A71— 4r11h11/rNr 308.16-1-54 AST-000426-2017 F[L� CCpY Mackey, Chris 0 Corinth Rd. A 4 Pole Barn 2,450 s.f. A10 A20 70' 10' 6' 6' 10'-- 8' --------------- -------------------------------- — {1)-2x12 MSR 2250f (1)-1�+"x11'/G"LVL ----- (1)-1�a"xll�'�"LVL --------- 7 -, --------- 1 SR 2250f • " . 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Wind Uplift Windward: Leeward: Roof Case 1+Int,psf: -10.38 -13.33 Eave Reaction,plf: -205.73 -233.01 Parallel to Ridge+Int: -17.29 -19.56 Eave Reaction,plf: -319.94 -361.93 Maximum Uplift,plf: -319.9 -361.9 Lateral Wind for Diaphragm Deflections&Shears: Adjusted for minimum: Calculated Values: ASCE 7-05 ASCE 7-10 ASCE 7-05 ASCE 7-10 Roof Wind,plf: 102.86 103.77 102.86 103.77 Windward Wall,psf: 13.14 13.26 13.14 13.26 Leeward Wall,psf: -8.21 -8.29 -8.21 -8.29 Net Lat Pressure on Horiz Proj: 17.85 n/a 17.85 n/a Net Lat Pressure on Roof,psf: n/a 11.17 n/a 11.17 Net Let Pressure on Walls,psf: n/a 21.54 n/a 21.54 3 MACKEY Geometry_&_Load_Criteria VERTICAL& LATERAL LOADS & LOAD CASES Client: CHRIS MACKEY Location: QUEENSBURY NY Project: GARAGE Job Number: 23 Load Duration Factors: Dead,Cd: 0.90 Snow,Cd: 1.15 Live,Cd: 1.25 Wind,Cd: 1.60 Vertical Loads&Load Cases Eave Reactions,pif: Left: Right: Dead Load Roof: 185.00 185.00 Dead Load Wali: 90.00 90.00 Roof Live Load: 370.00 370.00 " Governs Governing Eave Reaction w/Snow Load: 321.29 321.29 Wind Uplift Max: -361.93 -361.93 Wind Up/Down Int Press: 64.34 64.34 Wind Uplift L>R: -141.38 -168.67 No Int Press Wind Uplift R>L: -168.67 -141.38 No Int Press LC 1: D+US: 596.29 596.29 Cd=1.15 LC 2: 0.61)+Uplift Max: -196.93 -196.93 Cd=1.60 LC 3: 0.6D+W L>R-Int Pr: -40.73 -68.01 Cd=1.60 LC 4: 0.61)+W L>R+Int Pr: 87.96 60.68 Cd=1.60 LC 5: 0.6D+W R>L-Int Pr: -68.01 -40.73 Cd=1.60 LC 6: 0.6D+W R>L+Int Pr: 60.68 87.96 Cd=1.60 LC 7: D+.75(S/L+W L>R+Int): 494.72 474.26 Cd=1.60 LC 8: D+.75(S/L+W R>L+Int): 474.26 494.72 Cd=1.60 Lateral Loads&Load Cases Wail Pressures,psf: Left: Right: LC 1: D+US: 0.00 0.00 LC 2: 0.613+Uplift Max: 13.33 13.33 LC 3: 0.6D+W L>R-Int Pr: 9.66 -11.69 LC 4: 0.61)+W L>R+int Pr: 16.62 -4.73 LC 5: 0.61)+W R>L-Int Pr: -11.69 9.66 LC 6: 0.61)+W R>L+Int Pr: -4.73 16.62 LC 7: D+.75(S/L+W L>R+Int): 12.46 -3.55 LC 8: D+.75(S/L+W R>L+Int): -3.55 12.46 4 MACKEY Soil,_Diaphragm—&_Frame SOIL POST&PAD PARAMETERS Client: CHRIS MACKEY Location: QUEENSBURY NY Project: GARAGE Job Number: 23 ANSI/ASAE EP 486 Table 1 —Presumed soil properties for post foundation design (for use in absence of codes or tests) S nh Sy Phi,m Unit Wt psf/ft Ibf/ft"4 psf degrees pcf Lateral 'E'soil Vertical Frict Ang 3 firm 300 40000 2000 38 120 3loose 200 10000 2000 32 90 4 firm 200 10000 1500 30 105 4loose 150 7500 1500 26 85 5 medium 130 5000 1000 15 120 5 soft 100 1000 1000 10 90 Soil Parameters per ANSUASAE EP 486: Soil Type: 4 firm Firm silty/clayey sand S: 200 psf/ft allowable lateral pressure per ft/depth nh: 10000 fbf/f A4 constant of lateral soil reaction Sy: 1500 psf allow vertical pressure,12"below grade Phi,V 30 degrees soil friction angle Unit Wt: 105 pcf soil unit weight Post&pad criteria: Post Height,ft: 18 Slab Thickness,in: 4 Basic Post Space,ft: 8 Constrained WW: NO Post Embedment,ft: 3 Constrained LW: NO Post Name: Laminated Structural Columns 4 Ply 2x6#1 SP Depth to Bottom of Pad,ft: 3.67 Pad size for gravity loads: Max Gravity Load,lbs: 4770 Pad Diam x Thick,in: 20 x8 Calc'd Soil Pressure,psf: 2187 Allow adjstd for d&w,psf: 2500 OK Wind uplift resistance check: Max Wind Uplift,lbs: 1575 Weight of Post: 22.26 Collar Width,ft: 0.73 Collar Length,ft: 1.00 (Collar-post)xdepth,cult: 1.55 Pi/3 x depth^3 x tan^2 AoR: 9.42 Cir w+Ing x depth^2 x tan AoR 4.79 Total Vol,cult: 15.77 Collar Uplift Resistance,lbs: 1678 OK Slab Radius,depth x tan AoR,ft: 2.17 Area Int,SF: 7.43 Slab Resistance Int,lbs: 371 Area Comer,SF: 3.71 Slab Resistance Corner,lbs: 186 Resist w/slab Comer,lbs: 1863 OK Resist w/slab Int,lbs: 2049 OK Resist Conc Enc Corner,lbs: 2136 Not reqd Resist Conc Enc Int,lbs: 2321 Not reqd Enc=encased in concrete. 1 MACKEY Soil,_Diaphragm_&_Frame POST CHECK Client: CHRIS MACKEY Location: QUEENSBURY NY Project: GARAGE Job Number: 23 Section Properties: Laminated Structural columns 4 Ply 2x6#1 SP Width,in: 5.75 Depth,in: 5.31 Area,in^2: 30.53 Sect Mod,Sx,in"3: 27.02 B Sir Fctr: 1 Adj Sx,in^3: 27.02 Basic Tabulated Allowable Stresses: Fc,tab allow comp,psi: 1550 Fb,tab allow bending,psi: 1890 Ft,tab allow tens,psi: 875 E min tab,psi: 580000 _ Cm,Fc base: 0.80 Cm,Fb base: 0.85 Ke,Non-constrained: 1.00 Ke,Constrained: 0.80 Post height,in: 216 c: 0.8 UD Non-constrained(NON): 40.68 UD Constrained(CON): 32.54 FcE Non-constrained,psi: 288 FcE Constrained,psi: 450 Adjusted Allowable Stresses: Snow/Live Wind/Seismic Load Duration Factor,Cd: 1.15 1.60 Ft allowable,psi: 1006 1400 Cm,tens=1 Fb allowable Base,psi: 1847 2570 Fb allowable Mid-Ht,psi: 2174 3024 FcE/Fe: 0.162 0.116 0.182 NON/CON Column Stab Fctr,Cp,Mid-Ht: 0.156 0.113 0.174 NON/CON Fc allow Mid-ht,psi: 278 281 432 NON/CON Fc allow Base,Cp=l,psi: 1426 1984 Check Load Cases: Note:for Tension 1/3 of gross post area is considered effective. LC 1: D+US: LEFT RIGHT Axial Load,lbs: 4770 4770 Comp/Comp fa,psi: 156.24 156.24 Fa/fa: 0.56 0.56 OK LC 2: 0.6D+Uplift Max: Axial Load,lbs: -1575 -1575 fa*3,psi: -155 -155 Tense Tens fa/Fa: 0.11 0.11 Lateral Load,plf: 107 107 V top;lbs: 1026 1026 Both NON V base;lbs: 894 894 Mom Mid-Ht,ft-lbs: 4930 4930 fb Mid-Ht,psi: 2189 2189 fb/Fb Mid-Ht: 0.72 0.72 CSI NDS 3.9-1: 0.83 0.83 OK CSI NDS 3.9-2: 0.67 0.67 OK Mom Base,ft-lbs: 1180 1180 fb Base,psi: 524 524 fb/Fb Base: 0.20 0.20 CSI NDS 3.9-1: 0.31 0.31 OK CSI NDS 3.9-2: 0.14 0.14 OK 2 MACKEY Soil,_Diaphrag m_&_Frame GABLE DIAPHRAGM STRENGTH &STIFFNESS per MCA&NFBA Client: CHRIS MACKEY Location: QUEENSBURY NY Project: GARAGE Job Number: 23 Pitch: 5 W W W C W In W Panel Dimensions Corrugation Geometry: w,Effective Cladding Width: 36 in wt top rib width: 0.75 in p,Pitch: 9 in wt),flat width: 7 in dd,Gadding depth: 0.75 in wc,bottom rib width: 2 in n,Number of Corrugations per w: 4 s,flat width to form one pitch: 9.83 in ww rib leg length: 0.98 in Geometric&Material Properties: Shed/ceiling width,ft: 0.00 Distance between Rafters: 48 in Sloped Roof Length: 20.04 ft Nominal Steel Gauge: 29 t,Steel Thickness: 0.0135 in Fy,yield strength: 80 ksi Fu,ultimate strength: 82 ksi E,elastic modulus: 29500 ksi min Ix,from Mfg's Data: 0.0053 in^4/ft Lv,purlin spacing: 24 in no spans Number of Spans: 11 Lap: UP nip,Number of Interior Purlins: 10 Pudin Species: SPF G,puriin specific gravity: 0.42 Purlin orientation: Flat -ti - xr3 xr Left sidle — xr1 XU, x12, etc Field Screw Locations,in: (1 =screw at that location,0=no screw at that location) 1 xr1: 16.75 1 x11: 16.75 0 xr2: 10.25 0 x12: 10.25 1 xr3: 7.75 1 x13: 7.75 0 xr4: 1.25 1 x14: 1.25 2 24.5 3 25.75 340.63 342.19 Nf,number of fasteners: 5 aap,diaphragm fact.fieid screws: 1.40 aap sq,dia fact.fieid screws squared: 0.53 3 MACKEY Soil,_Diaphragm_&_Frame POST CHECK cont'd Client: CHRIS MACKEY Job Number. 23 LC 3: 0.61D+W L>R-Int Pr: WW-LEFT LW-RIGHT Axial Load,lbs: -326 -544 fa,psi: 3.56 5.94 Tens/Tens fa/Fa Mid-Ht: 0.003 0.004 fa/Fa Base: 0.001 0.004 Lateral Load,pif: 77 -93.522 V top;lbs: 736 -891.841 NOW NON V base;lbs: 655 -791.553 Mom Mid-Ht,ft-lbs: 3502 -4252.374 • fb Mid-Ht,psi: 1555 1888.457 fb/Fb Mid-Ht: 0.514 0.624 Mom Base,ft-lbs: 723 -902.593 fb Base,psi: 321 401 fb/Fb Base: 0.125 0.156 CSI Mid-Ht NDS 3.9-1/2 Tens;3.9-3 Comp: 0.517 0.629 OK CSI Base NDS 3.9-1/2 Tens;3.9-3 Comp: 0.126 0.160 OK LC 4: 0.61D+W L>R+Int Pr: WW-LEFT LW-RIGHT Axial Load,lbs: 704 485 fa,psi: 23.05 15.90 Comp/Comp fa/Fa Mid-Ht: 0.082 0.057 fa/Fa Base: 0.012 0.008 Lateral Load,plf: 133 -38 V top;lbs: 1271 -357 NOW NON V base;lbs: 1122 -325 Mom Mid-Ht,ft-lbs: 6074 -1681 fb Mid-Ht,psi: 2698 746 fb/Fb Mid-Ht: 0.892 0.247 Mom Base,ft-lbs: 1339 -287 fb Base,psi: 595 127 fb/Fb Base: 0.231 0.050 CSI Mid-Ht NDS 3.9-1/2 Tens;3.9-3 Comp: 0.947 0.264 OK CSI Base NDS 3.9-1/2 Tens;3.9-3 Comp: 0.238 0.053 OK LC 7: D+.75(S/L+W L>R+Int): WW-LEFT LW-RIGHT Axial Load,lbs: 3958 3794 fa,psi: 129.62 124.26 Comp/Comp fa/Fa Mid-Ht: 0.461 0.442 fa/Fa Base: 0.065 0.063 Lateral Load,pif: 100 -28 V top;lbs: 951 -266 NON/NON V base;lbs: 843 -246 Mom Mid-Ht,ft-lbs: 4538 -1243 fb Mid-Ht,psi: 2015 552 fb/Fb Mid-Ht: 0.666 0.183 Mom Base,ft-lbs: 971 -182 fb Base,psi: 431 81 fb/Fb Base: 0.168 0.031 CSI Mid-Ht NDS 3.9-1/2 Tens;3.9-3 Comp: 1.149 0.517 NG CSI Base NDS 3.9-1/2 Tens;3.9-3 Comp: 0.381 0.227 OK 4 MACKEY Soil,_Diaphragm_&_Frame GABLE DIAPHRAGM STRENGTH &STIFFNESS per MCA& NFBA cont'd Client: CHRIS MACKEY Location: QUEENSBURY NY Project: GARAGE Job Number: 23 End Screw Locations,in: 1 xrl: 16.75 1 All:: 16.75 1 xr2: 10.25 1 x12: 10.25 1 xr3: 7.75 1 x13: 7.75 1 xr4: 1.25 1 x14: 1.25 4 36 4 36 447.25 447.25 Nf,number of fasteners: 8.00 ae,diaphragm fact.end screws: 2.00 ae_sq,dia fact.end screws squared: 0.69 Shear Blocks: 0 Number of shear blocks per rafter 0 Number of screws per shear block 1.33 Number of panels between rafters 0 Number of phantom int purlins per avg sheet between rafters abp,diaphragm fact.shr block screws: 0.47 abp sq,d fact.shr blk screws sqrd: 0.22 Weighted Avg D.Fctr Field&Shr Bik screws: ap,weighted average: 1.40 ap_sq,weighted average sqrd: 0.53 Purlin&Stitch Screws: (f=screw at that location, 0=no screw at that location) 0 1=Purlin screws used,0=not N_purlin screws: 0 0 1=Stitch screws used,0=not 0 No st screws at purlins 0 No st screws between a pair of purlins Total no stitch screws 0 0 ns,Total seam screws in one over lap Number of screws per unit length at end of panel: 8 Screw specifications&strengths: No. Dia. Length Pene.Diams: Field Screw size,diameter,length: 10 0.187 1 4.68 Stitch Screw size,diameter,length: 10 0.187 0.75 n/a Purlin Screw size,diameter,length: 12 0.211 1 0.59 Qf,kip,field screws: 0.390 Qs,kpi,stitch screws: 0.202 as,diaphragm factor: 0.517 Fastener Contribution Factor: WITH Stitch WITHOUT stitch np,real+phantom interior purlins: 10 B,factor: 13.30 13.30 Comer Fastener Reduction Factor,A: 0.95 Su f,kif 0.257 0.257 Su c,with stitch screws,klf: 0.258 Su—buck,klf: 0.618 Su—c,without stitch screws,kif: 0.258 Factor of Safety: 2 Controlling Diaphragm Shear Strength,kif: 0.257 with stitch screws 0.257 without stitch screws Allowable Unit Shear Strensrth: 0.128 kif WITHOUT Stitch Screws Total Allowable Roof Shear: 5.14 kips WITHOUT Stitch Screws 5 MACKEY Soil,_Diaphragm_&_Frame POST CHECK cont'd Client: CHRIS MACKEY Job Number: 23 LC 5: 0.61)+W R>L-Int Pr: LW-LEFT WW-RIGHT Axial Load,lbs: -544 -326 fa,psi: 5.94 3.56 Tense Tens fa/Fa Mid-Ht: 0.004 0.003 fa/Fa Base: 0.002 0.003 Lateral Load,pif: -94 77 V top;lbs: -892 736 NON/NON V base;lbs: -792 655 Mom Mid-Ht,ft-lbs: -4252 3502 fb Mid-Ht,psi: 1888 1555 fb/Fb Mid-Ht: 0.624 0.514 Mom Base,ft-lbs: -903 723 fb Base,psi: 401 321 fb/Fb Base: 0.156 0.125 CSI Mid-Ht NDS 3.9-1/2 Tens;3.9-3 Comp: 0.629 0.517 OK CSI Base NDS 3.9-1/2 Tens;3.9-3 Comp: 0.158 0.127 OK LC 6: 0.61)+W R>L+Int Pr: LW-LEFT WW-RIGHT Axial Load,lbs: 485 704 fa,psi: 15.90 23.05 Comp/Comp fa/Fa Mid-Ht: 0.057 0.082 fa/Fa Base: 0.008 0.012 Lateral Load,pif: -38 133 V top;lbs: -357 1271 NON/NON V base;lbs: -325 1122 Mom Mid-Ht,ft-lbs: -1681 6074 fb Mid-Ht,psi: 746 2698 fb/Fb Mid-Ht: 0.247 0.892 Mom Base,ft-lbs: -287 1339 fb Base,psi: 127 595 fb/Fb Base: 0.050 0.231 CSI Mid-Ht NDS 3.9-1/2 Tens;3.9-3 Comp: 0.264 0.947 OK CSI Base NDS 3.9-1/2 Tens;3.9-3 Comp: 0.053 0.238 OK LC 8: D+,76(S/L+W R>L+Int): LW-LEFT WW-RIGHT Axial Load,lbs: 3794 3958 fa,psi: 124.26 129.62 Comp/Camp fa/Fa Mid-Ht: 0.442 0.461 fa/Fa Base: 0.063 0.065 Lateral Load,pif: -28 100 V top;lbs: -266 951 NON/NON V base;lbs: -246 843 Mom Mid-Ht,ft-lbs: -1243 4538 fb Mid-Ht,psi: 552 2015 fb/Fb Mid-Ht: 0.183 0.666 Mom Base,ft-lbs: -182 971 fb Base,psi: 81 431 fb/Fb Base: 0.031 0.168 CSI Mid-Ht NDS 3.9-1/2 Tens;3.9-3 Comp: 0.517 1.149 NG CSI Base NDS 3.9-1/2 Tens;3.9-3 Comp: 0.227 0.381 OK 6 MACKEY Soil,_Diaphrag m_&_Frame Client: CHRIS MACKEY Location: QUEENSBURY NY Project: GARAGE Job Number: 23 Max Post CSI: 1.149 Max Post Trib,ft: 6.964 EMBEDMENT—SOIL PRESSURE CHECK UNDER LATERAL LOADS Allowable Lateral Soil Pressure with Increases: Allowable Inc wind/seismic: 1.33 Allowable Inc for isolated action: 2 Basic Soil Press,psf/ft: 200 Adjusted Soil Pressure,psf/ft: 532 Constrained Posts per ANSIfASAE EP-486 6.6.23 Sr=4M/be/d^3: Maximum Base Moment,ft-lbs: 0 Sr,Required Soil Press,psf/ft: 0 Required/Allowable: 0.00 OK Non-constrained Posts per ANSI/ASAE EP-486&McGuire: Calculated A Max at Eave,in: 2.55 A critical Windward,in: 22.47 A critical Leeward,in: 18.85 For Eave defections<A critical a point of inflection will NOT develop in a non-constrained post Thus No inflection point in a windward NOW constrained post Thus No inflection point in a leeward NOW constrained post Maximum Base Moment,ft-lbs: 1339 Shear at Grade,lbs: 1122 Sr,Required Soil Press,psf/ft: 962 Required/Allowable: 1.81 NG Note:where there is no point of inflection V&M have different algebraic signs thus the effect of the shear at grade will tend to counteract the effect of moment at grade. UPLIFT CONNECTIONS—CLEATS&TRUSS TO POST Truss Space,it: 4 Truss Design Uplift,lbs: 1534 Maximum Uplift,lbs: 1534 Cd: 1.6 Truss,G: 0.55 Truss,Cm: 1.0 Cleat,Cm: 0.7 Truss Primary Fastener: 0.177x4 PF RS Basic Allow: 189 Truss Secondary Fastener: NONE Basic Allow: 0 Number of Primary: 6 Pa,primary,lbs: 1814 Number of Secondary: 0 Pa,secondary,lbs: 0 Total allowable,lbs: 1814 OK Stub Connections: 0.177x4 PF RS Basic Allow: 189 Truss to Stub: 6 Total allowable,lbs: 1814 OK Stub to Support: 3 Total allowable,lbs: 907 OK Maximum Post Uplift,lbs: 1575 Cleat Fastener: .131 x3 PD Basic Allow: 106 Number of Fasteners per Cleat: 5 Pa,lbs: 1187 NG Note:Cleats shall be installed in pairs with hot dipped galvanized or stainless steel fasteners. 8 MACKEY Project:Chris mackey 15 wild turkey road lake george ny StruCalc 9.0 Pa9P Location: COLI SIP." Column of [2015 International Building Code(2015 NDS)] ; (4)0.0 IN x 5.5 IN x 18.0 FT #1 -Southern Pine-Dry Use-Machine Stress Rated StruCalc Version 10.0.1.5 8/9/2017 7:46:31 PM Section Adequate By: 1 A% CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 1.77 IN=L/122 Live Load Deflection Criteria: L/120 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 4200 Ib Dead Load: Vert-DL-Rxn= 1542 Ib B Total Load: Vert-TL-Rxn= 5742 Ib HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 900 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom= 900 Ib COLUMN DATA Total Column Length: 18 ft Unbraced Length(X-Axis)Lx: 18 ft Unbraced Length(Y-Axis)Ly: 18 ft Column End Condition-K(e): 0.7 Load Eccentricity(X-Axis)-ex: 1 in is ft Load Eccentricity(Y-Axis)-ey: 1 in Axial Load Duration Factor 1.00 Lateral Load Duration Factor(Wind/Seismic) 1.60 COLUMN PROPERTIES #1 -Southern Pine Base Values Adjusted Compressive Stress: Fc= 1550 psi Fc'= 433 psi Cd=1.60 Cp=0.17 Bending Stress(X-X Axis): Fbx= 1350 psi Fbx'= 2484 psi Cd=1.60 CF=1.00 Cr-1.15 CI=O.99 Bending Stress(Y-Y Axis): Fby= 1350 psi Fby'= 2454 psi A Cd=1.60 CF=1.00 Cr=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi AXIAL LOADING Live Load: PL= 4200 Ib Column Section(X-X Axis): dx= 5.5 in Dead Load: PD= 1400 Ib Column Section(Y-Y Axis): dy= 6 in Column Self Weight: CSW= 142 Ib Area: A= 33 in2 Total Axial Load: PT= 5742 Ib Section Modulus(X-X Axis): Sx= 30.25 in3 Section Modulus(Y-Y Axis): Sy= 8.25 in3 LATERAL LOADING (Dy Face) Slenderness Ratio: Lex/dx= 27.49 Uniform Lateral Load: wL-Lat= 100 pif Ley/dy= 25.2 Column Calculations(Controlling Case Only): Controlling Load Case:Axial total Load and Lateral loads(D+0.75[L+W] Actual Compressive Stress: Fc= 142 psi Allowable Compressive Stress: Fc'= 433 psi Eccentricity Moment(X-X Axis): Mx-ex= 379 ft-Ib Eccentricity Moment(Y-Y Axis): My-ey= 379 ft-Ib Moment Due to Lateral Loads(X-X Axis): Mx= 3038 ft-Ib Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-Ib Bending Stress Lateral Loads Only(X-X Axis): Fbx= 1205 psi Allowable Bending Stress(X-X Axis): Fbx'= 2484 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 2454 psi Combined Stress Factor: CSF= 0.89 Project:chris mackey 15 wild turkey road lake george ny StruCalc 9.0 p2s� - - / Location:MSFB2 Multi-Span Floor Beam of (2015 International Building Code(2015 NDS)] ' 1.5 IN x 3.5 IN x 12.0 FT(4+4+4)(Weak Axis Bending-Flat Use) #1 -Southern Pine-Dry Use StruCalc Version 10.0.1.5 8/9/2017 7:50:13 PM Section Adequate By: 53.9% Controlling Factor: Deflection DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.15 IN 0317 0.11 IN U421 -0.05 IN U887 Dead Load 0.02 in 0.00 in 0.02 in Total Load 0.17 IN U277 0.12 IN 0415 0.05 IN U891 Live Load Deflection Criteria: U180 Total Load Deflection Criteria: L/180 REACTIONS A_ B C D Live Load 104 Ib 288 Ib 148 Ib 14 Ib Dead Load 18 Ib 50 Ib 50 Ib 18 Ib Total Load 122 Ib 338 Ib 198 Ib 32 Ib Bearing Length 0.06 in 0.17 in 0.10 in 0.02 in BEAM DATA Left Center Right Span Length O ft O ft 4 ft - --- - ------- -- -- Unbraced Length-Top O ft O ft 0 ft A 4n -4n-- -- - - aft Unbraced Length-Bottom 4 ft 4 ft 4 ft B D Floor Duration Factor 1.15 Notch Depth 0.00 FLOOR LOADING Left Center Right MATERIAL PROPERTIES Floor Live Load FLL= 30 psf 30 psf 3 psf #1 -Southern Pine Floor Dead Load FDL= 5 psf 5 psf 5 psf Base Values Adjusted Floor Tributary Width Side One TW1 = 1 ft 1 ft 1 ft Bending Stress: Fb= 1500 psi Fb'= 1895 psi Floor Tributary Width Side Two TW2= 1 ft 1 ft 1 ft Cd=1.15 CI=1.00 CF=1.00 Cfu=1.10 Wall Load WALL= 0 plf 0 plf 0 plf Shear Stress: Fv= 175 psi Fv'= 201 psi BEAM LOADING Left Center Right Cd=1.15 Reduced Floor Live Load 30 psf 30 psf 3p sf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Total Live Load 60 plf 60 plf 6 plf Comp.-1-to Grain: Fc- L= 565 psi Fc--L'= 565 psi Total Dead Load 10 plf 10 plf 10 plf Controlling Moment: -130 ft-Ib Beam Self Weight 1 plf 1 plf 1 plf Over right support of span 1 (Left Span) Total Load 71 plf 71 plf 17 plf Created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: -175 Ib At right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1,2 Comparisons with required sections: Reg'd Provided Section Modulus: 0.82 in3 1.31 in3 Area (Shear): 1.3 in2 5.25 in2 Moment of Inertia(deflection): 0.64 in4 0.98 in4 Moment: -130 ft-Ib 207 ft-Ib Shear: -175 Ib 704 )b Project:chris mackey 15 wild turkey road lake george ny StruCalc 9.0 �a9e Location:FTG1 / Sri"Footing Sr- [2015 International Building Code(2015 NDS)] � •- of Footing Size:2.0 FT Round Diameter X 12.00 IN Deep Section Footing Design Adequate StruCalc Version 10.0.1.5 8/10/2017 10:24:37 AM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 2000 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter: Dia.= 2 ft Effective Depth to Top Layer of Steel: d= 10 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 5 in Column Depth: n= 5 in FOOTING CALCULATIONS Bearing Calculations: i Ultimate Bearing Pressure: Qu= 1719 psf Effective Allowable Soil Bearing Pressure:Qe= 1850 psf Required Footing Area: Areq= 2.92 sf Area Provided: A= 3.14 sf Baseplate Bearing: Bearing Required: Bear= 8160 Ib 12 In Allowable Bearing: Bear-A= 58438 Ib Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 244 Ib T Allowable Beam Shear: Vc1 = 7799 Ib 31n Punching Shear Calculations(Two Way Shear): 1 Critical Perimeter: Bo= 60 in Punching Shear: Vu2= 4102 Ib 2s Controlling Allowable Punching Shear: vc2= 43890 ib Bending Calculations: FOOTING LOADING Factored Moment: Mu= 21695 in-Ib Live Load: PL= 4200 Ib Nominal Moment Strength: Mn= 48742 in-ib Dead Load: PD= 1200 Ib Total Load: PT= 5400 Ib Ultimate Factored Load: Pu= 8160 Ib Footing plus soil above footing weight: Wt= 304 Ib , S 0b`Z Uae e o I - 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NG AND allowing 60' Diameter turning area, i _ = I I = II _---_ — r — Uy rr o � � ) J E*•j INFORMATION THIS RIS AIN INSTRUMENT U J OF SERVICE AND SHALL NOT BE --------------------------- -- = I I = I I �, u cn C ) . File Extinguisher / I f�] � 1 M t COPIED OR USED IN ANY WAY L 1+— ' D WITHOUT WRITTEN I ~ i 2' AUTHORIZATION OF CB STRUCTURES, INC. THIS DRAWING �° Future Trench Drain / lope Floor: i Slope Floor: Slope I Slope Floor: — Slope Floor: I ' � IS NOT FOR GENERAL USE AND Slope Floor: ( ' 3 — 0 1 — I ' X6"T. \ ' %(a"ToUrain %v"To Drain ro %;"ToDraln , %,;'ToDrain — ho`ToUrain _ W ALL RIGHTS ARE RESERVED. Ln I I Q _— -� � � i � ii � � � � ii � � � � � ll � � � � lll � � � lllll � � llll � l � l p I ® _ co A200 1 A200 t o !2 Ar ° u o -------------------------------------iI = I _ �; ra _ _ CJ CJ �� m�cv - ti Knox Box — I — I ® = o' i vio . � '� �� rn Location'~`` ( I __ zi ,.C-c� - d 00 Fire Extinguisher I / �l `x° _ LL ° \. I ° I C� Z ] �_ p d GENS r To Be Flush w/ Grade %U I 1 ,/ 2 Fire Extinguisher 1 ,/ z \, I !"il �.�" out and BottomChord Bracing o - _ I Q I a Ln ry A A 1 -1 /4 x 11 /s LVL (1)-1 /4 x 11 /s LVL �r —1—_— —-------„ . .�. ! 3 11,. 7 n 3 n 7 n I .., . ... . . 1 ( „� {1)-2x12 MSR 2250f rir. .. .�-^,. "�„ . ' ` r ) i " � �',° t9 3._•«-� CJ C, a :# i a 1 i I r 600 2x4 Bracing Yp ) 3 y (1}-1 3/4"x 11 %a" LVL — — — — — a✓� Side View (1)-1 /4" x it /s" LVL — (i)-2x12 MSR 2250f rig (T , — — — — — — — — — — — — — — — — — — — — — — — -- _ — — — — — — — — — — —4or — — — — — — e — — — — — — — — — — — — — — — — — U N To Be Flush vv/ Gr d _ - r r� r r r -/ r � . ... .. ...,.. 10 8 I - g 8 8 6 10 6 6 _.. � � AL pp— i ; 11°" U fa 2 si p A Floor Plan1 Header Scale: �6 — 1'-0" A 000 e 3 rr r " Diagonal Truss r•a� rr� — cCa E' 16 — 1 =0 _ 00 \ —Continuous Ridge Vent Q 12 E �' 6 ted °fid () I— C3 Door Y iCID M�P�1actJ '� Cr�yy� t 28 Ga.Everlast II Panel Roofing ■ -� T j y boi tY. SizeR.O. ��rvinc� Style Remarks . Ln 2x4#2 SPF Purlins @ 24"U.C. CL f / 1 � J 0 2 3068 N/A RHIS 6-Panel Lever Locksets Finished Floor Height e�r `.s .. R-38 Insulation no2FcnKseboard insulated , - f f.r, y „.r . Y f . ..r.;.:r.�r` t+ '} C 't" yr ";r 'ri'`', 9A1 4 10X10 N/A N/A Overhead Commercial I t,' Xtk.IXcRr�rXA,.t� ,,tazxcf, d�.t,. .,.r ,fix. ,x. 111i,�dtr ;(ars rzfXX'�kk�X� XYXt.`j.,�;,rA;. J;.X1.cl;it7' �X.1:d ,.X:�Xf.zi.. ;.xa,.. ,�.. �.,.aar. tKxa �.,. , 2-A: 20- BC Eire ExtillguishE r ` 3 1 16x16 N/A N/A Overhead Commercial Insulated � !1" ur Liner Panel Ceiling " ,,/12"Soffit Q A 6030 N/A N A Fixed Grids (Set Sill @ 12`; See Elevations) -� InteriorFEk7-Trim p / 1 r ! 2x6 Blocking F» Headers As Per Floor Plan Footing Post Schedule 9 !- 2x4#2 SPF Vert,Nailers Up �� Footer ices� footer Components '� Type Remarks r 2x4 #ace&Betw en Puss ! P ,, - Post Face&Between Purlins Post Face&Between Purlins 18" x 8" Wet-Pour Concrete (3) Ply 2x6 PT GIuLam Posh Gable Posts � I O 24'° X 12" Wet-Pour Concrete o (4) Ply 2X6 PT GluLam Post Eave Posts /, 2x Fire Blocking @ 10'High ,:i z (0 ' (4)Ply 2x6 PT GluLam Post O 0 I x-28 Ga.Everlast II Panel Siding F i Desi n Load C�iteria: i 00 I Building Specifications: 9 � � - 35' Trusses, 10%2" 0.H., b/2 Pitch, 48" O.C. Roof Load: . q: �y �qm 4 to■ � < :t I� Top Chord Live Load= 30 psf R-19Insulation - Bottom Chord Ties As Per 7"russ Manufacturer t w-2x4#2 SPF Purlins @ 24"O.C. 18 -6 Inside Height Top;Chord Dead Load= 5 psf Mechanical Connection 2 - Ridge Vent Botto M Chord Live Load= 0 psf Between Post and Z-Trim g Liner Panel—�'- BottorT Chord Dead Load= 5 psf ' Z - 12" Eave & Gable Overhangs Footing 15 Not Needed, 2x4#2 SPF Purlins@23"O.C. •n•. . ,• ' r I , - 28 Ga. Everlast II Omni Panel Siding & Roofing I , - Concrete Slab l 48"Wainscot - USP RT-7 Hurricane Ties On Gable Trusses Snow Load: Sub-base ENGR./ARCH,: MAS =ti i it 2x6 PT Skirtboard Ground Snow Load= 60 psf Pressure Treated / � �, w I 2x8#2 svP 0.14 - USP RT-16A Hurricane Ties On Interior Trusses _ r MCA PTSKirtboard DESIGN BY: CAM - 48" Wainscot On All Exterior Walls Portion of Post , � Fr I 6 Concrete Slab(optional) Wind Load Base Angle t a - Tamped 3ackfill - Liner Panel On Walls w/ R-19 Insulation � P DRANK BY. CAM Basic Wind Speed (3 second gust)= 115 mph - Liner Panel Ceiling w/ R-38 Insulation & Access Panel Undisturbed EErth `° t"! `, �/< 2x6 PT Uplift°.Blocks 4"2B Stone Sub-Base(Uptional} ire I X - CHECKED BY: JMS Construction Classification: V-B : . Around Post,End. Attached with Futureoor cue° Main Building Height= 28'-6" Wet-Mix Concre':e Footer ' a \ 5 Nails Per. ace. 2x6 PT Uplift Blocks �i ( ) a 2x6 PTUphftBlocks DATE: 4 August 2017 - Future Concrete Floor To Slope Toward Future _3 Ln Trench Drains In Accordance with Code. M � � � SALESMAN: BP 24"0 x lo"Concrete Footing Looting Details Typical Croy i A Floor Plan, No Scale Scale: Y8" = 1'-0" �,A1oa 4 I � Truss Cross ti 01 s Drawing No. 0 SHEET 1 OF 3 - -Sri -. .,__ a.a, • mow, -. - - __ _._... - ..._ _,..... --' - En m Ln CL it0 Lr) p w 1 .� 00 dw '0 4 0 12omN COPYRIGHT CU 2017 ( BY CB STRUCTURES, INC. THIS DRAWING AND INFORMATION IS AN INSTRUMENT OF SERVICE AND SHALL NOT BE A COPIED OR USED IN ANY WAY WITHOUT WRITTEN �+L STRUCTURES, AUTHORIZATION INC, TTHIS DRAWINC IS NOT FOR GENERAL USE AND overhead Door _ ALL RIGHTS ARE RESERVED. jklodel:CHI 3285 { * W331v/ Roof Truss Sign Root'Truss Sig At Door . ° At Door W rnt N Overhead Door R verhead Door Model:CHI 3285 Model:CHI 3285 Z °f W 00 16 ' Door To Be Flush w/ Grade r �: ' Door To Be Flush w/ Grade m• -;• :, .,. u /2 1 ��1/at� �l 00°' > Elevation Scale: %4" = 1'-Q" Azoo _ Scale: UU 0 CQ i./ wa;•rc m`,.'�sh""A' .' '%""tl+tT ''.'"`""',°`= %AMk,. '1'b",7 __ !ffi, r •: 'a' fi� z:.-..-W- _ _'- .: - ,-i'� f. µ >:.wd'ws` :9t?r'fir,• _ - - - - - _ T .Y L - s-'_- i _ _ : - - r - F, w UO �. 0 r-I ® cry Com► Ln CL,. U U 12 6 p, w �t o -IFH �: -- Uj Overhead Door Overhead dor j ENGR./ARCH. : MAS Model:CHI 3285 Model:CHI 3285 DESIGN BY: CAM .. - ;, ..;._. DRAWN BY: CAM - CHECKED BY: IMS DATE: 4 August 2OI.7 � :.:: �•.:•:.�,.::;-�. ..-.:: _•...:_.. , ,� , . . ... . . . SALESMAN: BP Elevation r Elevation J A200 Scale: /a = 1 -0 Scale: �4" = y t_/�n A200 1 �� � �� I i V Elevadons j Drawing No. X4200 SHEET 2 OF 3 0. Service, Door Notes Ln Posts Ln —Truss Top Chord Post 0Check Door Rough Openings Before Installation r-,1 V-1 Horizontal 2xX Nailer for Draft Notch Skirtboard According to Concrete Floor Height < CL —12d Hot-dipped 0 0-12d Hot-dipped Stop (Board Size to fit tight) Before Installing, Place Asphalt Sealer Strips Between 0 Q4 1 ti 2x4 Purlin 0 0 Galvanized Nail (Typ.) 2x4 Purlin a 0 Galvanized Nail (Typ.) Truss Bottom Chor 2x4 Ceiling Nailers 2x4 Frame Door Sill and Top of Notched Skirtboard 1=4 -a C io ® 1 T_ d' 2x4 Ceiling Nailers -Dbl. 2x6 #2 SYP PT Side lamb (Typ.) 4- Id- L,_J U I Ln X (�) Typical Purlin to Post Connection Typical Purlin to Truss Connection 0 2x4 #2 SPF Nailer Z � (Same for none spliced purlins) (2 nails for none spliced purlins) 2x4 Purlin Outside (Typ.) 1=4 2x4 Packout Blocking Between Purlins Truss Top Chord I C: ------__2x6 #2 SPF X_ Top Jamb (Typ.} tza 0 0 2x4 Frame Truss opqfV ,12d Hot-dipped 2x4 #2 SPF 2x4 Ceiling Nailers Galvanized Nail (Typ.) Purlins @ 24" O.C. 0 0 0 U 0 Posts Vertical 2x4 Nailer for Draft Stop COPYRIGHT @ 2017 SII 6° Concre-,e BY CB STRUCTURES, INC. Gable Blocking Detail THIS DRAWING AND Window Box Frame Out Slab (Optional) INFORMATION IS AN INSTRUMENT 0 o­12d Double Hot-dipped No Scale OF SERVICE AND SHALL NOT BE \-Tie-down 0 . Gal'vanized Nail (Typ.) Outside View COPIED OR USED IN ANY WAY Block or Post 2x8 PT Skirtboard 0 0 1, WITHOUT WRITTEN AUTHORIZATION OF CB 0 0 0@2x8 Notched Level w/ Concrete- 4" 2B Stone Sub-Base (Optional) STRUCTURES, INC, THIS DRAWING Headers Typical Skirtboard to Post Connection IS NOT FOR GENERAL USE AND ALL RIGHTS ARE RESERVED. Typical Truss to Tie-down Block/ Post Connection (Same for non-spliced connection) Service Door Framing Detail & No Scale .-*—Door Blocking Truss/Rafter Insulation Baffles 3,, Post/Door Jamb 28 Ga. Everlast II Panel R;oofing <> Step Concrete Down '4 Post �\ - ;�' @ Edge of Door Opening-\ En Roofings Panel To Create Weatherlip Concrete Slab (Optional) X Int. F&J 2x4 #2-SPF x4 Nailer/Filler for \-Ceiling Insulation Grade Line Corner Block Out Purlins @�24r' O.C. Int. F&I �Ceiling Liner Panel 7�,,Jssls /Van(j - 111 V Horizont I 2xX Nailer for Draft 2x6 #2 SPF Face oar Interior Purlin a 4" 2B Stone Sub-Base (Optional) 2x4 Purlin Attach wl(1)4"GRK Screws, Stop (Board Size to fit tight) 2x6 Frame (Standard Frame Out) Along wl Nails Plan View Corner _1J Or Equal to Post -hickness Vertical 2x4 Nailer for Draft Stop Weatherlip Detail (Side). N11 6" Fascia - Blocking Detail 0 No Scale Eave Blocki,nc No Scale 00 USP RT-16A Hurricane Ties (Interior) Detail USP RT-7 Hurricane Ties (Gables) No Scale 12" Soffit 0 4-J U >N Headers As Per Plan View F&J-Trim 0 0 28 Ga. Everlast II 2x4 Frame/Nailer (1) Top & Lin Post I 4-J GRK/e Ix 4"RSS W..6_4 GRK x RSS W"d--* Bottom (Simliar to P6rlin) Panel Siding 5,ra­(Typ.) Scr.w�(Typ.) (3) Angle Wind ' tail � 0 8n i ow , Framing De M U (Y flote:Spacing of screws to be sufficient enough to not split wood,NDS 2001 Code u e View � O tsid Typical Overhang Detail Al • A 400 0 1-/4"x 11-/,"LVL Header 1-;/ x I I-X�LV_Header No Scale (7)screws per non-spliced connection (7)screws per side of spliced conre�lon .,u Typical Header To Post Connection M 2x12 MSR 0 2Al2 MSR in GRK Z?x 41-0 M,If Header GRK X,,'I 0-� 22WIF Header op iew RSS W-1 RSS W-1 Te-down lack Sue-(T�p.) (Typ.) 00 R 38 Insulation 0 ri I LVL Header 12 30 2x6 or 2x8 Support Box —2x6 or 2x8 Support Box d Cm,Ion Nall(Typ.)-i• U CUM Typical Header To Post Connection CJKC )�, = 2 =) c(ri— M (6)nails per side 4-J 2x6 or 2x8 Support Block U 1-- 0 U Header W @ Least 12" Q) _0 Interior F-i Trim Header Filler Tvvical Header To Tie-down Block 2.y6 ne-dov,n Block _ Interior F-J Trim 29 GA Brite White (Standard Y16" OSB) 12dHot-dIpped---_ Galvarl.d Co 22 0 Header U) Nfp,) I., i U Liner Panel (Ceiling) ramtIar y Tortion SprinBox eta i'l A2 J-Channel S-2 ) Flat Stock J-Channel No Scale , UJ TvDical Header To Tie-down Block < 2x6 or 2x 8 Block- -2x4 Purlin or Header 29 GA Brite White Linpr Panel @ Torsion Spring Support Box KAQ'� 1.5"x55' L-Trim S-2 2x6 or',2x8 Inside Header 2x Fil ersi 1 2x6 or 2x8 Support 0 - - - -- - - - - - - - - - - - - - - - - - - - - - - F__4 2x6 Interior Jamb backer for -19 Insulation Block @ Least 12" DO/D Door Track i-Channel ,' 2x Fillers 2x6 Dutch Corner LU (Optional) 2x6 Inside Header 2x6 Outside Header - - - - - - - - - - - - - - - - - - - - - - - - - - - 2x4 Girts Typ. 23" o.c. Z-7 2x4 Purlins @ 2411 O.C. 2x6 or 2x8 Top Jamb b --A�—O/H Frame Out Cut Through - - - - - - - - - - - - - - - - - - - - - - - - - - - 0 2x6 or 2x8 Side Jamb— —'Post ENGR./ARCH. : MAS View IFrom Inside Buildin_q DESIGN BY: CAM SD & SD & Post • - - - - - -- - - - - - - - - - - - - - - - - - - - - - Window Window Inside Outside 2x6 or 2x8 Side Jamb 01 DRAWN BY: CAM 3 -OHDR-Trim -OHDR-Trim CHECKED BY: 3MS 2x6 PT Skirt Board Typ. A DATE: 4 August 2017 4 .A -4 4 Grit Note: The height of flat stock may change Interior Specifications: 2x6 or 2x8 Side Jambs; Runs up to Bottom SALESMAN: BP I NotEls: depending on the type of O/H & Track. If So, R-38 Insulation (Ceiling) of Top Jamb on Each Post Liner Panel use liner panel from the ceiling to end of flat Liner Panel (Ceiling & Wall) (Interior Side stock and cap off bottor'rl with J-Channel. + of Wall) -W R-19 Insulation (Walls) 121i 2x6 or 2x8 Block Above Top Jamb @ Each Post Ueta i I s T, # ,mcai imerior Wall Finish _*11 O/D Trim Y P 5pec. 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Britton, Successor M Co—Trustess of the Carey Rea/ Estate Trust 0 2 Grantee: Char/es Christopher Mackey. 111 and 2" SPRUCE TREES Chorles Christopher Mockey q Dated: June 23, 2017 L r Recorded: June 27, 2017 1 0 Instrument No. 2017-4309 >N r N N80'58'10"E 75. 00' R W CIRF � (0 LNL MFP �e ! r ---------- (8' HIGH) NO TES.' W ---FOGS --------------- '-�, U � VJ ' CRUSHED STONE SURFACE 1) Boundary survey as prepared for Chris Mackey. O MH COVER TO Xw 0'e -- OIL-WATER III O 2) All underground utilities, if any, not field located. U m Q O SEPARATOR I O EAVE (TYPICAL) CONC 3) This survey was prepared without the benefit of an (� PAD III Q up—to—date abstract of title and is made subject to eoL BOL I whatever state of facts such a document would reveal. a 35.2 I J 4) No field monumentation set for this survey. BSI I BOL II i ►� 5) Field instrument survey completed on August 8, 2018. UJ ALO 4' HOPE PERFORATED OH DOOR I I OH DOOR ALO 4" HOPE h V LL FLEX DRAIN ±% IPERFORATED L r FLEX DRAIN ►� y BOL ['90L I Q II i LANDS N/F OF3 DOOR DOOR SEATON PROPERTY oLEGEND: 0. LANDS N/F OF B°LMETAL SIDED HOLDINGS, LLC =B.A. BARCUS cYi SELF STORAGE H DOOR I ci BOL denotes Bollard OOH DOOR BUILDING aDEVELOPMENT I I I I INSTRUMENT No. 2016-6924 CIRF denotes Capped Iron Rod Found _ ADDRESS: 316 YCONC denotes Concrete LL COMPANY, LLC I eoL COR/NTH ROAD 1st PARCEL DESCRIBED DYL denotes Double Yellow LinesI �I I ELEC denotes Electric service BOOK 3682 OF DEEDS W I �� ¢ THEREIN — 75' x 200) EOCS denotes Edge of Crushed Stone O Q I I EOP denotes Edge of Pavement 0 i o AT PAGE 230 Q I I U HOPE denotes Black Plastic Pipe o = IPF lenctes /ron Pipe Found a Q I I j a IRF denotes Iron Rod Found Q _ 5 o I I I II 5. MFP denotes Metal Fence Post ELEC MH denotes Manhole �• o 'K I I BOL ly NM denotes Niagara Mohawk Utility Polece �' scI o N/F denotes Now or Formerly Q R = Z o 1s.s't I 35.2' GAS II�w OH denotes Overhead MH TO SANITARY I ' BOL BOL BOL BOL 20.0't 4' HIGH FENCE AT R.O.OHU denotes Overhead Utility Lines O w N HOLDING TANK i OH DOOR I 6' HIGH FENCE R.O.W. denotes Right Of Way U N SC denotes Sewer White Li � Z Q � I I SWL denotes Single White Line 0 AREA = I�I VZ denotes Verizon Utility Pole 0 LU r W z a WS denotes Water Shutoff rM W o aQ� 11,250� SQ.FT. z ~ � w I � � o ' U Q C =I O i it +�� CRUSHED STONE SURFACE Q O \ BOL P� .>_. O LU CID 1 RlP-RAP.1 RI - A a C1 STORM ; f..\..4­_ .R/P-RIP OQ V � -_ METAL GATE -0�v.l).. STORM ri) 93 W Y ^) ME 129.89' S8079'00'W, 1,297.5f TO THE REMAINS OF A CMF ;< r` ,• ;< ;. ,-. � -. ;-{ ,WS �, IPF 4' HIGH CHAIN LINK FENCE RF�� r� r DRAWN BY TSH cc A cc-- -- ,..: ---- i ---- OHUL CIRF OHUL C^Q N'�Q 1 O�� 7\ OO NM G ® HYD N80 57'40 E, 160.2' CHECK BY TJM 11 J8l! U 96 EDP PROJECT NUMBER 11413 / 93-i/2-3 EOP W/ GUY ®GV EOP TIMOTHY J. SWL McALONEN o SWti COUNTY ROAD No. 28 PLon 50,471 tmcolonen®edpllp.com CORINTH ROAD DYL / DYL I ,•,�.«<_...._.__.._...,..., u (REPUTED 3 ROD R.O. W.) E C E D W E of NEW SWL r" P'��' �pSEP swL EOP EOP AUG 2 9 2018 I. si �� P9 �► 0 Z « y TOWN OF QUEENSBURY "� Y BUILDING&CODES O -{}$1--<{Z IQ • 201�- `�`� SFp�AWN D,Sv�, L \ r. © 2018 BY ENVIRONMENTAL DESIGN PARTNERSHIP, LLP, ALL RIGHTS RESERVED SCALE: UNAUTHORIZED AL7ERA77ON OR ADD177ON TO 7H/S MAP /S A WOLA77ON OF SEC7701V 7209 1 SUEDIWS/ON 2 OF THE NEW YORK STATE ■ '• 20' W EDUCA77ON LAW. o COPIES FROM THE ORIGINAL OF THIS SURVEY SHEET TITLE: w MAP NOT MARKED WITH 774E LAND SURVEYORS 20 0 20 40 EMBOSSED SEAL SHALL NOT BE CONSIDERED A VALID TRUE COPY. (IN FEET) AS-BUILT e GRAPHIC SCALE 3 El Coco 14 Joe 59 GPs 1 INCH = 20 FT. SURVEY