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2005-644 TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518) 761-8201 Community Development - Building & Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: P20050644 Date Issued: Tuesday, March 17, 2015 This is to certify that work requested to be done as shown by Permit Number P20050644 has been completed. Location: 643 GLEN St Tax Map Number: 523400-302-011-0001-002-000-0000 Owner: T&M JACOBS PROPERTIES LLC Applicant: RELIABLE RACING SUPPLY INC. This structure may be occupied as a: Commercial /Industrial Unheated By Order of Town Board TOWN OF QUEENSBURY Issuance of this Certificate of Occupancy DOES NOT relieve the property A owner of the responsibility for compliance with Site Plan,Variance, or /Vf other issues and conditions as a result of approvals by the Planning Board Director uilding&Code ffnforcernent or Zoning Board of Appeals. TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-Building& Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20050644 Application Number: A20050644 Tax Map No: 523400-302-011-0001-002-000-0000 Permission is hereby granted to: RFLIABIR RACING Si TPPLY INC For property located at: 643 GLEN St 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: T&M JACOBS PROPERTIES LLC 643 GLEN St Commercial/Industrial Unhea $74,460.00 Total Value $74,460.00 QUEENSBURY, NY 12804-0000 Contractor or Builder's Name / Address Electrical Inspection Agency Plans&Specifications 2005-644 (Site Plan Review No. 42-2005) 3024 SQ FT COMMERCIAL UNDATED BUILDING $151.20 PERMIT FEE PAID-THIS PERMIT EXPIRES: Friday, September 29, 2006 (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 To ueens u d eptember 29, 2005 SIGNED BY for the Town of Queensbury. Director of Building&Code Enforcement Y, ' BLDG. PERMIT NO.- APPLICATION FOR A TEMPORARY CERTIFICATE OF OCCUPANCY A TEMPORARY C/CERTIFICATE OF OCCUPANCY is hereby requested for the property located at; for the following uses: DATE SIGNATURE OF APPLICANT TEMPORARY CERTIFICATE OF OCCUPANCY The TEMPORARY CERTIFICATE OF OCCUPANCY is hereby PPROVED ( )DISAPPROVED with the following conditions: ALLtAS ISI-TE nRMOt 4-- R�AAJA)i TEMPORARY CERTIFIC TE OF OCCUPANCY F . V�PS:W) OO-00 received. on Date of Issuance Director of Bldg. & Code Enforcement THIS TEMPORARY CERTIFICATE OF OCCUPANCY EXPIRESgo- DAYS FROM THE DATE OF ISSUANCE. NOTE: This Certificate is NOT VALID unless signed by the Director of Bldg. & Code Enforcement or his designee. Permit No. Building&Codes Office-Department of Community Development-Town of O erx ry Fee Paid `ff , U© 742 Bay Road,Queensbury,NY 12804 I 9 aI ) ReC-r n Fee r Dave Hatin,Director codes@civeensbury.nei , Phone: (518) 761-8256 FAX: (518) 745-4437 J ,S- * I Principal Structure Building Perr i Application Application & Plans subject to review before issuance of a valid permit for construction. Instructions: A permit must be obtained before beginning construction. No inspections will be made until the applicant has received a valid building permit. All applicants' spaces on this application must be completed and must appear on the application form. Applicant/Builder ^ Owner: i!Td eol`.l /rdT/�i-7X'J Address: S" Address: 72Ole �,/ 9 �s1 Tx //.1 -44f / of Home Phone: 213- Home Phone: '7A - O .F .3 3 Email Address: Email Address: — Cell Phone: -7 v 9se Ara Cell Phone: FAX Phone: FAX Phone: Person responsible for supervision of work with respect to building and codes compliance: Name: ��� ,6 f '1 I^ fo 2 Address: — PhoneWp k 20e Location of proposed construction: Lot No. Legal Address: 4 f4 Tax Map Number: ��— &2 Subdivision Name: _ Estimated Cost of Construction: $ ��' 41`0 AUG 1 Proposed construction is for: _Residential Use ✓Commercial Use Name of Business: a / Altetfor.P__� l G. If r -7� O 2 proposed construction is an addition, what will use of new addition be. New Addition Alteration Proposed Construction 10 Floor 2nd floor Other Total Proposed structure (Occupancy Type) Sq. Ft. sq.ft. Sq. Ft. Square feet Height _ Ft.&in. Single-Family Dwelling _ _ Two-Family Dwelling _ Townhouse _ Multifamily Dwelling Number of Units: Office _ _Mercantile Manufact rin� - -- Other. Attached Garage 1, 2, 3 Type of Heating System: Electric, Oil, Gas, Wood, Forced Hot Air, Baseboard, Other:�2 Is a fireplace and/or woodstove being installed, please refer to a separate application. Yes LXIJo Applications are subject to Zoning Administrator, Code Compliance, and Structural Plan review. The Building and Codes Office will allow commencement of your proposed project only after issuance of your permit. Declaration: Please sign below after you have carefully read the statement: To the best of my knowledge, the statements contained in the application, together with the plans and specifications submitted, are a true and complete statement of all proposed work to be done on the described premises and that all provisions of the Building Codes, the Zoning Ordinance, and all other laws pertaining to the proposed work shall be complied with, whether specified or noted, and that such work is authorized by the owner. Further, it is understood that I/we shall submit prior to a Certificate of Occupancy or Certi * ate of Compliance being issued, as requested by the Zoning Administrator or Director of Building a s, an As-Built Survey by a licensed surveyor, drawn to scale, showing actual location of all new con c Date:,��4,x2 Applicant/Builder Signature: - -- —Y The application of---�-5 ACC ed _is hereby approved and permission granted for the construction, reconstruction or eratio f uil /and or accessory structure as set forth above. Date: _Authorized Signatur _ L:\SueHemingvvay\Building. ermit.FORMS\Principal Structure Permit App' tion.doc V:12/14/04 Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection request received: Queensbury Building& Code Enforcement Arrive: am/p Depart: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initials: NAME: :`� 1 tcll fit 46, PERMIT#: ( C// LOCATION: DATE: COMMENTS: Y N NA Chimney/"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish/Grade Complete 6"in 10' or Equivalent Interior J Exterior Guardrails 42 in. Platform/Decks _ Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in./Step Risers 7"/Treads 11" Vestibules For Exit doors>3000 s . ft. All Doors 36 in. w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36(w)x 44"(])/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator 18" Above Grade Floor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 'h doors > 10%> 1000 s . ft. 3/a Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping, 3,000 s . ft. Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan,if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in.,Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond[Both sides] Active Listening System and Signage Assembly Space Final Electrical Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As-built Septic System Layout Required or On File �f / BuildingNumber or Tenant Address on Buildingor Driveway ��'�s sr/ Water Fountain or Cooler Building A ides by 20' /Driveable Surface 20'wide ' Okay T ssue Tem r Permanent C/O c��V Oka To ° �, L:\Building&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.2c Inspection for Permit to Occupy Fire Marshal's Office Request Rec'd Permit No. 1 - �- <f (-j Town of Queensbury 742 Bay Road Queensbury,NY 12804 Scheduled Inspection Date: ' Time: Phone: (518) 761-8206 Business Name: Fax: (5)8)745-4437 Location: C, Type of Inspection N/A Yes No EXITS: Exit Access COMMENTS Exit Enclosure Exit Discharge AISLES: Main Aisle Width Secondary Aisle Width EXIT SIGNAGE Sign-normal �� C Sign-battery TRUSS ID SIGNAGE EMERGENCY LIGHTING FIRE EXTINGUISHER: �(� Hun Inspection of extinguisher Hydro extinguisher FIRE ALARM SYSTEM Fan Shutdown Fire S "nkler System Fire Suppression-kitchen Fire Suppression-Gas Island Hood Installation Interior Finishes Storage Compressed Gas Clearance to Sprinklers Clearance to Electrical Electric Wiring Enclosed Combustible Waste Vehicle Impact Protection Fire Lane F.D.Si na e-Utility Rooms No Smoking Signs Maximum Occupancy Sin Emergency Evacuation Plan Approved (If no other approvals apply,the B&C Office will issue the o`er f at of Occupancy) ❑ Denied ❑ Call for Recheck ,�,�7 Inspected By: L:\Sue Hemingway\Fire Marshals Office Inpsection 08.17.2005.doc Inspection for Permit to Occupy Fire Marshal's Office Request Rec'd Permit No. Town of Queensbury S fR 742 Bay Road ll ( n ,r Queensbury,NY 12804 Scheduled Inspection Date: Time: Phone: (518) 761-8206 Business Name: PL.\ cx e- (�c�o r Fax: (518) 745-4437 Location: M'L' I-Q Type of Inspection N/A Yes No . V EXITS: Exit Access COMMENTS Exit Enclosure Exit Discharge AISLES: Main Aisle Width WC Secondary Aisle Width EXIT SIGNAGE Sign-normal Sign-battery TRUSS ID SIGNAGE s � EMERGENCY LIGHTING �ee(0 FIRE EXTINGUISHER: Hun Inspection of extinguisher Hydro extinguisher FIRE ALARM SYSTEM Fan Shutdown Fire Sprinkler System Fire Suppression-kitchen Fire Suppression-Gas Island Hood Installation Interior Finishes Storage Compressed Gas Clearance to Sprinklers Clearance to Electrical Electric Wiring Enclosed Combustible Waste Vehicle Impact Protection Fire Lane F.D.Si na e-UtilityRooms No Smoking Signs Maximum Occupancy Sin Emergency Evacuation Plan i ;❑ rApproved (If no other approvals apply,the B&C Office will issue rthe C icate of Occupancy) 1/Denied ❑ Call for Recheck Inspected By: L:\Sue Hemingway\Fire Marshals Office Inpsection 08.17.2005.doc Framing/ Firestopping Inspection R o Office No. (518) 761-8256 Date Inspection r e r cei d: Queensbury Building&Code Enforcement Arrive: . ' m epart: = a pm 742 Bay Road,Queensbury,NY 12804 Inspector's Init' Is- NAME: — (� 1 -, PERMIT#: S LOCATION: (C'LA"% INSPECT ON: — TYPE OF STRUCTURE: Framing Y N /A COMMENTS Attic Access 22"x 30"minimum 13 MdQ-TD0 Jack Studs/Headers Bracing/Bridging ✓ Joist hangers / Jack Posts/Main Beams ✓/ Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 �/z(w) 16 gauge 8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1,2, 3 hour Fire wall 2,3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side %2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade Foundation Inspection Report Office No. (518) 761-8256 Date Inspection red st r ived: Queensbury Building&Code Enforcement Arrive: ai 'pm Depart: 742 Bay Rd., Queensbury,NY 12804 Inspector's Initial —' NAME: G OTC c RMIT#: �- _T LOCATION: INSPECT ON: TYPE OF STRUCTURE: Comments _ �V- oc) NA Fo ngs .— Piers Monolithic Slab ,' C)�� �T`� Reinforcement in Place _ + I Z The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this u ose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation,/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab--� PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:SueHemingway`,Building.Codes.Inspection.FO RMSToundati on Inspection Report.doc January 28,2003 COMMONWEALTH ELECTRICAL INSPECTION SERVICE,INC.(,-3, Main Office 176 Doe Run Road-Manheim,PA 17545 MUNICIPAL CERTIFICATE — ELECTRICAL APPROVAL Permit No........................................Cert. N 0 93304 Cut—in Card No.............................. Owner.......................t?..�5 is t7............. ..?�1. ....................................................................................... Y-3..........G n.....A............................ u. ..rz�S.. ..u.. .i l................. Location................. .... / Installation Consisting of.... ....13 cex..S.t. za..G-....0 .l.. .1.✓?...G- :........................ 3c�A..... ..�..a.t'..�s:.>J..,.......55.. � �.r......1...�..w....y.....1....1�.c.c.. ...................................... ................................................................................................................................................................................. Installed By......C..LL'l.2_.Lr.-......4_A,c-.<;, .Zz.Z.S T e..............Lic.No................................................. The conditions following governed the issuance of this certificate,and any certificate previously issued is cancelled:- This certificate only covers the electrical equipment and installation conditions as of date. Upon th( introduction of additional equipment or alterations,application shall be promptly made for inspection. Inspectors of this Company shall have the privilege of making inspections at any time, and if it: rules are violated,the Company shall have the right to revoke this certificate. Date...........9.. ........... INSPECTOR. Y,l ..� ����uY? =- .tS.—.......................... P c Q d- (0 Commercial Final Inspection Report Office No.: (518)761-8256 Date Ins c es rec v 5 °�' Queensbury Building&Code Enforcement Arrive: p Depart: r a 742 Bay Road, Queensbury,NY 12804 Inspector's Init' Is: l NAME: G. C� RMIT �d 0 � � �T LOCATION: BATE: At, 1MAL, COMM TS: Y N NA Chimney/"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete r Exterior Finish Grade Complete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in. Platform/Decks Interior/Exterior Ballisters 4 in. Spacing Platform/Decks 7 — t Stair Handrail 34 in.—38 in./Step Risers 7"/Treads 11" Vestibules For Exit doors>3000 s . ft. All Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36 w)x 44" 1)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator 18" Above Grade Floor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water Temp.110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 '/z doors >101/o> 1000 s . ft. 3/4 Hour Corridor Doors& Closers Firewalls/Fire Separation, 2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping, 3,000 s . ft. Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan,if re wired ` Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets - Handicapped Bath/Parking Lot Si na e Public Toilet Room_Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ram /Handrails Continuous/12 in.Beyond �-1 M Active Listening System and Signa e Assembly Space o Final Electrical VA I Sit I /Variance required f1k;t iDl Final Surve New Structure/Flood Plain certification,if req. yl ©,3C_(Z �R�;PE4Zr s- is System Layout Required or On File —� Building Number or Tenant Address on Building or Driveway L1 113E. Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 20'wide Okay To Issue Temp. or Permanent C/O -Okay To Issue C/C Last printod 6/3/2003 9:27 AML:\PamW\Building&Codes\Commercial Final Inspection Report.doc Commercial Final Inspection Re ort Office No.: (518) 761-8256 Date In ection re st a iv d: Queensbury Building&Code Enforcement Arrive: a Depart: 742 Bay Road,Queensbury,NY 12804 Inspector's Initi _ NAME: ��' �1 e PERMI #: `2 LOCATION: t44 ��P DATE: — — DU I COMMENTS: Y N NA (� Chimney/"B"Vent/Direct Vent Location I �/ Plumbing Vent Throu h Roof 6"/Roof Complete J Exterior Finish/Grade Complete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in. Platform/Decks Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in. /Step Risers 7"/Treads 11" _ Vestibules For Exit doors>3000 s . ft. All Doors 36 in. w ever Handles Panic Hardware,if required Exits At Grade Or Platform 36(w)x 44"(])/Canopy or Equiv. V, Gas Valve Shut-off Exposed&Regulator 18" Above Grade Floor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water Temp. I10 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion _ Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area / Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 '/2 doors > 10%> 1000 s . ft. 3/4 Hour Corridor Doors&Closers Firewalls I Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping, 3,000 s . ft. Wood Frame �v Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan,if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond[Both sides) Active Listening System and Signage Assembly Space Final Electrical Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As-built Septic System La out Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 20'wide Okay To Issue Temp. or Permanent C/O Okay To Issue C/C L:\Building&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.doc - 1 j CONSTRUCTION TECHNOLOGY INSPECTION &TESTING DIVISION,P.D.&T.S., INC. 4 William Street, Ballston Lake,New York 12019 Phone: (518)399-1848 . Fax: (518)399-1913 CLIENT. RELIABLE RACING SUPPLY,INC. REPORT NUMBER: 1 PAGE N: 1 643 UPPER GLEN STREET PREPARATION DATE: 1 V18106 OUEENSBURY,NEW YORK 12804 OUR FILE NUMBER. 1134.001 INSPECTOR 8 TEST SET; BRYAN CASAW X12 ATT'N. MR JOHN JACOSS AMBIENT WEATHER: 604:P.CLOUDY PROJEC COLD STORAGE FACILITY:643 UPPER GLEN St.,QUEENSSURY NY, OUR FILE LOCATION: 80625 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION Of LOAD# 1 : FOOTING PIERS:SOUTH WALL;EAST WALL,SOUTH HALF PLACEMENT LOCATION OF LOAD S 2: FOOTING PIERS,EAST WALL.NORTH HALF;NORTH WALL:WEST WALL DELIVERED LOAD NUMBER•. 1 2 TRUCK NUMBER 1 TICKET NUMBER: 4161 802956 412 1 802968 YARDAGE DELIVERED/SUBTOTAL' 8.001 0.00 10.00 1 10.00 TIME CONC BATCHED/ARRIVED: 9.201 9.40 12.10 / 12.20 TIME PLACEMENT BEGAN I ENDED: 2.55 1 11,00 12.25 / 3.21 CONCR15TE AGE(HOURS) (SPEC: MAX: 1,50) 1.571 3.181 SLUMP ON ARRIVAL (INCHES) 0,00 5.00 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC' ) 8.001 6.00 1 ENTRAINED AIR (%VOL) (SPEC: ) 6.401 UNIT WEIGHT (PCF) (SPEC' ) 140.03 CONCRETE TEMP. (F) (SPEC' 46 - 85) 77 79 NUMBER OF TEST SPECIMEN CAST' 0 LAS CYLINDER CONTROL NUMBERS 60826. 80830 REMARKS: 1. CONTRACTOR NOTIFIED:LOAD 1,2:OVERTIME;SLUMPIENTRAIN60 AIR SPECIFICATION NOT PROVIDED. UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470 Ca67, C817 C1064 CONCRETE SUPPLIER: CRANESVILLE CONCRETE COMPANY CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 CONCRETE DESIGN STRENGTH: 3000 P.S.1,Q 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDER8 RECEIVED: 11/17/06 SUPPLIERS MIX FORMULA. PER SUBMITTAL: CEMENT: LBS. CYLINDER TEST TESTA05 ULTIMATELOAO UNIT CEMENT. LBS. NUMBER DATE DAYS 8 BREAK TYPE P S I. WATER: GAL. COARSE AGGREGATE#1. LBS. 50025 11/23/06 7 31,060 C 1130 COARSE AGGREGATE Q. LBS 60020 11/23/05 7 33.260 C 1180 COARSE AGGREGATE#3 LBS, 60827 12/14/05 28 71.560 C 2630 FINE AGGREGATE: LBS. 80628 12/14/06 28 74,000 C 2620 ADMIXTURE#1. OZS. W620 01/11/09 se 00,050 C 3160 ADMIXTURE 62. OzS. 80830 SPARE ADMIXTURE 0& Oz8. AIR ENTRAINING AGENT: OzS REPORT DISTRIBUTION: FILE 6: 2.SUPPLIER 6' 3: 7: 4 8: RESPECTF LLY SUBMITTED. CONp8f5WjfATECHNOLOGY O L ,S,E.T. (NICET) MANAGER TECHNICAL SVCS. FROM :RELIABLERACING FAX NO. :7936491 Jan. 20 2006 01:47PM P2 CONST ZUCTION TECHNOLOGY INSPECTION� TFSTINCI DIVISION, P.D.&T.S., INC:. 4 William Street Ballston Lake.New York 12019 Phone, (518) 39 -1848 Fax: (518)399-1913 CLIENT RELIA Llc RACING SUPPLY, INC. REPORT NUMBER: 1 PAGE N 1 643 UP ER GLEN STREET PREPARATION DATE 11/16/05 QUEEN BURY,NEW YORK 12804 OUR FILE NUMBER. 1134.001 INSPECTOR&TEST SET' BRYAN CASAW #12 ATT'N: MR JO N.JACC85 AMBIENT WEATHER'. 00'8:P.CLOUDY PROJEC COLD iTDRAGE FACILITY:643 UPPER GLEN ST.,QUEEN8BURY,NY. OUR FILE LOCATION: 80825 CO CRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCA ON OF LOAD# 1 : FOOTING PIERS:SOUTH WALL;EAST WALL,SOUTH HALF PLACEMENT LOCA' ON OF LOAD# 2 FOOTING PIERS:EAST WALL,NORTH HALF;NORTH WALL;WEST WALL DELIVERED LO- D NUMBER 1 2 TRUCK NUMBER!l �KET NUMBER 416/ 802956 412 1 802958 YARDAGE DELNE.F 'D 1 SUBTOTAL 6.00/ 9.00 10.00 I 16.00 TIME CONC BATE' EC/ARRIVED: 0.201 9,40 12.10 1 12.20 TIME PLACEMENT,I rGAN i ENDED. 9.551 11.00 12.26 ! 3.21 CONCRETE AGE(I )URS) (SPEC: MAX' 1.50) 1.07 1 3.18 1 bLUMI'UN ARRIVA (INCHES) O.UU b.00 WATER ADDFO ON ITI_(GALLONS). WATER ADDE D AT IS,RETION OF: SLUMP OF CONCRI rE INTO PUMP' IF APPLICABLE: PLACEME'N IF SLUM (INCH) (SPEC - ) 0.00 1 5,00 1 ENTRAINED AIR %VOL) (SPEC ) 6.40 1 UNIT WEIGHT (PCF) (SPEC' ) 140.03 CONCRETE TEMP (F) (SPEC. 45 - 55) 77 79 NUMBER OF TEST PECIMEN CAST 6 LAB CYLINDER co) I•ROL NUMBERS 80625- 6D630 REMARKS: 1 CONTRACTOR NOTIFIED:LOAD 1.2.OVERTIME;SLUMP/ENTRAINED AIR SPECIFICATION NOT PROVIDED UNLESS p 3—ED ALL TESTING IAW: ASTM: CM, C138, C143 C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPL :R CRANESVILLE CONCRETE COMPANY CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 CONCRETE DESIGI i S-RENGTH: 3000 P.S.I.a 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECeIVED: i 1/17/Db SUPPLIERS MIX FC 10JI-A. PER SUBMITTAL CEMENT LBS. CYLINDER TEST TEST AGE ULTIMATE LOAD UNIT CEMENT LBS. NUMBER DATE DAYS & BREAK TYPE P S I. WATER GAL. COARSE AGGREG rE JF1: LBS 60625 11/23/05 7 31,850 C 1130 COARSE AGGREG fE 42 LES 60626 11/23105 7 33.250 C 1180 COARSE AGGREG TE 03 LOS 00527 12/14/05 26 FINE AGGREGATE' LBS, 60826 12/14/05 20 ADMIXTURE#1: OZS. 80029 12)14/05 28 ADMIXTURE S7 OZS. 60630 SPARE ADMIXTURE 43 02S AIR ENTRAINING A ENT. OZS, REPORT DISTRIBU 1014 ` I FILE 5: 2 SUPPLIER 6- 3 7: a 8. RESPECTFULLY S 'B%IITTED, CONSTRUCTION T CHNOLOGY TOM JOSLIN.S E. (NICET) MANAGER TF_CHN Al-SVCS. VAN-18-2006 04 :44 PM RELIABLE. RACING CONSTRUCTION TECI-INOLOGY INSPECTION & TEST NiO DIVISION. P.D.&T.S., INC. 4 William Street, Ballston lake,New York 12019 Phone: (518) 399-1848 Fax; (518) 399-1913 CL.IIrNT: RELIABLE RACING SUPPLY, INC. REPORT NUMBER: 1 PAGE; 1 543 UPPER GLEN STREET INSPECTION DATE: 01/11/06 QUEENSBURY, NEW YORK 12804 OUR FILE NUMBER: 1134,001 FIELD INSPECTOR: DAVE CASAW ATT'N MR,Jc)HN JACOBS PRwEcTt COLD STORAGE FACILITY: 643 UPPER GLEN ST., QUEENSSURY, NY. FIELD OBSERVATION REPORT SPECIFICATION FOR BOLTED CONNECTIONS' AISC:AMERICAN INSTITUTE OF STEEL CONSTRUCTION SPECIFICATION FOR COLUMN PLUMBNESS: AISC'AMERICAN INSTITUTE OF STEEL CONSTRUCTION SPECIFICATION FOR FIELD WELDING: AWS'STRUCTURAL WELDING CODE-STEEL(A.W.S, 01.1 SPECIFICATION FOR CONCRETE REINFORCEMENT; CRSI:CONCRETE REINFORCING STEEL INSTITUTE 1NELDER QUALIFICATIONS, WELDER: SSN/STAMP: LAST QUAL: ay, W_i_DSR: SSNISTAMP' LAST QUAL; BY; WELDER: SSNISTAMP; LAST QUAL: BY WELOSR'. SSN/STAMP' LAST QUAL: BY; WELDER; SSNISTAMP' LAST QUAL: BY; COLUMN CONNECTOR FASTENING PLUMBNESS WELDING LINE ELEVATION A R A R A R REMARKS' I ENTIRE ! ROOF TRUSSES XX THREADED FASTENERS INSTALLED AND STRUCTURE J PROPERLY TENSIONED, ENTIRE XX COLUMNS PLUMB WITHIN 1.500, STRUC-URE !I I ENTIRE I j STRUCTURAL MEMBERS ACCEPTABLE FOR III' STRUCTURE ALIGNMENT AND ARE INSTALLED UNDAMAGED. j + j 1 REPORT DISTRIBUTION! GENERAL NOTES' RESPECTFULLY SUBMITTED, I FILE 1,A-ACCEPTABLE CONSTRUCTION TECHNOLOGY :.P-REJECTABL$ TOM JOSLEN,S.E.T.(NICET) 1- MANAGER TECHNICAL SERVICES SEP-27-2005 02 : 10 PM RELIABLE. RACING SlSf�t3rzr� " -- We 1AW&e rl r 7LA I A, Sap",INQ September 27,2005 Mr.Tom Joslin,S.E.T.(NICET) Construction Technology 4 William Street Ballston Lake,NY 12019 Dear Mr.Joslin, Thank you for your proposal of September 27,2005. This letter saves as our acceptance to your services as derailed in the proposal,and can be considered our contractual commitment to use Construction Technology to perform the tests as required by the Town of Queensbury for the cowb wtion of our cold storage building to be erected by Morton Buildings,Inc. We thank you for your timely response to our request for bid. Jo ot ,President le Racing Supply,Inc. Cc: Dave Hatin,Director of Buildings&Co"Town of Queensbury Steve Bardin,Morton Buildings,Inc. Kathy Speer,VP Operations,Reliable Racing Supply,Inc. Tim Mullen,Dir.of Merchandising,Reliable Racing Supply,Inc. Nancy Salazar,Dir.of Finance,Reliable Racing Supply,Inc. 643 UPPER GLEN ST,, QUEENSBURY, NY 12804 (518) 793-5677• FAX#(518) 793-6491 518798 �1 rz ' -- SEP-27-2005 02 : 10 PM RELIABLE. RACING - • CONSTRUCTION TECHNOLOGY INSPECTION & TESTNG DIVISION, P.D.&T,S., INC. 4 William Strout,Rallsum Lake,New York 12019 Phone;(519)399.184B Fax;(S18)399-1913 September 27, 2005 TOWN OF QUEENSBURY BUILDING DEPARTMENT 742 Bay Road Queensbury,New York 12804 Att'n: Building Code Enforcement Officials Re: COLD STORAGE WAREHOUSE RELIABLE RACING SUPPLY,INC. 643 Upper Glens Street, Queensbury,New York Construction Material®Inspection and Testing Services. Oer►tleanen, . Per the request of Mr. John Jacobs, Reliable Racing Supply, Inc. we are pleased to inform you CONSTRUCTION TECHNOLOGY has been retained to provide the construction materials Inspection and testing services required of the upcoming referenced project. As such,we would like a moment to introduce our organization. CONSTRUCTION TECHNOLOGY is the construction materials inspection division of Product Development& Technical Services, Inc. Since our 1984 incorporation in New York State,we have been devotod to providing the highest standards of on time fleld inspection, testing end laboratory support to the construction industry. Our desire is a QC/QA involvement with projects committed to timely completion while satisfying the quality controls and assurances necessary to support today's strict design criteria. All too often materials Inspections are viewed as A necessary evil or a requirement to be overlooked. Many times the laboratory brings NA attitude on itself because of less than fully qualified personnel,tardy response time or uncompromising attitudes of technicians. Given the opportunity, we are confident we can provide the services that reflect our strong desire to be an asset to the construction process. Our facility and field technical force is supported by state of the art test equipment, including nuclear soil/asphalt density test equipment, automatic soil moisture/density(Proctor)apparatus, temperature/humidity controlled curing environments for concrete specimens, and all other necessary equipment to satisfy the requirements of the American Society for Testing and Materials(ASTM) standards C-1077 and E-329 as they relate to a commercial inspection agency. CONSTRUCTION TECHNOLOGY has submitted to outside auditing by having our peneonnel.equipment,facility and quality assuaaneo plan evaluated by the Comcnt and Concrete Reference Laboratory(CCRL)of the National Standards Institute.A copy of the CCRL/NSI audit and finding is available upon request. SEP-27-2005 02 : 11 PM RELIABLE. RACING 518798Y2r1 - - - aa` HIII t Urra i 1 UI- i iUN I I--UH- Zia 399 1913 P. 05 September 131 2005 TOWN OF QUERNSBURY BUILDING DEPARTMENT Re: COLD STORAGE WAREHOUSE RELIABLE RACING SUPPLYs INC. 643 Upper Glens Suvet,Queensbury,New York Construction Materials Inspection and Testing Services Our staffmrtges from consultant Professional Engineers,hy4roloests and geologists to field. technicians and materials Inspectors with technical backgrounds of educational degrore and/or substantiated experience in a construction oriented discipline. Field inspectors also possess a combination of tiro following certifications; * Certification at various levels(AET-i through SET-`I)by the National Institute for Certification in the Engineering Technologies (NICET). * American Concrete Institute(A.CI) Grade I Concrete Inspector. * American Concrete lwtitute(ACI) Certified Concrete Construction Special Inspector. * Troxlcr Nuclear Gauge Training Program for Radiation Safety Officers and Field Operators. * J&L Testing,Inc, Certification Program for Sanitary Landfill impactors, * I&L Testing,Inc. Certification Program for Quality Control and Inspection of Geosynthetic Systema for Use in Salid and Hazardous''Waste IxspoW Facilities. In addition to particular qualifications, field inspectors are familiar with all phases of construction materials testing and inspeotion including soils,concrete,reinforcement,masonry, structural steel, tireprooflng and roof installation. This generally alleviates tho need and expense of employing more than one inspector on a particular project. CONSTRUCTION TECHNOLOGY currently has the capabilities to provide inspection and testing services relating to many construction concerns including but not LhWted to: subswrfaoe drilling and investigation,soils placement and compaction, foundation design recoMmondations,portland cement conncrete,unit masonry,merttmr, grouts,bituminous concrete,structural steel AM iiroproofing,as well as all associated laboratory services. In general, all forma of materials testing and inspection services, as they relate to the construction industry,may be obtaincd through CONSTRUCTION TECHNOLOGY. We appreciate your interest in our firm and our line of work, We loop forward to completing the construction materials inspection,testing and laboratory requirements of RELIABLE RACING SUPPLYo INC. If there are any questions,or when we may be of amistance,please contact this office Irnmediatoly, Respectfully, CONSTRUCTION TECHNOLOGY Y Tom Joslin, S.E.T., (NICET) Manager Technical Services SEP-27-2005 07 :33 PM CONSTRUCTION TECH. - - - CONSTRUCTION TECHNOLOGY NSPECTION & —1 ES T rNG Div iaiul4, F.D.&T.J., iNC, 4 William Street,Ballston Lake,New York 12019 Phone: (518)399-1848 Fax: (518)399-1913 September 27, 2005 RELIABLE RACING SUPPLY,INC. 643 Upper Glen Street Queensbury,New York 12804 Att'n: Mr, John Jacobs Re: COLD STORAGE WAREHOUSE: RELIABLE RACING SUPPLY,QUEENSBURY$ NV. Construction Materials Inspection and Testing Services Dear Mr. Jacobs, CONSTRUCTION TECHNOLOGY is pleased to submit the following fee schedule and proposal to provide all necessary labor, equipment, tools, and supplies to complete the construction materials inspection, testing and laboratory evaluations required of the referenced project. From our conversation, we anticipate our services may include: I. FIELD SERVICES: * SOIL FILLS AND BACKFILLS: Services of a Senior Materials Technician to provide onsite soil compaction verification. Testing and evaluation of fill and backfilI materials shall be in accordance with ASTM D-1556: Sand Cone Method or ASTM D-2922: Nuclear Gauge Density Method. * CONCRETE STEEL REINFORCEMENT: Services of a Senior Materials Technician to provide onsite concrete reinforcing steel verification. Evaluation of reinforcement installations shall include bar size; welding, bending and fabrication techniques; lapped and tied connections, cleanliness, alignment, spacing and formwork clearances. Evaluation and recordation shall be in accordance with the American Concrete Institute (ACI) and the Concrete Reinforcing Steel Institute(CRSI). * PORTLAND CEMENT CONCRETE: Services of a Senior Materials Technician, certified as required in ASTM C-94, by the American Concrete Institute(ACI)to Grade I, Field Technician. Services shall include tests for slump, entrained air, temperatures, unit weight/yield and fabrication of test specimens. Recordation of placement shall be in accordance with applicable ASTM Standards and ACI Specifications, * STRUCTURAL STEEL &BOLTED CONNECTIONS: Services of a Senior Materials Technician to provide onsite inspection of structural steel. Services include dimensioning, plumbness and alignment of columns and beams; and torque evaluation of bolted connections in accordance with the American Institute of Steel Construction (AISC), * Concrete test cylinder and construction materials pickup. Technician hourly rate for above listed services $ Transportation per mile portal-to-portal SEP-27-2005 07 :34 PM CONSTRUCTION TECH. September 27,2005 RELIABLE RACING SUPPLY,INC. Re: COLD STORAGE WAREHOUSE: RELIABLE RACING SUPPLY,QUEENSBURY,NY. Construction Materials Inspection and Testing Services II. LABORATORY SERVICES: Soil Particle Size Analysis(Sieve Analysis), per sample $ Soil Moisture/Density Relation(Proctor),per sample Compression Test of Concrete Test Cylinders,per cylinder III. EQUIPMENT CHARGES: Nuclear Soil/Asphalt Density Gauge,per day $ All listed fees INCLUDE administrative review and typed report distribution to our client and those parties designated by project specification. CONSTRUCTION TECHNOLOGY also provides other forms of testing and inspection services. Should there be requirements other than those listed,please allow us to modify this proposal or resubmit a suitable proposal for additional work. We appreciate your interest in our firm. We look forward to serving the construction materials inspection, testing and laboratory requirements of RELIABLE RACING SUPPLY,INC. If there are any questions, or when we may be of assistance, please contact this office immediately. Respectfully, CONSTRUCTION TECHNOLOGY Tom Joslin, SRT, (NICFT) Manager Technical Services 01/30/2006 08:57 8024688717 4 15187454437 7AN-1$ .290E 04 :44 PM REL-IA St-C. RAC IMG S187987272 P. 02 CONSTRUCTION TECHNOLOGY rNSPECTION'&TESTtNO DIVISCON,P.D.&T.S., [NC, 4 William Serval, Ballston Lake,New York )2019 Ph4nc:(538)399-1849 ax:(518) 399-3913 CL!CNT, RELIABLE RACING SUPPLY, INC. REPORT NUM8ER: 1 !PAGE; 1 843 UPPER OLEN STREET INSPECTION DATE; 01/11/00 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER 1134.001 FIELD INSPECTOR, GAVE CASAW ATT'N. MR.JOHN JACOBS P LOJECT COLD STORAGE FACILITY: 643 UPPER GLEN ST., QUEENSBURY, NY. FIELD OBSERVATION REPORT SPECIFICATION FOR 80LTED CONNECTIONS' AISC:AMERICAN INSTITUTE OF STEEL CONSTRUC110N SPECIFICATION FOR COLUMN PLUMBNESS� AISC AMERICAN INSTITUTC OF STEEL,CONSTRUCTION SPECIFICATION FOR FIELD WELDING, AWS:STRUCTURAL WELDING CODE-STEEL(A W.S,01.11 SPECIFICATION FOR CONCRETE REINFORCEMENT; CASI:CONCRETE REINFORCING STEEL INSTITUTE WELDER QUALIFICATIONS' WELDER- SSN/STAMP: LAST OVAL: BY: WELDPR' sSN/STAMP: LAST QUAL: BY; WELDER: SUN/STAMP; LAST QUAL; BY: WELDER' SSNISTAMP� LAST gUAL: BY; WELDER: SSN/STAMP: LAST QUAL BY; COLUMN CONNECTOR FASTENINQ PLUMBNESS WELDING LINE ELEVATION A R I A R A I Ft REMARKS: I ENTIRE ROOF TRUSSES xx THREADED FASTENERS INSTALLED AND STRUCTURE I PROPERLY TENSIONED. ENTIRE xx COLUMNS PLUMB WITHIN 1109. STRUCTURE C _NTIAE STRUCTURAL b)E1d8ER6 ACCEPTABLE FOR STRUCT;/AE ALIGNMFNT AND ARE INSTALI.EO UNDAMAGED. t i ' 1 f f REPORT bISTYUBUTION' f OENBRAL NOTES: RESPECTFULLY SU3MITTL'0, I'FIL5- 1.A-ACCEPTABLE CON6TRVCTION TECIRNOLOGY 2, ( 7.R s REdECTASLE _ 3 I TOM 1051.1N,S.E t(NICET1 :I: MANAOER TLCF NICAL SnVICES 01/30/2006 08:57 8024688717 3 15187454437 `FROM FAX NO. !7936491 Jan. 20 2W6 01:47PM P2 CONST: WCTION TECHNOLOGY'" INSPECTION 4 TFSTINC; DIVISION,1'.U.& T.S., INC. 4 William Stcee( Ballston Lake. Ncw York 12019 Paoyie- (518)39 -1849 Fax: (51 K)399-1913 cI-IFNY RELIA 113 RACING SUPPLY,INC. REPORT NUMBER: 1 PAQE• 1 843 UP cR GLBN STREET PREPARATION DATE 11/19/OS QUEEN .BuRY..NEW YQRK 12804 OUR FILE NUMBER. 1134.001 INSPECTOR It TEST SET BRYAN CASAW n12 ATT'N MR r0-N.1ACOSS AMBIENTWEATHER; 00'6:P.CLOUDY PROJEC COLD i_T'JRAGE FACILITY-.643 UPPER 066N ST.,QU_IRENSSURY,NY. OuR FILE LOCATION; 8062$ C0_1.CRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOGA' ON OF LOAD R 1 . FOOTING PIERS:3OUTH WALL;EAST WALL OOLITH HALF PLACEMENT LOCK ON OF LOAD it 2i FOOTING PIERS:EAST WALL,NORTh MAV:NORTH WALL;WEST WALL DELIVERED LO'D NUMBER. 1 2 TRUCK NUMBER'1 :KET NUMBER 4101 602856 412 / 802956 YAADAGE DFLIVF,F 'D/SUBTOTAL: 9,00 1 6,00 101210 ! 10,00 TIME CONC 6ATg1 i8C/ARRIVED: 4,20 1 0,40 12.10 1 12.20 TIME PLACEMENT 1 2GAN i ENDED: 9.56 1 11.00 12.75 1 3,21 CONCRETE AGE() )URS) (SPEC, MAX' 1.60) 1,071 5,1,1, SLUMW UN ARRIVA 1INCHES). CAM 6.00 WATF,R A00F_O ON ITI_4ALLONS). WATER ADO EO AT IS'RETION OF. SLUMP OF CONCRI rE fNTO PUMP IP APPLICAALEt PLAC11MEN'r SLUM fOCHI (SPEC } 6.50 1 9.00 1 ENTRAINEO AIR %VOL) (SPEC ) $.60 1 UNIT WEIGHT fPCF) (SPEC; ) 140,03 CONCRETE TEMP ("I (SPEC, 45 00) 77 79 NUMBER OF TEST PCCIMEN CAST 6 LAS CYLINDER CO] TROL NUMi3ERS 60625- 60630 REMARKS- CONTRACTOR NOYIF01,LOAD 1,2,OVERTIME;SLUMP/ENTRAINED AIR SPECIFICATION NOT PROVIDCO UNLESS P!3_'rElb ALL TESTING IAW: ASTM' C31, C136, C149 C172, 0173, C231, C470 C56T Cfi17 C1064 _ CONCRETE SUPPL i_R CRANESVILLE CONCRETE COMPANY CpgCROTE 768T OYLINOER COMPRE6aNE RESULTS PER: ASTW C30 CONCRETE pESIGI i S-TRENUTIi: 3000 F-S•I.ia 26 DAYS UNLE66OTNERWISE NOTEO ALL.CY41N08R8 RBCFIVED: 11117106 SUPPLIERS MfX FC MULA: PER SUBMITTAL: CEMENT: LBS 0YU90E9 TEST TEST AGC ULTWATE LOAD UNIT CEMENT LBB. NUMBER DAYS DAYS & BREAK TYPE P.S.I. WATER GAL. COARSE AGGREG, rE al, LBS 0625 11/23/06 7 M,860 C 1138 COARSE AGGREG fE 02, LBS. 60626 11123106 7 33,250 C 1180 COARSE AGGREG. IE 91' LE'S 00627 1z/14/05 2d FINE AGGREGATE' LBS. "429 1?hwo9 20 ADMIXTURE R!. GZ9 50620 121,1445 26 ADMIXTURF 0- OZS, 601630 6PARE ADWXTURF 03- OZS A)R ENTRAINING A ENT, OZS. REPORT DISTRIBU i It)N 1 FILE 5: 2 SUPPLIER 6'. 3' 7: d 8: RESPECTFULLY S IBMITTED, CONSTRUCTION T:C►INOILOOY TOM JOSLIN.S IWICETI MANAGER TECIaN W.SVC$. �r® MORTON BUILDINGS/ INC. www•mortonbuildings.com 36 Route 4A East•Castleton, Vermont 05735-9298 Office: 802/468-8700 Fax: 802/468-8717 'OWN OF QUEENSBURY COMMUNITY DEVELOPMENT RECEIVED John O'brien SCE- 4iri� Town of Queensbury ACo Building and Code Enforcement B 742 Bay Road Queensbury,NY 12804 Dear John: I have enclosed the documents you requested as per our phone conversation today. Please let me know if you need any other information from us. Respectfully, Steve Bardin Construction Center Manager Morton Buildings, Inc. Excellence—Since 1903 Page 1 of 7 BUILDING DESCRIPTION: WIDTH..................................... LENGTH................................... OVERHANG WIDTH.................. EAVE HEIGHT.......................... ROOF SLOPE.......................... /12 BAY SPACING......................... BUILDING CLASSIFICATION...... IMPORTANCE FACTOR............ DESIGN LOADS: ROOF LIVE LOAD....................... DEAD LOAD............................... CEILING LOAD........................... WIND SPEED............................. mph EXPOSURE CATEGORY............. ENCLOSURE CLASSIFICATION... REFERENCED STANDARDS: ASCE 7-98 IBC 2000 COLUMN CALCULATION: p.A.2E.1 p.A.3E.1 1 p.A.1 E.1 EH= 19.5•ft p.A.4E.1 BH= 18•ft BW=42•ft r WIND DESIGN COEFFICIENTS: WIND DIRECTIONALITY FACTOR.................................................. KA :=0.85 3-SECOND GUST SPEED POWER LAW EXPONENT..................... a = 7 NOMINAL HEIGHT OF THE ATMOSPHERIC BOUNDARY LAYER.... z„= 1200•ft MEAN ROOF HEIGHT.................................................................... H= 23•ft HEIGHT ABOVE GROUND LEVEL(ASCE minimum)....................... z= 30•ft VELOCITY PRESSURE EXPOSURE COEFFICIENT........................ K z= 0.7 �0-0, YO VELOCITY PRESSURE... q:=0.00256•K z•K d Q •V 3S2.1-psf q= 12.348•psf om,S• T�; • �C . . EDGE STRIP WIDTH.... ESW= 4.2•ft � END ZONE WIDTH...... EZW= 8.4•ft ♦` .Off. Page 2 of 7 INTERNAL PRESSURE COEFFICIENTS: GC pi IN=-0.18 GC pi.OUT= 0.18 EXTERNAL PRESSURE COEFFICIENTS-CASE A-TRANSVERSE LOADING: END ZONES GC pfA.IE=0.78 GC pf.A.2E_-1.07 GC pf.A.3E_-0.673 GC pfAAE_-0.618 INTERIOR ZONES GC pf.A.I = 0.516 GC pf.A.2=-0.69 GC pf.A.3=-0.469 GC pfA.4=-0.415 DESIGN PRESSURES-CASE A-TRANSVERSE LOADING: END ZONES p A.IE.I '=q'(GC pf.A.IE`GC pi.1N) p A.1E.1 = 11.857-psf p A.2E.1 '=q'(GC pf.A.2E`GC pi.IN) P A.M.1 =-10.99-psf p A.M.1 q'(GC pfA3E`GC pi.IN) p A.M.1 =-6.092 opsf p AAE.1 '=q'(GC pf.A.4E`GC pi.IN) p A.4E.1 =-5.41 -psf p A.1 E.2 '=q'(GC pf.A.I E`GC pi.OLTT) P A.I E.2= 7.411-psf p A.2E.2 '=q'(GC pf.A.2E-GC pi.OUT) p A.2E.2 =-15.435 opsf p A.3E.2 q'(GC pf.A.3E-GC pi.OUT) p A.3E.2=-10.537 opsf p A.4E.2 q'(GC pf.A.4E-GC pi.OUT) p AAE.2=-9.855-psf INTERIOR ZONES p A.1.1 :=q'(GC pf.A,I-GC pi.1N) p A.1.1 = 8.6-psf p A.2.1 '=q'(GC pf A.2` GC pi.IN) p A.2.1 =-6.298-psf p A.3.1 '=q'(GC pf.A.3`GC pi.IN) p A3.1 =-3.563-psf p A.4.1 9'�GC pf.A 4`GC pi.IN) p A.4.1 =-2.907-psf p A.1.2'=q'(GC pf.A.1`GC pi-OUT P A.1.2= 4.154-psf p A.2.2 q'(GC pf.A.2-GC pi.OUT) p A.2.2=-10.743-psf p A.3.2 '=q'(GC pf.A.3- GC pi.OUT) p A.3.2=-8.008-psf p A.4.2 '=q'(GC pf.A.4`GC pi.OUT) p A.4.2= -7.352-psf Page 3 of 7 COLUMN DESIGN CRITERIA: P:_(LL•.75+DL+CL)•BS•(BW+OW) P P= 6072•lb Columns in End Zone: EZW= 8.4•ft Note: Moments at points Me and Mb and o uplift are taken from the attached listing of computer program for u building frame analysis. (See A8) w ,',, 1.5•ft MB 1.5•ft END ZONE COLUMNS M X= 3.5-ft P N:=P- uplift•.75 Column Size= "3 - W Laminated Column" A= 32.63-sgin F c= 1650-psi S= 39.42-cuin F b= 1730-psi Id= 29.79 PN 2 MaI.12•.75. in 1ft1 INTERACTION VALUE :_ + ' A•F1 c•1.6 fc S•F b•1.6. 1- F CE INTE1ACTION VALUE=0.939 SPLICE CHECK A) A s= 32.63 osgin F C.s= 1650-psi S s= 26.28-ruin F b s= 1500'psi in PN 2 I Mb •12•.75.1ft/ INTERACTION'VALUE :_ + A s•F1 c•1.6 fc Ss•Fb.s•1.6. 1 - F CE INTERACTION VALUE= 0.783 Page 4 of 7 TRUSS TO COLUMN CONNECTION: Truss is saddled between outside members of column and bearing on center member with (3) 1/2" Diameter through Machine Bolts and(8)20d R.S. Nails Connector Load= 3746.7•lb P= 7920•lb Area centermember= 10.875-sgin Bearing—Stress:_(P- Connector Load) Bearing Stress= 383.752-psi Area centermember FOOTING: P= 7920•lb Footing_Diameter= 30-in Footing_Thickness= 12*in Footing_Diameter2 x Area = 4.909•ft2 Area act'= 4 act Area - P Area re9d 3.96•ft2 regd' Allowable—Soil Bearing_Pressure PURLINS: 2 x 4 purlins, No.2 SPF F b :=1509.4-psi Purlin spacing............. Roof sheeting load....... SL:=0.9•psf Purlin dead load.......... PL:=1.1•psf TOTAL LOAD :=LL t SL t PL TOTAL—LOAD = 58-psf M max:=.1071•TOTAL_LOAD• PS BS2 M max= 447.25•lb•ft 12 in) ft M max,12•�inl S d req '= F0.15 ft S req d= 3.092-ruin Page 5 of 7 SIDEWALL NAILERS: SP= 7.438•ft ol 2 x 4 nailers, 2100f MSR SPF F b :=2100•psi NAILER SPACING....................... NAILER TRIBUTARY AREA......... NTA= 16!s ft NAILERWIND LOAD................... NWL NS ,(7.438 ft)2 - 12.�ft� tnM max:_ M max- 359.605•lb•ft 8 -M max•12.(in�S re d'- ft S�d= 1.168-ruin 9 F b•1.10.1.6 Page 6 of 7 EMBEDMENT: Design Criteria: Restrained at ground with Base Anchor Straps in concrete floor To find required embedment depth, solve simultaneous equations below Initial try: II I!I i'II�1 I, hP :=Ma B= 0.711•ft GIVEN d2=4.25•hP S 3'B S 3-150.2.1.33A- lb cult d S3 Find(d,S 3) COLUMN EMBEDMENT DEPTH: d=4.552•ft S 3 = 1816.44 opsf Soil Classification#4 BASE ANCHOR STRAP CHECK Horizontal Shear at Grade: Allowable Shear resisted by two Base Anchor Straps: Consider 22,000 psi steel Steel Area = 0.105 W Therefore Allowable Shear =4620 lb Allowable Shear resisted by 8-Stainless Steel Nails: = 8(216)(1.6)=2764 lb Allowable Withdrawal of Strap in Concrete: _ (1.0 in)(0.75 in)(2)(2000 psi)=3000 lb Page 7 of 7 SEISMIC DESIGN ,{ Zot, Spectral response acceleration @ short periods(Ss): Spectral response acceleration @ 1-second periods(Sl): Site coefficient(fa): F a= 1.53 Site coefficient(Q: F v= 2.4 Sms:=Fa•Ss Sms= 0.516 S ml :=F V'S 1 S ml = 0.238 SDS'=(,2�3 'Sms SDS= 0.344 SDI 12 .S ml S D1,= 0.158 3 Seismic_Design_Category_S s= licit Seismic Design_Category_S 1 = licit Note: Most severe category governs; therefore Seismic-Design-Category= licit SIMPLIFIED ANALYSIS PROCEDURE(SAP) FOR SEISMIC DESIGN OF BUILDINGS Response modification factor(R): Effective seismic weight 9 1.2•S DS V:_ .w R V= 4400.1b WIND BASE SHEARS: V X:=18046 lb V y:=9720 lb LATERAL DESIGN CONTROL: WIND as required by Section 1614.5. Al ab COMPUTER ANALOG OF THE BUILDING FRAME i O 0 48ss � z® s 28 1�lY le 10 20 a g 16 l la® 41 ASSUMPTIONS AND NOTES: 1. The columns are fixed at the base. 2. The truss to column connection is hinged. 3. Circled numbers are point numbers. 4. Uncircled numbers are member numbers. 5. The wind load is applied to the structures by IBC (2000) & ASCE 7-98 wind loading recommendations. 6. The forces are computed by Purdue's Plane Structures Analyzer (U.S.D.A. Forest Service Paper FPL 168, 1972). This is a computerized structural analysis program. Na o{ Jtr> 42 Ft. Frame NUMBER OF POINTS = 26 NUMBER OF MEMBERS = 41 NUMBER OF ROLLER SUPPORTS = 0 NUMBER OF PINNED OR FIRL SUPPORTS = 0 NUMBER OF FIXED SUPPORTS = 2 ALLOWABLE MEMBER STRESSES IN PSI, NORMAL LOAD DURATION MEM. USE ALLOWABLE MODULUS OF GROUP TYPE BEND COMP TENS WIDTH DEPTH ELASTICITY 1 CS 1700. 0. 0. 4.500 7.250 .170E+07 2 CS 1700. 0. 0. 3.000 7.250 .170E+07 3 CS 1600. 0. 0. 1 1.500 9.250 .150E+07 4 WU 1850. 0. 0. 1.500 3.500 .150E+07 5 WU 1850. 0. 0. 1.500 3.500 .150E+07 6 CS 1700. 0. 0. 4.500 7.250 .170E+07 7 CS 1700. 0. 0. 3.000 7.250 .170E+07 THE LOAD DURATION FACTOR IS 1.60 POINT COORDINATES POI,NT X-COORD Y-COORD NO. (IN) (IN) 1 .000 96.000 2 .000 .000 3 77.750 70.080 4 -77.750 70.080 5 54 .390 .000 6 -54 .390 .000 7 . 155.490 44 .170 8 -158.490 44.170 9 140.770 .000 10 -140.770 .000 11 180.000 36.000 12 -180.000 36.000 A of A S,I, 13 216.000 24 .000 14 -216.000 24 .000 15 216.000 .000 16 -216.000 .000 17 252.000 12.000 18 -252.000 12.000 19 252.000 .000 20 -252.000 .000 21 252.000 -162.000 22 -252.000 -162.000 23 252.000 -180.000 24 -252.000 -180.000 25 252.000 -222.000 26 -252.000 -222.000 MEMBER LAYOUT MEMBER NEGATIVE END POSITIVE END MEMBER NUMBER POINT CONDITION POINT CONDITION GROUP 1 24 RIGID 22 RIGID 2 2 22 RIGID 20 RIGID 1 3 20 RIGID 18 RIGID 1 4 18 PINNED 14 RIGID 3 5 14 RIGID 12 RIGID 3 6 12 RIGID 8 RIGID 3 7 8 RIGID 4 RIGID 3 8 4 RIGID 1 RIGID 3 9 1 RIGID 3 RIGID 3 10. 3 RIGID 7 RIGID 3 11 7 RIGID 11 RIGID 3 12 11 RIGID 13 RIGID 3 13 13 RIGID 17 PINNED 3 14 17 RIGID 19 RIGID 6 15 19 RIGID 21 RIGID 6 16 21 RIGID 23 RIGID 7 17 20 PINNED 16 RIGID 3 18 16 , RIGID 10 RIGID 3 19 10 RIGID 6 RIGID 3 20 6 RIGID 2 PINNED 3 21 2 PINNED 5 RIGID 3 22 5 RIGID 9 RIGID 3 23 9 RIGID 15 RIGID 3 24 15 RIGID 19 PINNED 3 25 20 PINNED 14 PINNED 3 26 18 PINNED 16 PINNED 3 27 14 PINNED 16 PINNED 3 28 13 PINNED 15 PINNED 3 29 13 PINNED 19 PINNED 3 30. 15 PINNED 17 PINNED 3 31. 8 PINNED 10 PINNED 4 32 4 PINNED 6 PINNED 4 33 1 PINNED 2 PINNED 4 34 5 PINNED 3 PINNED 4 35 9 PINNED 7 PINNED 4 Hb 36 10 PINNED 4 PINNED 4 37 6 PINNED 1 PINNED 4 38 1 PINNED 5 PINNED 4 39 3 PINNED 9 PINNED 4 40 26 RIGID 24 RIGID 1 41• 23 RIGID 25 RIGID 6 REACTION CONDITIONS POINT REACTION HORIZ VERT NUMBER TYPE DISPL DISPL 25 FIX .00 .00 26 FIX .00 .00 MEMBER PROPERTIES MEMBER LENGTH WIDTH DEPTH MODULUS OF NUMBER (IN) (IN) (IN) ELASTICITY 1 18.000 3.000 7.250 .170E+07 2 162.000 4.500 7.250 .170E+07 3 12.000 4.500 7.250 .170E+07 4 37.947 1.500 9.250 .150E+07 5 37.947 1.500 9.250 .150E+07 6 25.836 1.500 9.250 .150E+07 7 81. 944 1.500 9.250 .150E+07 8 81.957 1.500 9.250 .150E+07 9 81.957 1.500 9.250 .150E+07 10 81.944 1.500 9.250 .150E+07 11 25.836 1.500 9.250 .150E+07 12 37. 947 1.500 9.250 .150E+07 13 37. 947 1.500 9.250 .150E+07 14 12.000 4.500 7.250 .170E+07 15 162.000 4.500 7.250 .170E+07 16 18.000 3.000 7.250 .170E+07 17 36.000 1.500 9.250 .150E+07 18 75.230 1.500 9.250 .150E+07 '19 86.380 1.500 9.250 .150E+07 '20 54.390 1.500 9.250 .150E+07 21 54 .390 1.500 9.250 .150E+07 22 86.380 1.500 9.250 .150E+07 23 75.230 1.500 9.250 .150E+07 24 36.000 1.500 9.250 .150E+07 25 43.267 1.500 9.250 .150E+07 26 37.947 1.500 9.250 .150E+07 27 24 .000 1.500 9.250 .150E+07 28 24 .000 1.500 9.250 .150E+07 29 43.267 1.500 9.250 .150E+07 30 37.947 1.500 9.250 .150E+07 31 46.558 1.500 3.500 .150E+07 32 73.871 1.500 3.500 .150E+07 AS Ab 33 96.000 1.500 3.500 .150E+07 34 73.871 1.500 3.500 .150E+07 35 46.558 1.500 3.500 .150E+07 36 94.248 1.500 3.500 .150E+07 37 110.337 1.500 3.500 .150E+07 38 110.337 1.500 3.500 .150E+07 39 94 .248 1.500 3.500 .150E+07 40 42.000 4.500 7.250 .170E+07 41 42.000 4.500 7.250 .170E+07 THE STRUCTURE HAS UNIFORM LOADS AS FOLLOWS MEMBER HORIZ VERT NUMBER COMP COMP (PLI) (PLI) 1 5. 930 .000 2 5.930 .000 3 5.930 .000 4 -5.500 5.500 5 -5.500 5.500 6 -5.500 5.500 7 -5.500 5.500 8 -5.500 5.500 9 3.000 3.000 10 3.000 3.000 11 3.000 3.000 12 3.000 3.000 13 3.000 3.000 14 2.700 .000 15 2.700 .000 16 2.700 .000 40 5. 930 .000 41 2.700 .000 ******************************* RESULTS ******************************* *** REACTIONS *** REACTION HOR. COMP. VERT. COMP. MOMENT POINT (LBS) (LBS) (IN-LBS) 25 -698.054 -824.633 57948.068 26 -1111.366 -1317.367 75575.153 *** STRENGTH ANALYSIS *** N�p of A b MEMBER END ACTIONS MEMBER LOCATION AXIAL SHEAR MOMENT NUMBER (LBS) (LBS) (IN-LBS) 1 NEG END -1317.367 862.306 34128.029 POS END 1317.367 -755.566 -19567.176 2 NEG END -1317.367 755.566 19567.176 POS END 1317.367 205.094 25021.103 3 NEG END -492.778 -2049.512 -25021.103 POS END 492.778 2120.672 .000 4 NEG END 103.815 176.045 .000 POS END -103.815 -384.755 10640.435 5 NEG END -1802.566 -397.531 -10640.435 POS END 1802.566 188.821 484.819 6 NEG END -1802.566 -188.821 484.819 'POS END 1802.566 46.724 -3527.568 7 NEG END -1802.567 -142.421 3527.568 POS END 1802.567 -308.271 3267.635 8 NEG END -1969.952 -227.809 -3267.635 POS END 1969.952 -222.953 3068.618 9 NEG END -1936.820 -152.010 -3068.618 POS END 1936.820 -93.861 685.761 10 NEG END -2327.249 -112.367 -685.761 POS END 2327.249 -133.466 1550.227 11 NEG END -2327.234 -165.466 -1550.227 POS END 2327.234 87.958 -1723.485 12 NEG END -2327.234 -87.958 1723.485 POS END 2327.234 -25.884 -2901.275 13 NEG END -2413.670 19.534 2901.275 POS END 2413.670 -133.376 .000 14 NEG END -786.766 -2556.738 .000 POS END 786.766 2524.338 -30486.456 15 NEG END -824.633 98.654 30486.456 POS END 824.633 -536.054 20924.846 16 NEG END -824.633 536.054 -20924.846 POS END 824.633 -584.654 31011.212 17 NEG END -283.247 216.192 .000 POS END 283.247 -216.192 7782.920 A 1 A h Y� 18 NEG END 1794 .608 -172.214 -7782. 920 POS END -1794.608 172.214 -5172.739 19 NEG END 1893.100 61.656 5172.739 POS END -1893.100 -61.656 153.112 2Q NEG END 1479.973 -2.815 -153.112 POS END -1479.973 2.815 .000 21 NEG END 1479.973 -11.822 .000 POS END -1479.973 11.822 -642.981 22 NEG END 1835.142 6.518 642.981 POS END -1835.142 -6.518 -79. 968 23 NEG END 2229.877 -43.858 79.968 POS END -2229.877 43.858 -3379.420 24 NEG END 2538.983 93.873 3379.420 POS END -2538.983 93.873 .000 25 NEG END -1876.295 .000 .000 POS END 1876.295 .000 .000 26 NEG END 2190.251 .000 .000 POS END -2190.251 .000 .000 27 NEG END -304.212 .000 .000 POS END 304.212 .000 .000 28 NEG END -34.695 .000 .000 POS END 34.695 .000 .000 29 NEG END 100.966 .000 .000 POS END -100.966 .000 .000 30 NEG END -325.827 .000 .000 POS END 325.827 .000 .000 31 NEG END -95.628 .000 .000 POS END 95.628 .000 .000 32 NEG END -441.131 .000 .000 POS END 441.131 .000 .000 33 NEG END 9.007 .000 .000 POS END -9.007 .000 .000 34 NEG END -428.198 .000 .000 POS END 428.198 .000 .000 35 NEG END -298.842 .000 .000 POS END 298.842 .000 .000 36 NEG END 192.514 .000 .000 POS END 192.514 .000 .000 AY A4� 37 NEG END 555.093 .000 .000 POS END -555.093 .000 .000 38 NEG END 445.814 .000 .000 POS END 445.814 .000 .000 39 NEG END 449.036 .000 .000 POS END -449.036 .000 .000 40 NEG END -1317.367 1111.366 75575.153 POS END 1317.367 -862.306 -34128.029 41 NEG END -824.633 584.654 -31011.212 POS END 824 .633 -698.054 57948.068 POINT DISPLACEMENTS DISPL. , HORIZ. OR DISPLACEMENT, DISPLACEMENT, POINT IN DIR. OF ROLLER VERTICAL ROTATIONAL NUMBER (IN) (IN) (RADIANS) 1 .199E+01 .121E+00 -.191E-03 2 .199E+01 .121E+00 -.225E-03 3 .200E+01 .118E+00 -.813E-04 4 .198E+01 .134E+00 -.240E-03 5 .198E+01 .121E+00 -.905E-04 6 .199E+01 .132E+00 -.234E-03 7 .200E+01 .932E-01 -.391E-03 8 .198E+01 .112E+00 .153E-02 9 .197E+01 .101E+00 -.301E-03 10 .200E+01 .117E+00 .123E-02 11 .200E+01 .863E-01 -.435E-03 12 .199E+01 .651E-01 .193E-02 13 .200E+01 .590E-01 -.112E-02 14 .201E+01 -.394E-02 .804E-03 15 .197E+01 .589E-01 -.118E-02 16 .200E+01 -.429E-02 .566E-03 17 .198E+01 .360E-02 -.262E-02 .18 .201E+01 .559E-02 -.121E-02 19 .196E+01 .343E-02 -.337E-02 20 .200E+01 .549E-02 -.183E-02 21 .356E+00 .103E-02 -.105E-01 22 .441E+00 .164E-02 -. 123E-01 23 .186E+00 .624E-03 -.762E-02 24 .236E+00 .998E-03 -. 933E-02 25 000E+00 .000E+00 .000E+00 26 .000E+00 .000E+00 .000E+00 LUMBER SPECIFICATIDNS Truss Design Load - 375 plf - Top Chord (3) 2X12 SYP NO. 1 KD19 1 .7E6 Top Chord ( 1 , 2) 2X12 SYP MSR 1950 1 . 5E6 Lower Chord 2X6/2X6 SYP MSR 1950 1 .5E6 Req'd Truss Load - 60 psf at � " O"OC. = 360 plf Web ( 1 , 3, 5) 2X4 SYP NO . 1 KD19 1 .7E6 Web (2, 4 ) ' 2X6 SYP -NO. 1 KD19 1 .7E6 TRUSS PLATE DATA - (AN.S /TP1 1-1995) 20 GA. 18 GA. WADS AA 86 psi 108 psi Lateral EA 87 psi 101 PSI TCLL 56 psf Load duration factor = 1 . 15 Design ValuQ AE 39 Psi 43 PSI TCDL 3 psf EE 63 PSI 46 Psi LCDL / psf Tensile Value 0' 403 pl1 610 pli MEMBER FORCE TABLE 90. 403 pli 610 pli Member Forces Member Stresses Shear Value 0' 275 ptl 410pil Bending Axial Bending Axial 30. 259 Pt 361 pli Member CSI ( In- tbs) < lbs) (psi ) (psi > 60. 315 pli 410 pti 90. 276 p t i 403 p t i TC 1 .788 17244. -16392. 545. 0 -971 .4 120. 261 pli 363 pl I TC2 .804 19567. -15879. 618.4 -941 . 0 i 150. 306 pli 428 pli TC3 .753 14387. -13561 . 454,7 -8 03.6 ' LC1 .838 16441 . 15553.. 543.5 942.6 LC2 .776 16441 . 13913 . 543.5 843.2 1146 PL LC3 .484 -4202. 11017. -138.9 667.7 W1 .289 0. -1596. . 0 -304. 0 e, s���• W2 1 . 019 0. -3347. . 0 . -405.7 ` W3 .260. - 0. 1649. . 0 314. 1 �K TO W4 .369 0. 3675. 0 445.4 W5 . 048 0. rr nx16 �[v •Q w 3. - .$0 57. 7 TC2 w4 j4��wY ' w � gUTj0,4 � OyW2 4e Pi. MO. Pi. 1e Ga. TO 16910 P1. 1E 00. li yp lbx9 Pl. 16 Go. ia• -D e•3- 1641 PL 1ix13 Pl. le Ga. exlo PI. O ,:. C, cu C3 16" S-13 LC2 1 15-1/2` �•I,I • . • • i r. 4' cA1l8ER AT cE ITERL14E4N / p ZWIG-1/2" V r Truss Reactlonl 7754,575 lbs . ` 0� i Material Required Part No. 42HL COMM. TRUSS 42' Date Weight Morton Buildings MORTON BUILDINGS, INC. www.mortonbuildings.com 36 Route 4A East•Castleton, Vermont 05735-9298 Office: 802/468-8700 Fax: 802/468-8717 David Hatin 09-22-05 Town of Queensbury TOWN or OUE—ENSBURY Building and Code Enforcement COMMUNITY��� OPMENT 742 Bay Road Queensbury, NY 12804 ACO ZONING B&C PLANNING FM___EXEC,DIR. Dear Dave, Please find attached; Items required as per your letter dated September 1, 2005. (Reliable Racing Permit Application) ✓ Item #3 ✓ Item #5 Note: Requirements to secure item #2 are being handled by Reliable Racing. Please let me know if there are any other requirements Morton Buildings Inc. needs to address. Sincerely, Steve Bardin Construction Center Manager Castleton, VT Excellence—Since 1903 F MORTON BUILDINGS, INC. www.mortonbuildings.com 36 Route 4A East-Castleton Vermont 0 7 - 2 -5 35 9 98 Office: 802/468 8700 Fax: 802/468-8717 Mr. David Hatin 02-21-06 Mr. John O'Brien Town of Queensbury, NY 742 Bay Road Queensbury,NY 12804-3902 RE : Reliable Racing Supply 643 Upper Glen Street Queensbury, NY 12804 Gentlemen This letter is to inform all interested parties that Morton Buildings, Inc. has completed our contractual obligations with the construction of the building for Reliable Racing Supply located at 643 Upper Glen Street in Queensbury,NY This building was constructed in accordance with the engineered plans submitted by MB,I to the owner and to the Town of Queensbury Building Department. Respectfully, Rick Smyrski Project Coordinator Morton Buildings, Inc. Excellence—Since 1903 Cold Storage Proposed Building Dimensions:72'Long x 42'Wide 18'High r r r r 8'x8'x7' 2 8'x8'x7' 2 8'xB'x7' 2 8'x8'x7' 2 8'x8'x7' Pallets Pallets Pallets Pallets Pallets 12'— 8'x8'x7' 8'x8'x7' 8'x8'x7' 8'x8'x7' 8'x8'x7' J9 Pallets Pallets Pallets Pallets Pallets o It r_ x X u w f x X 00 NV V u✓r yVV Mu NVI ,.ur uw '� y y may. y 1. y X X X X X X X X r x x X x X x x X x 8' x -- 121 bo bo bo co bo 60 bo bo � v u v X X X X X X X X X X X X X X It X X X x 00 00 bo 0o 00 00 00 00 bo �• - 72' y LL 8ft Flourescent Light �r All Hours of Darkness Light Motion Light Emergency Exit Light Reliable RacingSupply PP Y Emergency Light 643 Upper Glen St Queensbury NY 12804 * Fire Extinguisher 518.793.5677 September 14, 2005 Cold Storage Proposed Building Contents For: Reliable Racing Supply 643 Upper Glen Street Queensbury New York 12804 *Fence Poles — Steel . *Fence Poles — Polycarbonate *Fence Poles — Fiberglass *Ski Poles *Aluminum Rakes *Motorless Golf Ball Dispensers *Golf Balls *Metal Baskets *Plastic Baskets *Recycled Plastic Lumber Golf Course Maintenance Items, Tee Accessories, and signage *Metal Rope Stakes *Parking Blocks and Speed Bumps *Ski Trax Tiles *Bamboo *Plastic Bases *Traffic Cones *Fencing *Polypropylene Netting ( L TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY 12804-5902 518-761-8201 September 1,2005 John Jacobs Reliable Racing 643 Upper Glen Street Queensbury,NY 12804 Dear John: The following items need to be addressed before this Department can issue a permit for the construction of this storage building. ZIAn exit light/emergency light layout must be included with the plans. It would be helpful to have an interior layout of how you wish to use the space inside for storage, so we can make sure that the building has adequate exit lights and emergency lights throughout. 2. We need contracts with a certified inspection agency for compaction tests and concrete tests for the foundation and a structural inspection once the structure is erected by a licensed engineer. We need all the calculations for wind and snow load and seismic design for this building. You most likely will have to contact Morton Buildings to have them provide the calculation for the design requirements for this building. We are inquiring as to what will be stored in this building. fRIThe State Building Code requires that signage be applied to the building at the exit doors showing that truss construction has been used in the erection of this building. Please make a note on the plans that truss ID signage will be provided at both exit doors and overhead door of the building in accordance with the Building Code. Once the above items have been addressed,this Department will issue a permit for the building. If you have any other questions,please don't hesitate to contact me at 761-8253. Thank you for your attention in this matter. Sincerely, T F QUEE SBURY David Hatin, irector Building and Code Enforcement DH/mg "HOME OF NATURAL BEAUTY . . . A GOOD PLACE TO LIVE" SETTLED 1763 6" DIAMETER __....... REFLECTIVE RED ROMAN AtPHANIl01ERtC PANTONE DESIGNATION OF CONSTRUCTION (PMS) 0187 \ ''��I� TYPE BASED ON SECTION 602 OF \ THE BUILDING CODE OF NEW ■ %rut 'MATE 2" MIN. ....— REFLECTIVE WHITE ......... k . F 1„ 4 112" STROKE \ DESIGNATION FOR STRUCTURAL COMPONENTS THAT ARE OF -F- +FLOOR PRAM&NO,INCLUDING _GIRDERS AND BEANIE ROOF FRAMING "FW. FLOOR AND ROOF FRAMING TRUSS IDENTIFICATION SIGN COMPLIANCE WITH 19 NYCRR PART 1264 • NJT Yip;X•r�.0 coats olvistaN EXr,MPLE TRUSS IDENTIFICATION SIGN DATE;0310812005 N tW YORK S`r'A`tE DEPARTMENT OF STATE DIVISION OF CODE ENFORCEMENT AND ADMINISTRATION h ct. i0 39Vd 39Vi do !dMH9iFi H N 6Z=80 S09Z/E i/be �z�b bzL STD :, 1 '4 _ .. '- x: y .. { LUMBER SPECIFICATIONS Truss Design Load - 375 plf Top Chord (3) 2X12 SYP N0. 1 KD19 A .7E6 Top Chord (1 , 2) 2X12 SYP MSR 1950 1 .5E6 Lower Chord 2X6/2X6 SYP MSR 1950 1 .5E6 Req'd Truss Load - 60 psf at u/�O"OC. = 360 plf Web ( 1 ,3, 5) 2X4 SYP NO. I KD19 1 .7E6 Veb (2, 4) 2X6 SYP N0. 1 KD19 1 .7E6 TRUSS PLATE DATA - CAr1Sl/TPi 1-1995) 20 4;A. is GA. LOADS AA 86 psi 108 psi TCLL S6 psf Laterat EA 87 PSI 101 Psi Load duration factor = 1 . 15 Design Value AE 59 psi 43 psi TCDL -3 psf EE 63 Psi 46 Psi LCDL / psf Tens to Vatue 0' 403 pt l 610 Pit MEMBER FORCE TABLE 90. 403 pt i 610 pl i Member Forces Member Stresses Shear Vatue 0. 275 plt 410 pli -Bending Axial Bending Axial 30. 259 ptt 361 pti Member CSI ( in--lbs) < lbs) (Psi ) (Psi ) II 60. 315 pl i 410 pt i j 90. 276 p t i 403 Pt t TC 1 .788 17244. -16392. 545. 0 -971 .4 { 120. 261 pl i 363 pl t TC2 .804 19567. -15879. 618.4 --941 . 0 150. 306 p t l 428 p t i TC3 .753 14387. -13561 . 454.7 -8 03.6 LC1 .838 16441 . 15553.. 543.5 942.6 -LC2 .776 16441 . 13913 . 543.5 843.2 11L1s P1. LC3 .484 -4202. 11017. -138.9 667.7 W1 .289 0. -1596. . 0 -304. 0 W2 1 . 019 0. -3347. . 0 • -405.7 W3 .260. - 0. 1649. . 0 314. 1 TO W4 .369 0. 3675. . 0 445.4 , i?ia• W5 . 048 0. 303. - . 0 57.7 +, MOB �w4 ice ��W Y '' f 2 4 000 •g U Tt a va 4x8 Pi. 28x9 Pi. 10 ca. 81 . V, O , $ j Tel ' 1aa0 14. :a 0e. . Z pry lax9 Pl. 19 co. H -O a a" lie 6oPL lrxls P1. Sam .01 PL 4.1c(o 1;3 to C3 r LC2 � /ta ' MOM • • ' ! OM AT CenE"E M 4'5-13 " 11'2-5/1e' X�o x 1-1/4• 1111M► 0 O 20'10-i/2 Truss Reactions 7754.575 lbs. ` Off. i Material Required Part No. 42HL COMM. TRUSS 42' I Were Weight Morton Buildings Page 1 of 7 1-3—10 1 NO-1 , r,�"��WE 4 a BUILDING DESCRIPTION: WIDTH..................................... LENGTH................................... OVERHANG WIDTH.................. EAVE HEIGHT.......................... ROOF SLOPE.......................... 112 BAY SPACING......................... BUILDING CLASSIFICATION...... IMPORTANCE FACTOR............ DESIGN LOADS: ROOF LIVE LOAD....................... DEAD LOAD............................... CEILING LOAD........................... WIND SPEED............................. mph EXPOSURE CATEGORY............. ENCLOSURE CLASSIFICATION... REFERENCED STANDARDS: ASCE 7-98 IBC 2000 COLUMN CALCULATION: p,A.2E.1 p.A.3E.1 p.A.1 E.1 EH= 19.5•ft p,A.4E.1 BH= 18•ft l BW=42•ft J r WIND DESIGN COEFFICIENTS: WIND DIRECTIONALITY FACTOR.................................................. K,, =0.85 3-SECOND GUST SPEED POWER LAW EXPONENT..................... a = 7 NOMINAL HEIGHT OF THE ATMOSPHERIC BOUNDARY LAYER.... z„= 12006ft MEANROOF HEIGHT.................................................................... H= 23•ft HEIGHT ABOVE GROUND LEVEL(ASCE minimum)....................... z= 30•ft VELOCITY PRESSURE EXPOSURE COEFFICIENT........................ K z= 0.7 0.wwU YO VELOCITY PRESSURE... 0.00256•K K V s I sf 12.348 sf cy ' S• 9 z' d' 3S ' P 9= °P �tq e : - • EDGE STRIP WIDTH.... ESW=4.20ft � END ZONE WIDTH...... EZW= 8.4•ft 'K .0 Page 2 of 7 INTERNAL PRESSURE COEFFICIENTS: GC PUN=-0.18 GC pi.OUT=0.18 EXTERNAL PRESSURE COEFFICIENTS-CASE A-TRANSVERSE LOADING: END ZONES GC pfA.IE=0.78 GC pf.A.2E=-1.07 GC pf.A.3E=-0.673 GC pf.AAE=-0.618 INTERIOR ZONES GC pf A.1 =0.516 GC pf.A.2=-0.69 GC pf.A.3=-0.469 GC pf.A.4=-0.415 DESIGN PRESSURES-CASE A-TRANSVERSE LOADING: END ZONES P ME.l '=q'�GC pfAAE-GCpi.IN� P A.lE.l = 11.857opsf P A.2E.1 '=q'(GC,pf.A.2E-GC pi-114) P A.M.1 =-10.99'psf P A.3E.1 '=q'(GC pf.A.3E-GC pi.IN) P A.M.1 =-6.092-psf P A.4E.1 '=q'(GC pf.AAE-GC pi.IN) P AAE.1 =-5.41 -psf P A.IE.2'=q'(GC pf.A.lE-GC pi.OUT) P AAE.2=7.411-psf P A.2E.2'=q'(GC pfA.2E"GC pi.OUT) P A.2E.2=-15.435 spsf P A.3E.2 '=q'/GC pf.A.3E-GC pi.OUT) P A.3E.2=-10.537-psf P AAE.2'=q'(GC pf.A.4E-GC pi.OUT) P AAE.2=-9.855 opsf INTERIOR ZONES PA.1.1 '=q,�G PfA.l"GCPUN) PA.1.1 = 8.6opsf P A.2.1 '=q'(G'C'pfA.2-GC pi.1N) p A.2.1 =-6.298-psf P A.3.1 q•(GC pEA.3-GC pi.1N) P A3.1 =-3.563 opsf P A.4.1 :=q'(GC pf.A.4-GC pi-IN) P A.4.1 =-2.907 opsf P A.1.2'=q'.(GC pf.A.l-GC pi.OUT) P A.1.2=4.154-psf P A.2.2:=q•�GC pf.A.2"GC pi-OUT) P A.2.2=-10.743 opsf P A.3.2'=q'(GC pf.A.3 GC pi.OUT) P A.3.2=-8.008 opsf P A.4.2'=q'�GC pfA.4-GC pi.OUT) P A.4.2=-7.352 opsf Page 3 of 7 COLUMN DESIGN CRITERIA: P:=(LL•.75+DL+CL)•BS•(Bw+OW) P P= 6072•lb Columns in End Zone: EZW= 8.4•ft Note: Moments at points Me and Mb and o uplift are taken from the attached listing of computer program for building frame analysis. (See A8) ,, 1.5•ft M 1.5•ft END ZONE COLUMNS B M P N:=P—uplift•.75 Column Size= "3 -W Laminated Column" A= 32.63 esgin F c= 1650 opsi S= 39.42-ruin F b= 1730-psi Id= 29.79 PN 2 I Ma( 12 .75.1ft/ INTERACTION—VALUE:= t / A•Fl c•1.6 SFb1.6 1— fc F CE INTERACTION VALUE=0.939 SPLICE CHECK NO A s=32.63 osgin F c s= 1650*psi S s=26.28-ruin F b.s= 1500*psi PN 2 I Mb 112•.75•I ft INTERACTION—VALUE:_ + As•Fl c•1.6 fC S s'F b.s'1.6. 1- F CE INTERACTION VALUE= 0.783 Page 4 of 7 TRUSS TO COLUMN CONNECTION: Truss is saddled between outside members of column and bearing on center member with (3) 1/2" Diameter through Machine Bolts and(8)20d R.S. Nails Connector Load= 3746.7•lb P= 7920•1b Area centermember- 10.875•sgin Bearing-Stress:_(P-Connector Load) Bearing_Stress= 383.752-psi Area centermember FOOTING: P= 7920•lb FootingDiameter= 30 sin Footing Thickness= 12-in Area Footing_Diameter2•u Area = 4.909•ft2 act = 4 act P 2 Area regd' Allowable Soil Bearing_Pressure Area regd' 3.96 ft PURLINS: 2 x 4 purlins, No.2 SPF F b:=1509.4•psi Purlin spacing............. Roof sheeting load....... SL 0.9•psf Purlin dead load.......... PL:=1.1•psf TOTAL LOAD :=LL+SL+PL TOTAL—LOAD = 58•psf M max:=.1071•TOTAL LOAD. PS BS2 M 12 ( max=447.25•lb•ft R� M max'12. in S re d:= ft/ S mqd=3.092-ruin g Fb•1.15 Page 5 of 7 SIDEWALL NAILERS: SP= 7.438•ft 2 x 4 nailers, 21001'MSR SPF F b =2100•psi NAILER SPACING....................... NAILER TRIBUTARY AREA.......... NTA 16-s ft= ,NAILER'WIND LOAD................... NWL NS •(7.438 ft)2 12• in M max:= M max= 359.605 ]b ft 8 _M max 12 S r d - I\ft 1 S regd- 1.168-ruin F b•1.10.1.6 Page 6 of 7 EMBEDMENT: Design Criteria: Restrained at ground with Base Anchor Straps in concrete floor To find required embedment depth, solve simultaneous equations below 'Initial try: hP:=Ma B=0.71lefft GIVEN d2=4.25•hP lb S 3'B S 3=150.2.1.33•d � d S 3 :=Find(d,S3) • COLUMN EMBEDMENT DEPTH: d=4.552•ft S 3 = 1816.44 epsf Soil Classification#4 BASE ANCHOR STRAP CHECK Horizontal Shear at Grade: Allowable Shear resisted by two Base Anchor Straps: Consider 22,000 psi steel Steel Area = 0.105 in2 Therefore Allowable Shear =4620 lb Allowable Shear resisted by 8-Stainless Steel Nails: = 8(216)(1.6)=2764 lb Allowable Withdrawal of Strap in Concrete: _(1.0 in)(0.75 in)(2)(2000 psi)=3000 lb Page 7 of 7 SEISMIC DESIGN Spectral response acceleration @ short periods(Ss): Spectral response acceleration @ 1-second periods(Sj): Site coefficient(fa): F a= 1.53 Site coefficient(f„): F v=2.4 Sms:=Fa•Ss Sms=0.516 S ml :=F vS 1 S ml = 0.238 S DS:=�32) S ms S Ds=0.344 SDI '=�2�.S ml S DI.=0.158 3 Seismic_Design Category_S s= licit Seismic Design_Category_S I = "c" Note: Most severe category governs; therefore Seismic Design Category= licit SIMPLIFIED ANALYSIS PROCEDURE(SAP) FOR SEISMIC DESIGN OF BUILDINGS Response modification factor(R): on Effective seismic weight(W): 1.2•S DS V•_ W R V=4400.1b WIND BASE SHEARS: V X:=18046 lb V y:=97201b LATERAL DESIGN CONTROL: WIND as required by Section 1614.5. Al ab COMPUTER ANALOG OF THE BUILDING FRAME 1 0 1 p E S 1 17 ie 10 Eo as 24 E 15 1 18® Sh 41 ASSUMPTIONS AND NOTES: 1. The columns are fixed at the base. 2. The truss to column connection is hinged. 3. Circled numbers are point numbers. 4. Uncircled numbers are member numbers. 5. The wind load is applied to the structures by IBC (2000) & ASCE 7-98 wind loading recommendations. 6. The forces are computed by Purdue's Plane Structures Analyzer (U.S.D.A. Forest Service Paper FPL 168, 1972). This is a computerized structural analysis program. AR ok M& 42 Et. Frame ----------------------------------- ------ ---- ----------------- NUMBER OF POINTS = 26 NUMBER OF MEMBERS = 41 NUMBER OF ROLLER SUPPORTS = 0 NUMBER OF PINNED OR FIRL SUPPORTS = 0 NUMBER OF FIXED SUPPORTS = 2 ALLOWABLE MEMBER STRESSES IN PSI, NORMAL LOAD DURATION MEM. USE ALLOWABLE MODULUS OF GROUP TYPE BEND COMP TENS WIDTH DEPTH ELASTICITY 1 CS 1700. 0. 0. 4.500 7.250 .170E+07 2 CS 1700. 0. 0. 3.000 7.250 .170E+07 3 CS 1600. 0. 0. 1 1.500 9.250 .150E+07 4 WU 1850. 0. 0. 1.500 3.500 .150E+07 5 WU 1850. 0. 0. 1.500 3.500 .150E+07 6 CS 1700. 0. 0. 4.500 7.250 .170E+07 7 CS 1700. 0. 0. 3.000 7.250 .170E+07 THE LOAD DURATION FACTOR IS 1.60 POINT COORDINATES POINT X-COORD Y-COORD NO. (IN) (IN) 1 .000 96.000 2 .000 .000 3 77.750 70.080 4 -77.750 70.080 5 54.390 .000 6 -54.390 .000 7 155.490 44.170 8 -155.490 44.170 9 140.770 .000 10 -140.770 .000 11 180.000 36.000 12 -180.000 36.000 A3 0� 13 216..000 24.000 14 -216.000 24.000 15 216.000 .000 16 -216.000 .000 17 252.000 12.000 18 -252.000 12.000 19 252.000 .000 20 -252.000 .000 21 252.000 -162.000 22• -252.000 -162'.000 23' 252.000 -180.000 24 -252.000 -180.000 25 252.000 -222.000 26 -252.000 -222.000 MEMBER LAYOUT MEMBER NEGATIVE END POSITIVE END MEMBER NUMBER POINT CONDITION POINT CONDITION GROUP 1 24 RIGID 22 RIGID 2 2 22 RIGID 20 RIGID 1 3 20 RIGID 1$ ' RIGID 1 4 18 PINNED 14 RIGID 3 5 14 RIGID 12 RIGID 3 6 12 RIGID 8 RIGID 3 7' 8 RIGID 4 RIGID 3 8' 4 RIGID 1 RIGID 3 9 1 RIGID 3 RIGID 3 10 3 RIGID 7 RIGID 3 11 7 RIGID 11 RIGID 3 12 11 RIGID 13 RIGID 3 13 13 RIGID 17 PINNED 3 14 17 RIGID 19 RIGID 6 15 19 RIGID 21 RIGID 6 16 21 RIGID 23 RIGID 7 17 20 PINNED 16 RIGID 3 18 16 RIGID 1V RIGID 3 19 10 RIGID 6 ! RIGID 3 20 6 RIGID 2i PINNED 3 21 2 PINNED 5 RIGID 3 22 5 RIGID 9 RIGID 3 23 9 RIGID 15 RIGID 3 24 15 RIGID 19 PINNED 3 25 20 PINNED 14 PINNED 3 26 18 PINNED 16 PINNED 3 27 14 PINNED 16 PINNED 3 28 13 PINNED 15 PINNED 3 29 13 PINNED 19 PINNED 3 30 15 PINNED 17 PINNED 3 31 8 PINNED 10 PINNED 4 32 4 PINNED 6 PINNED 4 33 1 PINNED 2 PINNED 4 34 5 PINNED 3 PINNED 4 35 9 PINNED 7 PINNED 4 A Y Ab 36 10 PINNED 4 PINNED 4 37. 6 PINNED 1 PINNED 4 3a 1 PINNED 5 PINNED 4 39 3 PINNED 9 PINNED 4 40 26 RIGID 24 RIGID 1 41 23 RIGID 25 RIGID 6 REACTION CONDITIONS POINT REACTION HORIZ VERT NUMBER TYPE DISPL DISPL 25 FIX .00 .00 26 FIX .00 .00 MEMBER PROPERTIES MEMBER LENGTH WIDTH DEPTH MODULUS OF NUMBER (IN) (IN) (IN) ELASTICITY 1 18.000 3.000 7.250 .170E+07 2 162.000 4.500 7.250 .170E+07 3 . 12.000 4.500 7.250 .170E+07 4 37.947 1.500 9.250 .150E+07 5 37.947 1.500 9.250 .150E+07 6 25.836 1.500 9.250 .150E+07 7 81.944 1.500 9.250 .150E+07 8 81.957 1.500 9.250 .150E+07 9 81.957 1.500 9.250 .150E+07 10 81.944 1.500 9.250 .150E+07 11 25.836 1.500 9.250 .150E+07 12 37.947 1.500 9.250 .150E+07 13 37.947 1.500 9.250 .150E+07 14 12.000 4.500 7,250 .170E+07 15 162.000 4.500 7.250 .170E+07 •16 18.000 3.000 7.250 .170E+07 17 36.000 1.500 9.250 .150E+07 18 75.230 1.500 9.250 .150E+07 19 86.380 1.500 9.250 .150E+07 20 54.390 1.500 9.250 .150E+07 21 54.390 1.500 9.250 .150E+07 22 86.380 1.500 9.250 .150E+07 23 75.230 1.500 9.250 .150E+07 24 36.000 1.500 9.250 .150E+07 25 43.267 1.500 9.250 .150E+07 26 37.947 1.500 9.250 .150E+07 27 24.000 1.500 9.250 .150E+07 28 24.000 1.500 9.250 .150E+07 29 43.267 1.500 9.250 .150E+07 30 37.947 1.500 9,.250 .150E+07 31 46.558 1.500 3.500 .150E+07 32 73.871 1.500 3.500 .150E+07 AS A8 33 96.000 1.500 3.500 .150E+07 34 73.871 1.500 3.500 .150E+07 35 46.558 1.500 3.500 .150E+07 36 94.248 1.500 3.500 .150E+07 37 110.337 1.500 3.500 .150E+07 38 110.337 1.500 3.500 .150E+07 39 94.248 1.500 3.500 .150E+07 40 42.000 4.500 7.250 .170E+07 41 42.000 4.500 7.250 .170E+07 THE STRUCTURE HAS UNIFORM LOADS AS FOLLOWS MEMBER HORIZ VERT NUMBER COMP COMP (PLI) (PLI) 1 5.930 .000 2 5.930 .000 3 5.930 .000 4 -5.500 5.500 5 -5.500 5.500 6 -5.500 5.500 7 -5.500 5.500 8 -5.500 5.500 9 3.000 3.000 10 3.000 3.000 11 3.000 3.000 12 3.000 3.000 13 3.000 3.000 14 2.700 .000 15 2.700 .000 16 2.700 .000 40 5.930 .000 41 2.700 .000 ******************************* RESULTS *** REACTIONS *** REACTION HOR. COMP. VERT. COMP. MOMENT POINT (LBS) (LBS) (IN-LBS) 25 . -698.054 -824.633 57948.068 26 -1111.366 1317.367 75575.153 *** STRENGTH ANALYSIS *** �4b of f}8 MEMBER END ACTIONS MEMBER LOCATION AXIAL SHEAR MOMENT NUMBER (LBS) (LBS) (IN-LBS) 1 NEG END -1317.367 862.306 34128.029 POS END 1317.367 -755.566 -19567.176 2 NEG END -1317.367 755.566 19567.176 POS END 1317.367 205.094 25021.103 3 NEG END -492.778 -2049.512 -25021.103 POS END 492.778 2120.672 .000 4 NEG END 103.815 176.045 .000 POS END 103.815 -384.755 10640.435 5 NEG END -1802.566 -397.531 -10640.435 POS END 1802.566 188.821 -484.819 6 NEG END -1802.566 -188.821 484.819 POS END 1802.566 46.724 -3527.568 7 NEG END -1802.567 -142.421 3527.568 POS END 1802.567 -308.271 3267.635 8 NEG END -1969.952 227.809 -3267.635 POS END 1969.952 -222.953 3068.618 9 NEG END -1936.820 -152.010 -3068.618 POS END 1936.820 93.861 685.761 10 NEG END -2327.249 -112,367 -685.761 POS END 2327.249 -133.466 1550.227 11 NEG END -2327.234 -165.466 -1550.227 POS END 2327.234 87.958 -1723.485 12 NEG END -2327.234 -87.958 1723.485 POS END 2327.234 -25.884 -2901.275 13 NEGEND -2413.670 19.534 2901.275 POS END 2413.670 -133.376 .000 14 NEG END -786.766 -2556.738 .000 POS END 786.766 2524.338 -30486.456 15 NEG END -824.633 98.654 30486.456 POS END 824.633 -536.054 20924.846 16 NEG END -824.633 536.054 -20924.846 POS END 824.633 -584.654 31011.212 17 NEG END 283.247 216.192 .000 ROS END 283.247 -216.192 7782.920 Al 18 NEG END 1794.608 -172.214 -7782.920 POS END -1794.608 172.214 5172.739 19 NEG END 1893.100 61.656 5172.739 POS END -1893.100 -61.656 153.112 20 NEG END 1479.973 -2.815 -153.112 POS END -1479.973 2.815 .000 21 NEG END 1479.973 -11.822 .000 POS END -1479.973 11.822 -642.981 22 NEG END 1835.142 6.518 642.981 POS END -1835.142 -6.518 -79.968 23 NEG 'END 2229.877 -43.858 79.968 POS END -2229.877 43.858 -3379.420 24 NEG END 2538.983 93.873 3379.420 POS END -2538.983 93.873 .000 25 NEG END 1876.295 .000 .000 POS END 1876.295 .000 .000 26 NEG END 2190.251 .000 .000 POS END -2190.251 .000 .000 27 NEG END 304.212 .000 .000 POS END 304.212 .000 .000 28 NEG END -34.695 .000 .000 POS END 34.695 .000 .000 29 NEG END 100.966 .000 .000 POS 'END -100.966 .000 .000 30 NEG END -325.827 .000 .000 POS END 325.827 .000 .000 31 NEG END 95.628 :000 .000 POS END 95.628 .000 .000 32 NEG END -441.131 .000 .000 POS END 441.131 .000 .000 33 NEG END 9.007 .000 .000 POS END -9.007 .000 .000 34 NEG END -428.198 .000 .000 POS END 428.198 .000 .000 35 NEG END -298.842 .000 .000 POS END 298.842 .000 .000 36 NEG END -192.514 .000 .000 POS END 192.514 .000 .000 3.7 NEG END 555.093 .000 .000 'POS END -555.093 .000 .000 38 NEG END 445.814 .000 .000 POS END 445.814 .000 .000 39 NEG.END 449.036 .000 .000 POS END -449.036 .000 .000 40 NEG END -1317.367 1111.366 75575.153 POS END 1317.367 -862.306 -34128.029 41 NEG END -824.633 584.654 -31011.212 POS END 824.633 698.054 57948.068 POINT DISPLACEMENTS DISPL. , HORIZ. OR DISPLACEMENT, DISPLACEMENT, POINT IN DIR. OF ROLLER VERTICAL ROTATIONAL NUMBER (IN) (IN) (RADIANS) 1 .199E+01 .121E+00 -.191E-03 2 .199E+01 .121E+00 -.225E-03 3 .200E+01 .118E+00 -.813E-04 4 .198E+01 .134E+00 -.240E-03 5 ,198E+01 .121E+00 -.905E-04 6 .199E+01 .132E+00 -.234E-03 7 .200E+01 .932E-01 -.391E-03 8 .198E+01 .112E+00 .153E-02 9 .197E+01 .101E+00 -.301E-03 10 .200E+01 .117E+00 .123E-02 11 .200E+01 .863E-01 -.435E-03 12 .199E+01 .651E-01 .193E-02 13 .200E+01 .590E-01 -.112E-02 •14 .201E+01 -.394E-02 .804E-03 • 15 .197E+01 .589E-01 -.118E-02 16 .200E+01 -.429E-02 .566E-03 17 .198E+01 .360E-02 -.262E-02 18 .201E+01 .559E-02 -.121E-02 19 .196E+01 .343E-02 -.337E-02 20 .200E+01 .549E-02 -.183E-02 21 .356E+00 .10,3E-02 -.105E-01 22 .441E+00 .164E-02 -.123E-01 23 .186E+00 .624E-03 -.762E-02 24 .236E+00 .998E-03 -.933E-02 25 .000E+00 .000E+00 .000E+00 26 .000E+00 .000E+00 .000E+00