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2011-256 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: P20110256 Date Issued: Friday, September 07, 2012 This is to certify that work requested to be done as shown by Permit Number P20110256 has been completed. Location: 161 CAREY Rd Tax Map Number: 523400-309-013-0002-031-002-0000 Owner: HUDSON HEADWATERS HEALTH NETWORK Applicant: WEST MOUNTAIN HEALTH CENTER This structure may be occupied as a: Commercial /Industrial By Order of Town Board TOWN OF QUEENSBURY Issuance of this Certificate of Occupancy DOES NOT relieve the property owner of the responsibility for compliance with Site Plan,Variance, or , other issues and conditions as a result of approvals by the Planning Board Director f$ui g 8c od or ent or Zoning Board of Appeals. Temporary Certificate of Occupancy 90 Day Building Permit No. : 2011-256 Property Location : 161 Carey Rd Approved for the following uses: Commercial /Industrial Conditions of approval . 1�-; tan PmF+rrrPnw ka�lr, n�nt6Z� p�tf6Y lig Men ce' in msu ation 4) ss re ct JAL s ) submit certified as-built septic plot plan 8 submit certification from site engine --------------------------------------------------------------------------------------- $100 fee received on: December 16t' '2611 90 Day Temporary CO expires on: March 16" .2012 *A final inspection for this project must be scheduled before the expiration of this Temporary Certificate of Occupancy—if your project is not complete within this 90 day period you will be subject to additional fees* Signature of Applica Director of Building &Codes: TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20110256 Application Number: a20110256 Tax Map No: 523400-309-013-0002-031-002-0000 Permission is hereby granted to: WEST-MOUNTAIN HEALTH CENTER For property located at: 161 CAREY 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. Tyke of Construction Value Owner Address: HUDSON HEADWATERS HEALTH Commercial/Industrial $2,050,000.00 PO BOX 3253 GLENS FALLS,NY 12801-0000 Total Value $2,050,000.00 Contractor or Builder's Name/Address Electrical Inspection Agency. Plans&Specifications 2011-256 11,068 sq ft commercial new building- HUDSON HEADWATERS HEALTH NETWORK- WEST MOUNTAIN HEALTH CENTER $2,530.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Saturday,July 14,2012 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the Town-o. Queensh7ry;4 ursday,July 14,2011 SIGNED BY for the Town of Queensbury. y Director of Building Code Hnforcement _ c OFFICE USE ONLY 10 TAX MAP NO." �" PERMIT NO. ItZZ o � � ; ;JUN 0,_1 . 011 FEES- PERMIT RECREATION ENGINEERING , (If applicable) I _______ ---TQVVN OF QUEENSBURY BOWING CURE ____ PRINCIPAL STRUCTURE: APPLICATION FOR ZONING APPROVAL & BUILDING PERMIT A PERMIT MUST BE OBTAINED BEFORE BEGINNING CONSTRUCTION. APPLICATION IS SUBJECT TO REVIEW BEFORE ISSUANCE OF A VALID PERMIT FOR CONSTRUCTION. APPLICANT/BUILDER:to&dt,&�- CJUQ� 60A OWNER: Y ►-•1 a i✓ Tfr7��i P'l%� 190 POK Zz,,*s el GA j2e7A P)lb_1 V17, ADDRESS: W.)eUIZLIrJG►_rz7rZ �7 n5 p7 ADDRESS: 6wA&Wy �6 h�N jL1�0111p` PHONE NOS. &d Z - PHONE NOS. r')I p - `7&1 - D S0e CONTACT PERSON FOR BUILDING&CODES COMPLIANCE: �Si � PHONE:rj I o° 'Z93 LOCATION OF PROPERTY:_/ceE{ HAS THERE BEEN A SITE PLAN REVIEW;VARIANCE OR SUBDIVISION APPROVAL? RYES ❑ NO IF SO, INDICATE APPLICATION NO.AND DATE OF APPROVAL: -# Aj - -z'0lD 16-dzeI I of PLEASE INDICATE MEASUREMENTS AS REQUIRED BELOW: CHECK ALL THAT Z APPLY TO YOUR Z p a - PROJECT p I' OJ � _j O = _ 0 W � � W W = H O 00 W p J N C'1 z C1 F- F- O F- 0, W Z Z Q Q fn N fn O LL F- U_ a. 2 06 SINGLE FAMILY TWO-FAMILY MULTI-FAMILY (NO.of UNITS ) TOWNHOUSE BUSINESS OFFICERETAIL- MERCANTILE FACTORY OR INDUSTRIAL ATTACHED GARAGE(1,2,3) OTHER Town of Queensbury* Community Development Office*742 Bay Road, Queensbury NY 12804 `i Revised 4/14/2010 IF COMMERCIAL OR INDUSTRIAL—NAME OF BUSINESS: Yqt960t4.. L4WjWj�%11i_ l I� hlt;Tc c1o�1G ESTIMATED CONSTRUCTION COST: #Z Oyu .00d FUEL TYPE:. _ HEAT TYPE `HOW MANY FIREPLACE(S): . AND/OR WOODSTOVES(S): L> ZONING CATEGORY: G I^ ARE THERE WETLANDS ON THIS SITE? �? IS THIS A HISTORIC SITE? }-l® PROPOSED USE OF BUILDING OR ADDITION: ,ARE THERE STRUCTURES NOT SHOWN ON PLOT PLAN? ARE THERE EASEMENTS ON PROPERTY? i40 "Please complete a separate Application for"Fuel Buming Appliances&Chimneys"available in our office I acknowledge no construction activities shall be commenced prior to issuance of a valid permit. I certify that the application, plans, and supporting materials are a true and complete statement/description of the work proposed, that all work will be performed in accordance with the NY State Building Codes, local building laws and ordinances, and in conformance with local zoning regulations. I acknowledge that prior to occupying the facilities proposed, I or my agents will obtain a certificate of occupancy. I 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 ad and agre a above. Signe Director of Building & Codes: 761-8256 (for questions regarding Building Permits, construction codes or septic systems) Zoning Administrator: 761=8218 (for questions regarding required permits, the permit process, application requirements or to schedule an appointment) Town of Queensbury* Community Development Office*742 Bay Road, Queensbury NY 12804 Revised 4/14/2010 ____________________________________________ ____________________________________________ Permission is hereby granted to the above This application / proposed action described Applicant to erect or alter the building herein is found to be in accordance with the described herein in accordance with said 0 zoning Laws of the Town of Queensbury. Application: ; , , BUILDING & CODES APPROVAL ZONING APPROVAL , DATE , � DATE ; QUESTIONS? CALL 761-8256 OR EMAIL codes(a-gueensbury.net Office Use Only VISIT OUR WEBSITE FOR MORE INFORMATION www.gueensbury.net Operating Permit Issued: Yes No Occupancy Type: Construction Classification: Assembly Occupancy Limit: Special Conditions: Town of Queensbury* Community Development Office*742 Bay Road, Queensbury NY 12804 • 1+/ram� ��, �� G�.l L Revised 4/14/2010 PROJECT NAME: ti /a Office Use Only BUILDING PERMIT SUBMISSION Staff Initials:Date: CHECKLIST FOR: MULTIPLE DWELLING OR COMMERCIAL PROJECTS 1. Building Permit Application Completed? Yes No N/A X 2. Energy Code CommCheck and Inspector's Report Form? (2 copies) x 3. Septic application completely filled out? (if applicable) 4. Electrical inspection agency selected? 5. Two (2) sets of the plans for each of the following: a. Floor plan(s) b. Foundation plan c. Cross Sections d. Elevations x e. Design loads including floor, snow load and wind load f. Seismic design (required after January 2003) g. Plans signed and sealed by registered architect or engineer h. Window and door schedule X 6. Two (2) site plans showing location of the structure to be built, location of well or water lines, location of septic system or sewer line with all setbacks and separation distances shown, and all improvements to the property X 7. Solid Fuel Burning or Gas Appliance Form (if applicable) c 8. Driveway Permit x Town of Queensbury* Community Development Office*742 Bay Road, Queensbury NY 12804 Zq PLAN REVIEW CHECKLIST Non-Residential Occupancies March 2010 NYS BUILDING CODE-(BC) Building: NYS FIRE CODE(FC) Location: J� /ec v. / e, NYS PLUMBING CODE(PC) Address: NYS MECHANICAL CODE(MC) NYS FUEL GAS CODE(FGC) Date: NYS ENERGY CODE(ECC) Reviewer: �� yP THIS CHECKLIST CONSISTS OF PAGES LEGEND: NR=Not Required NS=Not Shown NA=Not Applicable No. Topic Code Page Required Actual Section No. or Allowed 1 jurisdiction BC-101.2 1 2 Flood Plain BC-1612 . 287 3 Separated or Non-Separated BC-302.3 18 Occupancies* 4 Occupancy BC-302 117 5 Type of Construction BC-Table 601 177 S/3 6 No.of Sleeping Units/Level BC-202 13 No.of Units-Total BC-310 30 No.of Occupants BC-Table 1004.1.2 1189 7 Covered Malls BC-402 33 Hi-Rise (75'Rule) BC-403 35 Atriums BC-404 1.37 8 Basement Definition BC-502.1 67 9 Heights&r Building Areas Maximum Tabular Area BC-Table 503 68 Maximum Tabular Height BC-Table 503 68 Maximum Stories BC-Table 503 68 Mezzanines I BC-505 169 Note: *Non-separated occupancies impose the most restrictive requirements Page 1 of 8 No. Topic Code Page Required . Actual Section No. or Allowed 10 Sprinkler System BC-903 160 Basement Sprinkler BC-903.2.10.1 161 Water Source Sprinkler BC-903.3.5 163 Water Source Site BC-508.1 33 11. Frontage&Sprinkler Credit Area Modifications(calc.) BC-506 70 Height Modifications BC-504 69 12. Height&Area Summary: Tabular Area BC-Table 503 68 Frontage Credit BC-506.2 70 Sprinkler Credit BC-506.3 70 Minimum Building Area BC-5063 70 Total AllovA,-able Area 13. Fire Apparatus Road FC-503.1 31 150'rule 14. Exterior Walls Distance Separation* BC-Table 602 77 Exterior Wall Openings BC-Table 704.8 82 Parapets BC-Table 704.11 -83 Exterior Wall Coverings BC-Table 1405.2 241 Combustible Exterior Walls BC-1406 244 15. Fire Rated Construction Incidental Use Areas BC-Table 302.1.1 17 Accessory Occupancy BC-Table,302.2 18 Mixed Occupancy BC-Table 302.3.3 19 Fire Walls BC-705 84 Fire Barrier BC-706 86 Shaft Enclosure BC-707 87 Fire Partition(Tenant Sep.). BC-708 89 Exception BC-3023.2 18 Smoke Barriers BC-709 90 Opening Protectives BC Table 715.3 95 Fire Blocking BC-717 101 � 1 Draft Stopping BC-717 102 �1/� �`i-''� 1 16. Space fMin.Room Dimensions BC-1208.1 .235 2? Min.Ceiling Height BC-1208.1 235 Distance separations are doubled if fire fighting water is not available,FC-508,Page 33 Page 2 of 8- No. Topic Code Page Required Actual Section No. or Allowed 17 1 Ventilation Nat.or Mech. BC-1203 233 18. 1 Light Nat.or Mech BC-1205 234 19. Exits 2nd exit to legal open space ©� One Exit Permitted BC-Table 1014.1 204 Stair Enclosure BC-1019.1 208 Emergency Egress BC-1025 217 Distance of Travel BC-Table 1015.1 206 Exit Passageways BC-1020 210 Corridor Width BC-1016 206 Occupant Load BC-1004 189 Capacity of Exits(calc.) BC-Table 1005.1 190 Corridor Wall Fire Rating BC-Table 1016.1 206 Corridor Dead End BC-10163 207 Door Width/Canopies Over Required BC-100811 193 Exits . BC-100812 193 Door Swing BC-1008.19 197 Panic Hardware 20. Stairs Riser BC-10093 198 Tread BC-10093 198 Width BC-1009.1 198 Headroom BC-1009.2 198 Nr� Vertical Rise BC-1009.6 199 Handrails BC-1009.4 199 21. , Structural Snow Loading-Ground BC Fig 1608.2 274 / Snow Loading-Roof(calc) ASCE 7-98 G� Drifting Snow BC-1608-7 273 Ponding BC-16083.5 273 F1oor.Loading BC.Table 1607.1 269 Balcony Loading BC-Table 1607.1 269 Wind Loading(calc) BC-1609 273 Roof Walls Windows Seismic Loading(calc.) 291 Foundation Depth 338 Page 3 of 8 i No. Topic Code Page Required Actual Section No. or Allowed . 22. Interior Finishes BC-Table 803.5 338 23. Swimming Pools BC-3109 532 24. 1 Sun Rooms BC Appendix I 1 581 25. Electrical Exit Signs BC-1011 201 Emergency Lights BC-1006 191 Exterior Emergency Lights Emergency Power BC-2702 517 26. HC-ACCESS Exempt Buildings BC-1104.4 221 Parking BC-Table 1106.1 222 0L Route BC-1104 220 Entrance BC-1105 221 No.of Sleeping Rooms BC-Table H07.6.1.1 224 No.of Dwelling Units BC-1107.6 223 Special Occupancies BC-1108 225 Toilet Facilities BC-1109.2 228 Sinks BC-1109.3 228 Kitchens BC-1109.4 229 Storage BC-1109.8 229 Dress,Fit,Locker Rms. BC-1109.12.2 229 Point of Sales BC-1009-12.3 229 Areas of Refuge BC-1107.6 192 Signage BC-Il10 230 Tactile Exit Signs BC-1O11.3 202 Supplemental HC Re 'rots Appendix E 569 27. SPECIAL INSPECTIONS BC-1704 318 28. Fire Protection Equipment Fire Safety&z Evacuation FC-404 25 Hazard Communication FC-407.5 27 Tenant Identification FC-408.11.2 30 High Piled Storage FC-503.1.3 31 Premise Identification FC-505 32 Key Box FC-506 33 Room Identification FC-510 34 Central Station Monitoring FC-901.9 54 Sprinkler Systems FC-903 57 Other Extinguishing Syst. FC-904 61 Kitchen Hood Extinguisher FC-610.3 43 Note: Fire Protection Equipment continued on Page 5. Page 4 of 8 No. Topic Code Page Section No. 28. Fire Protection Equipment Continued from Page 4 "K"Extinguisher FC-904.11.5 64 Standpipe Systems FC-905 64 Fire Extinguishers FC-906 66 Fire Alarm Systems&s SD FC-907.2 68 Manual Fire Alarm Boxes FC-907.4 75 Smoke Alarms FC-907.2.10 70 Audible Notification Device FC-907.10 75 Duct Detectors FC-907.12 76 Fire Extinguishing Systems FC-907.14 76 Smoke Control FC-909 77 Smoke Vents FC-910 84 Fire Dept.Connection FC-912 88 Fire Pumps FC-913 88 Truss Placards N TYCRR Part 1264 Motor Fuel Disp.Facilities FC-2203 175 High Piled Storage FC-2301 193 Hazardous Materials FC-2701 215 Operating Permits TOCP 208-107B Assistive Listening Devices NYCRR Part 1203 Shield Electrical Panels NFPA13(02 edition) Attic Access or Crawl Space 2 . PLUMBING CODE Floor Drains for Bathroom,Laundry Mechanical Gk Room Cleanouts Plumbing Schematic PC-Table 403.1 19 Fixture Count Water Supply PC-603.1 31 Service Pipe Size PC-603.2 31 Water/Sewer Separation PC-Table 604.5 33 Fixture Pipe Size PC-Table 605.3 34 Pipe Material-Service PC-Table 605.4 34 Pipe Material-Distribution EC-804.5 58 Pipe Insulation PC-Table 608.1 40 Backflow Prevention PC-305.6 12 Pipe Freezing Sanitary Drainage PC-Table 709.1 52 Drain Pipe Size Drain Pipe Material PC-Table 702.1 46 AG Drainage&r Vent PC-Table 702.2 46 UG Drainage&s Vent PC-Table 702.3 Building Sewer PC-Table 910.4 63 Vent size Page 5 of 8 s No. Topic Code Page Required Actual Section No. Or Allowed 29. Plumbing Code Continued from Page 5 Pipe Hangers PC-Table 308.5 15 Air Admittance Valves PC-917 66 30. Mechanical Code Ventilation Rates MC-Table 403.3 26 Dryer Exhaust MC-504 36 Kitchen Exhaust MC-506 37 Kitchen Hoods MC-507 40 Kitchen Make-Up Air MC-508 42 Air Plenums MC-602 51 Duct Construction MC-603 52 Duct Insulation MC-604 53 Smoke Duct Detectors MC-606 54 Fire&Smoke Dampers MC-607.5.1 55 Combustion Air MC-701 59 31. Fuel Gas Code Appliance Location FGC-303 16 Combustion Air FGC-304 16 Accessed Service FGC-306 20 Clearance'to Combust. FGC-Table 308.2 22 k Pipe Material FGC-403 57 Shut Off Valves FGC-409 62 Chimney Termination FGC-Fig.503.5.4 68 Clothes Dryer Exhaust FGC-614 108 32. Energy Code Pipe Insulation-Heating EC-803.3.7 57 Duct Insulation-Sealing EC-803.28 46 Pipe Insulation—Hot Water EC-804.5 58 HWH Heat Trap EC-804.4 58 c Climate Zone EC-Table 301.1 9 NYS COMcheck Compliance Report Computer Software Envelope Required Mechanical Lighting 32. Elevator&Conveying Sys. Hoist Enclosures BC-3002.1 525 Emergency Signs BC-3002.3 252 Hoistway Venting 13C-3004 526 Machine Rooms BC-3006 1526 Shunt Trip BC-3006.5 527 Plumbing System BC-3006.6 527 Page 6 of 8 Commercial Final Inspection Report Office No.: (518) 761-8256 Date InjDATE- COMMENTS: ed: Queensbury Building&Code Enforcement Arrive: Depart: \Z" � ar�psm� 742 Bay Road, Queensbury, NY 12804 Inspect r NAME: - �—Z4�ln LOCATION: I o E A Z- 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 I Exterior Guardrails 42 in. Platform/Decks Interior I Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.-38 in./Sftp Risers 7"/Treads 11" Vestibules For Exit doors>3000 sq.ft. All Doors 36 in.wlLevor Handles/Panic Hardware, if required Exits At Grade Or Platform 36 w x 44'(lyCanopy or Equiv. W C-vT EK-\T Gas Valve Shut-off EN22EW&Regulator 18" Above Grade Floor Bathroom Wateftht/Other Floors Oka Relief Valve Heat Trap 1 Water Temp.110 Degrees Maximum Boiler/Furnace Enclosure 1 hr.or Fire Extinguishing System Fresh Air Sup&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 %doors > 10%> 1000 sq.ft. %Hour Corridor Doors&Closers Firewalis I Fire Separation,2 Hour, 3 Hour Complete I Fire / Darn rs/Fire Doors V Ceiling Fire Stopping,3,000 sq.ft.Wood Frame Attic Access 30'x 20'x 30' h ,Crawl Spamx Smoke Vents Or Fan, if required Elevator operation and Si /Shaft Sealed /HandicepW Bathroom Grab Bars I Sinks/Toilets Handicapped Bath/Parking Lot Signage NCc—,e5/j Public Toilet Room Handicapped Accessible Handicapped Service Counters 34 in. Checkout 36" Handicapped Ramp/Handralls Continuous/12 In.Beyond(Both �Y-\7 sides Active Listening System and Signage Assembly Space Final Electrical/Flex Gas Piping Bonded Site Plan/Variance required T to P Cb1�D-XVI ►.1 Final Survey, New Structure/Flood Plain certification ff . As-built System Layout Required or On File 1,�y-�-A�� BuildingNumber or Tenant Address on Buildingor Drivewa 4' W ater Fountain or Cooler �R�o�, Building Access All Sides by 20'/Driveable Surface 20'wide Okay To Issu ern . r Permanent C/O Oka To Issue 1S L:U3uilding Codes FomnslBuilding Unspec:tion FormslCommercial Final Inspection RepoPt.doc Revised January 7,2008 Y��vJ00V j S Cv='�-r-L � c� \:��.A-Vl� � �Mew�� F\P_r �rRR.:S�-\,Al.�� t�Ei�� . _ � 'I - i i �1��- - � �� r� �� -� ��-��J, c�,��--�� -Vic,-�-��-�� -_ �. - 11 4 i- �r Revised 4/14/2010 Town of Queensbury Highway Michael F. Travis Department Highway Superintendent 742 Bay Road, Queensbury, NY 12804 Home (518) 798-0413 Office Phone: (518) 761-8211 Thomas R. Vanness Fax: (518) 745-4466 Deputy Superintendent Home (518) 745-0929 www. Queensburynet DRIVEWAY PERMIT Date: Applicant Name: N00449►J I-IgAig W?u>O/Z1G `� 20 Address to be inspected: lCo1 (�A itiE;Y PO-014W , f�V�,�a,��j 6oY-,`-K Return Address: Gww �l /S L{�UE.i•)ti thcl�"7�� '� Zd ' Applicant must show exact location and width of driveway(s) to be connected to the highway by placing stakes at the specified location. The Superintendent of Highways of the Town of Queensbury has reviewed this application. The following action has been taken: Step 1: ( ) Preliminary Approval Need: ( ) Slight swale ( ) Deep swale ( ) Level with the road ( ) Level with the top of the paved wing Size culvert pipe to be used (if necessary) ( ) 12" ( )15" ( ) 18" ( )24" ( )36" Preliminary inspections completed by: Date: Approved by Higway Supt: Deputy Supt.: Upon completion, please resubmit this approved permit for a final approval. Step 2: ( ) Final Approval ( ) Rejected Date: Michael F. Travis, Highway Superintendent Thomas R. Van Ness, Deputy Highway Superintendent Town of Queensbury* Community Development Office*742 Bay Road, Queensbury NY 12804 Revised 4/14/2010 OFFICE USE ONLY TAX MAP NO. PERMIT NO. PERMIT FEE APPROVALS: ZONING - TOWN CLERK APPLICATION FOR SEPTIC DISPOSAL SYSTEM PERMIT. A PERMIT MUST BE OBTAINED BEFORE WORK BEGINS. APPLICATION IS SUBJECT TO REVIEW BEFORE ISSUANCE °OF A VALID PERMIT. OWNER: r)5m �� f.Ja TALLER: f �m 'rIL0uQLj6 Ak G� It I ADDRESS:/, ,� � 2�d ADDRESS: PO xw1r11( � f:�tJllr �� Zo�i l PHONE NOS. CJG 7(o -0 Oe,7 PHONE NOS. 6-b,4- 1 -1 — 43 O Ti LOCATION OF INSTALLATION: l&/ GRIe'F itepp> 'yAtA/. o/2Z IL`�7 'Z404 RESIDENCE INFORMATION: YEAR BUILT NO.OF X COMPUTATION = TOTAL DAILY FLOW BEDROOMS Gallons per bedroom GARBAGE GRINDER 1980orolder X 150 = INSTALLED? 1981 -1991 X 130 = SPA OR HOT TUB 1992-present X 110 = INSTALLED? PARCEL INFORMATION: ✓ TOPOGRAPHY: FLAT ROLLING,X STEEP SLOPE %SLOPE ✓ SOIL NATURE: SAND_ LOAM CLAY OTHER ✓ GROUNDWATER: AT WHAT DEPTH?� 1 ✓ BEDROCK/IMPERVIOUS MATERIAL: AT WHAT DEPTH? O ✓ DOMESTIC WATER.SUPLY: MUNICIPAL WELL (If well:water supply from any septic system absorption is: ft) ✓ PERCOLATION TEST: RATE IS PER MIINUTE PER INCH[mpi] (Test to be completed by a licensed professional engineer or architect) PROPOSED SYSTEM FOR NEW CONSTRUCTION: All individual sewage disposal systems must be designed by a licensed professional engineer or architect(unless installed in a Planning Board approved subdivision). TANK SIZE: GALLON(MIN.SIZE IS 1,000 GAL.)Add 250 gallons to the size of the septic tank for each garbage grinder,spa or whirlpool tub. SYSTEM TYPE: ❑ABSORPTION FIELD(WITH NO.2 STONE) Total length ft. Each trench X ❑SEEPAGE PIT(S)(WITH NO.3 STONE) How many? Size? ALTERNATIVE SYSTEM Bed or other type? "L // —!rl • p �( ft 10 ❑ HOLDING TANK SYSTEM Total required capacity? Tank size? Number of tanks? NOTE: ALARM SYSTEM AND ASSOCIATED ELECTRICAL WORK MUST BE INSPECTED BY A TOWN APPROVED ELECTRICAL INSPECTION AGENCY. PLEASE REVIEW LIST PROVIDED. For your protection, please note that pursuant to Section 136-29 of the Code of the Town of Queensbury,any permit or approval granted which is based upon or is granted in reliance upon any material misrepresentation or failure to make a material fact or circumstance known by or on behalf of an applicant,shall be void. I have read the regulations with respect to this application and agree to abide by these and all requirements of the Town of Queensbury QUESTIONS? CALL 761-8256 OR EMAIL Sanitary Sewage Disposal Ordinance. codes(cDgueensbury.net 7j VISIT OUR WEBSITE FOR MORE INFORMATION Signature of PeWon Responsible Dad www.aueensbury.net Town of Queensbury* Community Development Office*742 Bay Road, Queensbury NY 12804 Commercial Final Inspection Report Office No.: (518) 761-8256 Date In ction u t r ive . Queensbury Building Code Enforcement Arrive: am/ m Depart: am/pm 742 Bay Road, Queensbury, NY 128f?4 Inspector's Initials: NAME: C � PERMI I Zit o LOCATION: It9I � �%7 DATE:`�q COMMENTS: Y N NA Chimney/"W Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish/Grade Complete 6"in 10'or Equivalent Interior/Exterior Guardrails 42 in. Platform/Decks Interior I Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in./Step Risem 7"/Treads 11" Vestibules For Exit doors>3000 sq.ft. All Doors 36 in.w/Lever Handles/Panic Hardware, if required Exits At Grade Or Platform 36 w x 44'(1)/Canopy(I/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator 18" Above Grade Floor Bathroom VValeftht/Other Floors Oka Relief Valve,Heat Trap I Water Temp.110 reel 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 %doors > 10%> 1000 sq.ft. '/Hour Corridor Doors&Closers Firewalls/Fire Sepamfion,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping 3,000 sq.fL 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 na e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot S' 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 Sign age Assembly Space Final Electrical/Flex Gas.Piping Bonded Site Plan/Variance required Final Survey, New Structure/Flood Plain cent liicaUon,if As-built Septic System Layout R uired or On File Building Number or Tenant Address on Building or Driveway 4' Water Fountain or Cooler Building Access All Sides by 20'/Driveable Surface 20'wide Okay To Issue Temp.or Permanent CIO Okay To Issue C/C ��t LABuilding&Codes Forms\Building&Codeskinspertion FornmXCommercial Final Inspection Report doc Revised January 7,2008 S170-7"-O,-S ftr/�- - - r� ` Commercial Final Inspection Report O�ke No.: (518) 761-8256 Date InspectionIrePar- e eQueensbury Building &Code Enforcement Arrive: : o Depart: -oo am m742 Bay Road, u ns ry, N 12804 Inspector's InitiaNAME: PERM 1-ZLOCATION: DATE: — COMMENTS: Chimney/'B'Vent/Direct Vent Location Y N NA CO Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish/Grade Complete 6"in 10'or Equivalent Interior./.Exterior Guardrails 42 in. Platform/Decks Interior[Exterior Baflister's 4 in.Spacing Platform/Decks Stair Handrail 34 in.--38 in./Step Risers 7"/Treads 11" (� Vestibules For Exit doors>3000 sq.ft All Doors 36 in.w/Lever Handles/Panic Hardware if required Exits At Grade Or Platform 36 w x 44'(lyCanopy or Equiv. Gas Valve Shut-off Exposed&Regulator 18' Above Grade Floor Bathroom Wateftht/Other Floors Oka Relief Valve Heat Trap I Water Temp.110 Degrees Maximum Boiler/Furnace Enclosure-1 hr.or Fire Extinguishing System Fresh Air Sup&for Occu /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 %doors > 100A>1000 sq.ft. %Hour Corridor Doors&Closers Firewaiis/Fire Separation, 2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fine Stopping,3,000 sq.ft Wood Frame Attic Access 30"x 20'x 30' h ,Crawl Spam Access 18"x 24' Smoke Vents Or Fan, if required Elevator Operation and Si /Shaft Sealed AandicapR2g Bathroom Grab Bats/Sinus/Toilets Handicapped Bath/Parking Lot Signage Public Toilet Room Handicapped Accessible Handicapped Service Counters 34 in. Checkout 36" Handicapped Ramp/Handrails Continuous112 in. Beyond[Both sides Active Listening System and Signage Assembly Space final Electrical/Flex Gas Piping Bonded Site Plan/Variance required T-V-azV final Survey, New Structure/Hood Plain certification If C,VT%V-%C-X> As-built Septic System Layout Required or On File 43v% T� C- Building Number or Tenant Address on Buildingor Driveway4' Water Fountain or Cooler �� VD1 AMiidin Access All Sides by 20'/Driveable Surface 20'wilds M Eti��E1J�s�LCCi��bti O'Okay To Issue Temp.or Permanent C/O Okay To Issue C/C LABuilding&Codes Forms\Building&CodesUrspection FormslCommer'cial Final Inspection ReporLdoc Revised January 7,2008 Inspection Form Town of Queensbury Fire Marshal 0 Periodic Inspection Date:" r Time: 742 Bay Road,Queensbury NY 12804 o Re-Inspection 518 761 8206/518 761 8205 CO Inspection Permit Fire arshals Representative J Palmer Business Name: Location: I GK Stillman Contact: TJ INN t S Type of Inspection N/A Yes No EXITS: Exit Access FC 1014&FC1029 NOTES Exit Enclosure FC 1020&FC1029 Exit Discharge FC 1024&FC1029 Locks and latches FC1008& FC1029.2 Sign:Nonnal FC 1011 &FC1029 Sign:backup FC 1011.5.3&FC1029.7.5 AISLES: Main Aisle Width FC 1024/1025&FC1029.11 Secondary Aisle Width FC 1025&FC1029.11 � FIRE EXTINGUISHER: Hung FC 906 Inspection of extinguisher FC 906 EVAC Plan FC 404.6 TRUSS ID SIGNAGE FC 505.3 EMERGENCY LIGHTING: Interior FC 1006.3&FC1029.8 Exterior FC 1006.3 Clearance to Electrical FC 605.3 Electric Wiring Enclosed/Labeled FC 605.3.1 Combustibles in Equipment Rooms FC315.2.3 F.D.Si na e- FC 510 No Smoking Signs FC 310.3 Storage FC 315.2 Compressed Gas FC 3003 Vehicle Impact Protection FC 312.1 Interior Finishes FC 803-804 Smoke Detectors FC 907 CO detectors FC 610 Clearance to Sprinkler/Ceiling FC 315.2.1 18" / 24" EVAC SIGNS IN Rooms FC 404.6 R1 &112 Fuel Pump Warning Signs FC2205.6 Fuel Station Emer Procedures FC2204.3.5 Exterior Storage FC 315.3 REINSPECTIONDUE APPROXIMATELY. Vacant Buildings FC 311 21 DAYS SYSTEMS: FC 901.6 insp OK NC DATE. OK NC Date Generator Annual DATE: OK NC Hood Installation Elevator Semi Annual FIRE ALARM Annual DATE: OK NC HVAC Shutdown Sprinkler System Annual Sprinkler FDC Kitchen Suppression Semi Annual Fuel Island Suppresslon Semi Annual Hood Cleanin 3-6-Annual Knox Box:installed/checked FC506 Operating Permit, if required will be issued after Completion of Inspection Rough Plurnbing i Insulation In pect on 'Report Office No. (518) 761-8256 Date Inspection-requestreceived: Queensbury Building &Code Enforcement Anwe: + am/pm ,Depart: am/pm 742 Bay Road, Queensbury, NY 12604 Inspector's Initials: NAME.. /��i - [,CK`PERMIT . LOCATION: /f f 4 INSPECT ON: '�' TYPE OF STRUCTURE: F Y N NIA Rough Plumbing/Nail Plates Plumbing Vent/Vents in Place 1 '/s irich minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet/change of direction Pressure Test Drain/Vent Air/Head 5 P.S.I. or 10 ft. above hi hest connection for 15 minutes Pressure Test .; Water Supply Piping i . :.. Air l-Head 50-P:S.1 for 1,5 minutes (. Insulation/Residential Check/Commercial Checlk- Tyvek or Similar Exterior Sealant +. Pro ;er�Ve'nt, Attic Vent Door/Window Sealed No Insulation Duct/Hot Water Piping Insulation If r uired unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape r COMMENTS: r r - F I f r' t Rough Plumbing insulation Report.revised Nov.17 2003, rev sed February 15,2005, reprised January 7,2008 l Final Survey Inspection Dept. of Community Development Town of Queensbury 742 Bay Road Queensbury,NY 12804 Date received: 1 Z- — l NAME: t,�-T tWL — LOCATION: '� uo-` PERMIT#: — Z Final Survey Plot Plan Approved Denied The attached final survey has been received by the / Dept.of Community Development. Upon review the survey has been: Craig own,Zoning Administrator Notes: L:\SueHemingway\Building.Codes.Inspection.FORMS\Fina1 Survey Zoning Administrator.doc Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection request received: Queensbury Building &Code Enforcement Arrive: am/pm Depart: am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: MTV V- EfA A CTR PERMIT LOCATION: 1 In 1 _Lf1 R E b An DATE: 1 -1 lam— C l 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/Exterior Guardrails 42 in.Platform/Decks Interior I Exterior Balusters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in./Step Rlsers 7"/Treads 11" Vestibules For Exit doors>3000 sq.ft All Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36 w x 44'(IYCanopy or Equiv. -r Gas Valve Shut-off Exposed&Regulator 18" Above Grade Floor Bathroom Wateftht/00w Floors Oka Relief Valve Heat Trap 1 Water Temp.110 Degrees Maximum Boiler/Furnace Enclosure 1 hr.or Fire Extinguishing System Fresh Air Su for Occu /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 %doors > 10%>1000 sq.ft %Hour Corridor Doors&Closers Firewalls I Fire Separation,2 Hour,3 Hour Complete I Fire / Dam rs/Fire Doors V Ceiling ire Stopping,3,000 i4.ft Wood Frame Attic Aooess 30"x 20'x 30' h ,Crawl S x Smoke Vents Or Fan, d required Elevator operation and Si /Shaft Sealed ,,Handicapped Bathroom Grab Bars/Sinks/Toilets Handica Bath/Parking Lot Signage AC�e Public Toilet Room Handiaa Accessible Handicapped Service Counters 34 in. Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond[Both sides Active Listening S and Signage Assembly Space Final Electrical/Flex Gas Piping Bonded Site Plan/Variance required � �P � Final Survey, New Structure/Flood Plain certification ff �v1 As-built Se System Layout Required or On File 1 �- �R - Buildin Number or Tenant Address on Building or Driveway 4' A �— ater Fountain or Cooler �R�o� 'Building 62.ew Au Sides by 20'/Qriveable Surface 20'wide 04y To Issu Amp. r Permanent C/O Okay To Issue LABuilding&Codes ForniMBuilding&CodesMrgx :don FormsICommercial Final Inspedion ReporLdoc Revised January 7.2008 1 Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspec�Initia rec i ed: Queensbury Building&Code Enforcement Arrive: epart: am/pm 742 Bay Road, Queensbury,NY 12804 Innspector's l NAME: I/Ve S.�1mG( J; ��7%� E 'IT �s / LOCATION: � i� - DAT 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/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" t 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 Oka4 Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System — -C, vz�j�) 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 °�1Ev� ��ALA)L717U-v1j > 10%> 1000 sq.ft. C�`�b� 3/a Hour Corridor Doors &Closers X\qZ) V�`kk� 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" V 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 a ;, ��1�13JESO S I C P�t6 Public Toilet Room Handicapped Accessible b 1,61:35 Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond [Both sides] Active Listening System and Si na a Assembly Space Final Electrical wV 5 C 1 Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As-built Septic System Layout Required or On File EV C>dz�, T;>0C_z Building Number or Tenant Address on Building or Driveway `-1 ` ` \A \ t 1, Water Fountain or Cooler ti z%1-k Building Access All Sides by 20' /Driveable Surface 20'wide Okay To Issue Temp. or Permanent C/O �� \ � � Okay To Issue C/C �i ~�� L:\Building&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspecti Repo oc Richard E. Jones Associates Architects- Environmental Planners 339 Aviation Road Queensbury,NY 12804 Telephone(518)793-1015 Fax(518)793-2223 E-mail:rejrany@adelphio.net December 07,2011 David Hatin,Building Inspector Town of Queensbury 742 Bay Road Queensbury,NY 12804 Re: Septic System Certification(Building Permit#11-256) Hudson Headwaters Health Network West Mountain Health Center&Pharmacy 161 Carey Road Queensbury,New York Dear Dave: This letter is to inform-you that the installation of.she septic systems by Neagley&Chase Construction,for the above referenced project,has been completed.The systems were designed in accordance with the Town of Queensbury Code and in compliance with the New York State Department of Health Sanitary Code. No field conditions were encountered during construction which deviated from the conditions observed at the time the system was designed.Based upon our observation we certify that the system has been fully completed in substantial accordance with the approved plans and specifications. Sincerely, Cifl Richard E.Jo ,AIA $ Cc:file � ��rE 0f PA01-ProjectM2010\100%Septic Sign Off Letter 111207.doc Richard E. Jones Associates Architects- Environmental Planners 339 Aviation Road Queensbury,NY 12804 Telephone(518)793-1015 Fax(518)793-2223 E-mail:reirany@adelphia.net December 07,2011 David Hatin,Building Inspector Town of Queensbury 742 Bay Road Queensbury,NY 12804 Re: Building Certification(Building Permit#11-256) Hudson Headwaters Health Network West Mountain Health Center&Pharmacy 161 Carey Road Queensbury,New York Dear Dave: To the best of my knowledge and belief,the construction for the above referenced project, Building Permit#11-256,has been completed per the submitted and approved plans and specifications and conforms to the required 2010 Building Codes of New York State including the Energy Conservation Construction Code. Should you have any questions with regard to this Letter of Certification do not hesitate to contact me. Sincerely, p AR , t ' P�v Eow�� C Y = Richard E.Jon ,AIA -� 0. go Cc:file srg4E Of PA01-Projects\2010\1003\Sign Off Letter 111207.doc Rough Plumbing l Insulation Inspection Report Office No. (518) 761-8256 Date Inspectifer ;,4,7 _ Queensbury Building &Code Enforcement Arrive:� : ~' m 742 Bay Road, Queensbury, NY 128.04 Inspector's INAME: N1 ' P LOCATION: 1 CZ INSPECT ON: I Z= 1-1 I TYPE OF STRUCTURE: F Y NIA wt"wwu1ttn� P9ates �J Plumb-'n�1/errt/Vents ePtaC"e'� . 1 %inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout eve 100 feet/change of direction Q Pressure Test Drain/Vent Air/Head 5 P.S.I. or 10 ft. above highest connection for 15 minutes 0 uv v c t� Pressure Test 00 ��ater edpplyPipingM!0 5 minutes Tb (3E 6Fou I■nsul _�, _ ',ential�Check/Commercial Check �' �3�� ,>�� to or imilar E-3diliorISealant z 0 b Q Lh_V 10 FJ CCD- Proper Vent, Attic Vent =h h sJC-C�_ mz o� Door/Window Sealed No Insulation Duct/Hot Water Piping Insulation If required unheated spaces Vk�l5 T- Combustion Air Supply for Furnace D ct work sealed properly/No duct toe �� .��,� uJc�3 COMMENTS: Rough Plumbing Insulation Report.revised Nov 17 2003, revised February 15,2005, revised January 7,2008 Com ercial Final Inspection Re Pe po Office No.: (518)761-8256 Date Inspection u t r Ive Queensbury Building &Code Enforcement Arrive: a"� m Depart: ' aMjj 742 Bay Road Queen ry, N 12 , Ins doe's Initials• NAME: 'L- PE 1 -25 LOCATION.' DA COMMENTS: Y N NA Chimney'/"B"Vent'/Direct Vent Location - N?�tzkc_W Plumbing Vent Through Roof 6"/Roof Complete GOB �o Exterior Finish/Grade Complete 6"in I or Equivalent Interior/Exterior Guardrails 42 in. Platform/Decks Interior l Exterior Baltisters 4 i0r8vadn~rm I Decks Stair Handrail 34 in..=38 in.I§ft Risers 7" Tr+eads 71" WwCA CA' l ir•��j Vestibules For Exit doors> .ft. Ail Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36 w x 44'(lyCanopy or Equiv.: Gas Valve Shut-0ff Exposed&Regulator 18" Above Grade Floor Bathroom Wa ' ht/Offer Floors Oka Relief Valve Heat Trap/Water Temp.110 Degrees Maximum Boiler/Furnace Enclosure 1 hr.or Fire Extinguishing System Fresh Air Sup&for Occu /Ventilation Combustion Low Water Shut Off For Boilers V\7 ©�;>✓i Gas Furnace Shut Off Within 30 fL or Within Line Of Site j ALL I Z,_ LA-0�,X Oil Furnace Shut Off at Entrance to-Fumaoe Area W bL Stockroom/Storage/Receiving/Shipping Room(2 hc), 1 '/z doors Wc-- c�J Lit i �� > 10/o> 1000 ft. . ` %Hour Corridor Doors&Closers am Firewalis I Fire Separation,2 Hour, 3 Hour Complete I Fire F�sJ D rs/Fre Doors �� `� \�1 CeilingFire Sto in 3,000 .fL Wood Frame � . Attic Accessi 30"x 20"x 31V h ,Crawl S Access 18"x 24. Smoke Vents Or Fan, if required Elevator Operaflon and Signage/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Slgnge Public Toilet Room,-Nandicapped Accessible Handicapped Service Counters 34 in:`Checkout 36" Handicapped:,Ramp/Handrails Coritlnuous112 in. Beyond[Both sides] t Kr i-- -F ROM eQu- Active Listening System and Signage Assembly Space � Final Electrical/Flex Gas Piping Bonded Site Plan/Variance required Final Survey, New Structure/Flood Plain certification ff � \O� As-built Septic System Layout Required or On File IJ3 Q c--z�LVAWV_ Buildin '=:Number or Tenant Address on Building or Driveway 4' im'-7w\q Water Fountain or Cooler 'Building Access AN Sides by 20'/Driveable Surface 20'wide Okay To Issue Temp. or Permanent C/O Oka To issue C/C LABuilding&Codes Forms\Building&CodesUnspection Fom�slCommencal Final Inspection Report.doc 2VtJanuary 7,2008 ��C. e o lz c��l w FIRE ALARM SYSTEM RECORD OF COMPLETION To be completed by the system installation contractor at the time ofsywem acceptance and approval. 1. Protected Property Information Name of property: Hudson Headwaters Medical Clinic Address: 161 Carey Road Queensbury,NY Description of property: Medical Clinic Occupancy type: B Name of property representative: Address: Phone: Fax: E-mail: Authority having jurisdiction over this property: Town of Queensbury Building Department Phone:- (518)761-8206 Fax: (518)745-4437 E-mail: flremarshal@queensbury.net 2. Fire Alarm System Installation,Service,and Testing Information Installation contractor for this equipment: Brunswick Electric Address: 290 Hoosick St.Troy,NY 12180 Phone:. .518)270-3695 Fax: (518)270-4716 E-mail: beleetric@aol.com Service organization for this equipment: Alarm&Suppression,Inc. Address: 92 Saratoga Rd.Glenville,NY 12302 Phone.- (518)399-5110 Fax: (518)399-8702 E-mail: info@aiarmandsuppression.com Location of as-built drawings: Location of Historical Test Reports: Location of system operation and maintenance manuals: A contract for test and inspection in accordance with NFPA standards is in effect as of Contracted testing company: Address: Phone: Fax: E-mail: Contract expires: Contract number: Frequency of routine inspections: 3. Type of Fire Alarm System or Service NFPA 726 Chapter Reference of System Type: Protected Premise Fire Alarm System Name of organization receiving alarm signals with phone numbers(7 applicable): Alarm: Phone: Supervisory: Phone: Trouble: Phone: Entity to which alarms are retransmitted: Phone: Method of retransmission of alarms to that organization or location: NFPA 72, Fig.4.5.2.1 (p, i of 5) Copyright©2009 National Fire Protection Association.This form may be copied for individual use other than for resale.It may not be copied for commercial sale or distribution. If Chapter 8,note the means of transmission from the protected premises to the central station: ❑Digital alarm communicator ❑McCulloh ❑Multiplex ❑2-way radio ❑1-way radio ❑NIA If Chapter 9,note the type of connection: ❑Local energy ❑Shunt ®NIA 3.1 System Software Operating system(executive)software revision Ievel: NIA Site-specific software revision date: N/A Revision completed by: NIA 4. Signaling Line Circuits Characteristics of signaling line circuits connected to this system(see NFPA 72® Table 6.6.1); Quantity: 1 Style: 4 Class: B 5. Alarm-Initiating Devices and Circuits Characteristics ofinitiatingdevice circuits connected to this system(see NFPA 72�Table 6.5); Quantity: NIA Style: NIA Class: NIA 5.1 Manual Initiating Devices 5.1.1 Manual Pull Stations Number of manual pull stations: 5 Type of devices. ®Addressable ❑Conventional ❑Coded ❑Transmitter ❑N/A 5.2 Automatic Initiating Devices 5.2.1 Area Smoke Detectors Number of smoke detectors: 21 Type of coverage: ❑Complete area ®Partial area ❑Nonrequired partial area ❑N/A Type of devices: ®Addressable ❑Conventional ❑Coded ❑Transmitter ❑NIA 'Type of smoke detector sensing technology: ❑Ionization ®Photoelectric 5.2.2 Duct Smoke Detectors Number of duct smoke detectors: Type of coverage: Type of devices: ❑Addressable ❑Conventional ❑Coded ❑Transmitter ❑N/A Type of smoke detector sensing technology: ❑Ionization ❑Photoelectric 5.2.3 Heat Detectors Number of heat detectors: 3 Type of coverage: ❑Complete area ®Partial area ❑Nonrequired partial area ❑NIA Type of devices: ®Addressable ❑Conventional ❑Coded ❑Transmitter ❑N/A 5.2.4 Sprinkler Watertlow Detectors Number of waterflow detectors: N/A Type of devices: ❑Addressable ❑Conventional ❑Coded ❑Transmitter ®N/A 5.2.5 Alarm Verification Number of devices subject to alarm verification: Alarm verification on this system is:❑Enabled ®Disabled ❑Set for seconds 6. Supervisory Signal-Initiating Devices and Circuits 6.1 Sprinkler System Number of valve supervisory switches: N/A Type of devices: ❑Addressable ❑Conventional ❑Coded ❑Transmitter ❑N/A AIFP'A 72. Fig.4.5.2.1 (p.2 of 5) Copyright®2009 National Fire Protection Association.This form maybe copied for individual use other than far resale.It may not be copied for commercial sale or distribution. 6.2 Fire Pump Type of fire pump: ❑Electric ❑Diesel Type of fire pump supervisory devices: ❑Addressable ❑Conventional ❑Coded ❑Transmitter ❑NIA Fire Pump Functions Supervised ❑Fire pump power ❑Fire pump running ❑Fire pump phase reversal ❑Selector switch not in auto ❑Engine or control panel trouble ❑Low fuel Other: 6.3 Engine-Driven Generator Type of generator supervisory devices: ❑Addressable ❑Conventional ❑Coded ❑Transmitter ❑NIA ❑Engine or control panel trouble ❑Generator running ❑Selector switch not in auto ❑Low fuel Other: 7. Annunciators 7.1 Annunciator 1 ❑Local ®Remote Type:o Addressable ®Directory ❑Graphic ❑N/A Location: FRONT LOBBY 7.2 Annunciator 2 ❑Local ®Remote Type:o Addressable ®Directory ❑Graphic ❑N/A Location: KINKY DRUGS LOBBY 7.3 Annunciator 3 ❑Local ❑Remote Type:O Addressable ❑Directory ❑Graphic ❑N/A Location: 8. Alarm Notification Devices and Circuits 8.1 Emergency Voice Alarm Service Number of single voice alarm channels: Number of multiple voice alarm channels: Number of speakers: Number of speaker zones: 8.2 Telephone Jacks Number of telephone jacks installed: Number of telephone handsets stored on site: Type of telephone system installed: ❑Electrically powered ❑Sound powered []N/A 83 Nonvoice Audible System Characteristics of notification device circuits connected to this system(see NFPA 72®Table 6 S): Quantity: Style: Class: 8.4 Types and'Quantities of Nonvoice Notification Appliances Installed Bells: With visual device: Horns: With visual device: Chimes: With visual device: Bells: With visual device: Visual devices without audible devices: Other(describe): PiFPA. 72. Fig.4.5.2.1 (p.3 of 5) Copyright®2aU9 National Rre Prolodon Association,This form maybe copied for Individual use other than for resale.It may not be copied for commercial sale or distribution, =a 9. Emergency Control Functions Activated ©Hold-open door releasing devices ❑Smoke management or smoke control ❑Door unlocking• ❑Elevator recall ❑Other 10.System Power Supply 10.1 Primary Power Nominal voltage: 120VAC Amps: 20 Overcurrentprotection. Type: CIRCUIT BREAKER Amps: 20 Location(of primary supply panelboard): MAIN ELECTRIC ROOM PANEL PPA Disconnecting means Iocation: CIRCUIT BREAKER NO.35 10.2 Secondary Power Location: FACP Type: BATTERY Nominal voltage: 12 Current rating: 4.1A Number of standby batteries: 2 Amp hour rating: 7.6 Location of emergency generator: `NIA Location of fuel storage: ' NIA Calculated capacity of secondary power to drive the system In'standby mode: In alarm mode: 11.Record of System Installation Fill out after all installation is edmplele and wiring has been checked for opens,shorts,ground faults,and improper branching,but before conducting operational acceptance tests. The system has been installed in accordance with the following NFPA standards:(Note any or all that apply.) ®NFPA 72" ®AFFPA 70®Article 760 ®Manufacturer's published instructions ®Other(please specify): PLANS&SPECIFICATIONS System deviations from referenced NFPABards: Signed: _ ('?, Printed name; Franklin J.Clair,Jr. Date: 12/15I2011 Organization: Alarm& tpression Title: C.E.O. Phone: (518)399-5110 12.Record of System Operation All operational features and functions of this system were tested by or in the presence of the signer shown below,on the date shown below,and were found to be operating properly in accordance with the requirements of: ®NFPA 720 ®NFPA 76P Article 760 ®Manufacturer's published instructions ®Other(please specify): PLANS&SPECIFICATIONS ®Documentation in accordance with Inspection and Testing Form(Figure 10.6.2.3 of NFPA 7^is attached Signed: f '41' Printed name: Thomas Ryder Date: 12/15/2011 Organization: Alarm&Suppression Title: Sr.Technlclan Phone: (518)225-1843 NFPA 72,Fig.4-5.2.1 (p.4 of 5) Copyright®2009 National Fire Protection Asscelation.This farm maybe copied ferindlvidual use other than forresale.It maynol be copied far commerclal sale or distdbuilon. 13.Certifications and Approvals 13.1 System Installation Contractor This system as specified herein has been installed and tested according to all NFPA standards cited herein. Signed: Printed name: Date: Organization: Title: Phone: 13.2 System Service Contractor This system as specified herein has been installed and tested according to all NFPA standards cited herein, Signed: / IfUoFY /� Printed name: Thomas Ryder Date: 1 2/1 512 0 1 1 Organization: Alarm&•Suppression Title: Sr.Technician Phone: (518)225-1843 13.3 Central Station This system as specified herein will be monitored according to all NFPA standards cited herein. Signed Printed name: Date: Organization: Title: Phone: 13.4 Property Representative 1 accept this system as having been installed and tested to its specifications and all NFPA standards cited herein. Signed: Printed name: Date: Organization: Title: Phone: 13.5 Authority Having Jurisdiction I have witnessed a satisfactory acceptance test of this system and find it to be installed and operating properly in accordance with its approved plans and specifications,its approved sequence of operations,and with all NFPA standards cited herein. Signed: Printed name: Date: Organization: Title: Phone: 'NFPA 72, Fig.4.5.2.1 (p.5 of 5) Copyright©2M National Re Protection Assorlalion.This Form maybe copled for individual use other than for resale.It may not be copied for commercial sale or distribution. any= � ALARM & SUPPRESSION, Inc. 92 Saratoga Road, Glenville, NY 12302 Phone: (518) 399-5110 1 Fax: (518) 399-8702 NYS Alarm Lic.No. 1200034322 / Vermont Alarm Lic.No.ES-949 CONSULTING Fire Alarm—Fire Suppression—Security—Master Clocks—CCTV/MATV—Nurse Call—PA/Intercom December 5, 2011 Mr.Richard Livsey Brunswick Electric 290 Hoosick St. Troy,NY 12180 Re: West Mountain Health Care(Hudson Headwaters) A&S Project 11055 Dear Rich: On November 28,2011 we performed an inspection and test of the fire alarm system.All material supplied by Alarm& Suppression,Inc.was tested and operated properly. The installation was in accordance with the plans, specifications,NFPA 70,NFPA 72 and the New York State Building Codes. This fulfills our obligation on this part of the project and the one-year warranty period on any material supplied by Alarm& Suppression, Inc. is effective as of that date. The warranty covers materials to correct any deficiency in the system caused by faulty equipment supplied by Alarm& Suppression, Inc. The warranty does not cover damage due to "Acts of God",vandalism,misuse,neglect, faulty installation, and lack of maintenance. The warranty also does not cover normal maintenance such as the cleaning of smoke detectors. The warranty will be voided if any changes or modifications are made to the system or systems by any one other than Alarm&Suppression without the written consent of Alarm& Suppression previous to all or any work performed. If there are any questions or if we may be of further assistance please contact us. Very truly yours, 96406 *A C¢atn. �. Franklin J. Clair, Jr. Chief Executive Officer FJC: e s � $ '8H III a, f Mill;R, H 8 519 gla 9 Elb a s � > I ti Z O A - .Y , ©s oq G3 Y O GI ® Cei9 a O O O O• O ©� ® e ® Da O a� Idd MO 001313 �- J [ H O6 REVISIONS 8 Richard E.Jones Associate: �Nnra ne. tT1 Hudson HewFa�.eadwaters Health Network �t o W Architects.Planners West Mountain Health Center d Pharmacy an-- 161 Carey Raaa,aueombuty,Newycak 1=4 Ra�.a+rbuv.xew�vY 1]dM tAI � n � � Istalniiats IstellnT++s It MAN MAIN FLOOP.FIRE ALAP.M PLAN '• t ABBREVIATIONS: m °wD.mivD. w wx w� 'P'"L e°F e.mm �� • rvu. Euwm.LmEsassoDerts SYMBOLS LEGEND: _ BrserE ruinm Pam. eNGE rLLE ewraLRxn�DnaaRD wrR "' Lwma:eBE LErRR•.•ccRr t�D br mna wtu HIA"*"�tl—"`"" REa:eeeD nOlIRD PYEL e�DERWeibN B� ureesaer oR a.wnr BBrd E� CLtOwt RpEDI/ BQIrceRD PB.Or LVM Nbq.! 'p0B'.BDICARB OcaPawT BDIBLR ew rw C— C2lalD LAVED DLW VPLEauERPVIa° C LdrB^!D['CnABr ® URN6 nONRD OcaIreVLY 6dXw -O rzuR cax°erBnwBRaw.N:YiR0.L eo Pwee r.a LWn PNrum rrrE•ta•.REPPA rD eoEDne �� °aaucraa momcReL xew nerxe Nrure �` anDEeoBPnw N Bw1Gbw De 1ROkLpV LPPCiLm\b0 a LPet eLLID CR�O1�ct��bwL KL�RmEO NeL.t�aWl�rtD Ow ��DE�BDBPPI�pI rtR•�M.RF.roeDEplB �'t W {� pL KLm�I NNrbRPi C4®Irt tO EDOREni �n IPo1ple UeDbrtl�pl•TSE'M'.RJER iD DDEgLE C /� w�E�'xNBa1�Brcn°�PaR°�'iELY ID v eaEDura oEBc2-w-rmE•xr..aESEnro wms xr Borcarzerara Dra>,u ReeEael OJ ORS+ ue:rkn DDe '"a ar a"' rrn°a'rzwewm"x,�,rrre na•.RBeirroeDEwLe z �rLman Rea+eer oaR OQ rEroexr LlDrtgNPwR �. o QE <ae.-BorceRe DgauiEnu ® DUW wia mom raan:mPm wluree En E a" Yf I'•BmmJRB 40D1D PYA.t c WaBi NreeanER xb O'Bp�ft .-- La0.�bnaNR0 R1ID�rt PRDADp DIR!LTPIdL t �m.pBtdL1IDEELDL LwNrER Y auEeltmi PfNLP ® 6N0 MDNreO tE9 Exit B'W IRTapE F'b i b �aDRa-�,,.Rr�rtaur�DwrmDPELmED. o�RE�rL�,'.LamnDaeBronwDRew�+ ® B•eua�csrmLE smPY Ealrrm+r Rcaiai�+n. O e.+BRw u.LL real t • m�tr�i�eie DJn nrrrovwx BBGLP oananer ® ruar� a v� � •wTlLemro rD eeL.e LEERS ® rRe aeRicwmz raEL S«'� � ocrNp1n+ DDlxrnEcrua P® RRe seat aNRDeroRPaEt `CI�r r.iueelearO1acx0N�`B R� © Ra a.n•+rJU Bienw ..°L'2 Q WIroL m va¢DBreaaR �3•- � 5,,, rm.w�aRD naamrorm eremER O 5v °dpp L p pier a LD D „RaD D ROE o O Q anon neRR �© eiiroee n �v�� O � rrELJwL a 2 3 d � a p /ae�uraB�inr iee ram.eDc® +" 3 Q/ LmRi ewrDi a B� r° 4 ° I �Dera°' wY b' LO 4 �a.aA�eieilW cA t �1WL DierwB wD�nreb Dei0.eW 6EbcrVCrRNetO! �� V DEVICE MOUNTING DETAIL Date: 913110 0—By: JU Ch.&Id By: GC Scale:M NDted S•rEEtamnEa Aaoa up E-0.1 f� Inspection Form Town of Queensbury Fire Marshal Periodic Inspection Date: �r Time: 742 Bay Road,Queensbury NY 12804 o Re-Inspection 518 761 8206/518 761 8205 e52'CO Inspection Permit Fire Marshals Representative m p� MJ Palmer Business Name: Location: alesc "s-ft Ra I .l GK Stillman Contact: n�l� "a Type of Inspection N/A Yes No (�j il(Y✓ EXITS: Exit Access FC 1014&FC7029 /' Exit Enclosure FC 1020&FC1029 Exit Discharge FC 1024&FC1029 v _ Locks and latches FC7008& FC1029.2 ,� LAID Sign:Normal FC 1011 &FC1029 -� =— vl //�- Sign:backup FC 1011.5.3&FC7029.7.5 0n ajS(k%rt V\ 4 Na ?,,LJ-[d AISLES: Main Aisle Width FC 1024/1025&FC1029.11 Secondary Aisle Width FC 1025&FC1029.11 g[4� FIRE EXTINGUISHER: Hung FC 906 QC up6 Inspection of extinguisher FC 906 417 EVAC Plan FC 404.6 TRUSS ID SIGNAGE FC 505.353 EMERGENCY LIGHTING: Interior FC 1006.3&FC1029.8 y�6�j�hsyl Exterior FC 1006.3 Clearance to Electrical FC 605.3 c[� is�}e 1MG iti Electric Wiring Enclosed/labeled FC 605.3.1 Combustibles in Equipment Rooms FC315.2.3 Cc-Ig)ll F.D.SI na e- FC 510 No Smoking Signs FC 310.3 Storage FC 315.2 Compressed Gas FC 3003 � , Vehicle Impact Protection FC 312.1 J ' Interior Finishes FC 803-804 c [� itS 15 �s✓i CG+` F�" Smoke Detectors FC 907 f 'R� CO detectors FC 610 Clearance to Sprinkler/Ceiling FC 315.2.1 18" / 24" t✓ �� EVAC SIGNS IN Rooms FC 404.6(RI &R2 `� Fuel Pump Warning Signs FC2205.6 �9 n^ Fuel Station Emer Procedures FC2204.3.5 Exterior Build311 Storage FC 3 REINSPECTIONDUE APPROXIMATELY Vacant Buildings FC 311 21 DAYS SYSTEMS: FC 901.6 Insp OK NC DATE. OK NC Date Generator Annual DATE. Olt; NC Hood Installation Elevator Semi Annual FIRE ALARM Annual DATE. OK NC HVAC Shutdown Sprinkler System Annual Sprinkler FDC Kitchen Suppression Semi Annual Fuel Island Suppression Semi Annual Hood Cleaning 3-6 -Annual Knox Box:installed/checked FC506 72� Operating Permit, if required will be issued after Completion of Inspection Rough Plumbing / insuiation Inspection Report Office No. (518) 761-8256 Date Inspection request received: � Queensbury Building &Code Enforcement Arrive: �_�� am/pm Depart: am/pm 742 Bay Road, Queen sbury, NY 128.04. Inspector's Initials: NAME: & 5 PERMIT#: 516o LOCATION: 1 (.191 are INSPECT ON: u-i i i TYPE OF STRUCTURE: Y N N/A ffrn lates n Vent/Vents 'A Place r rmum Drain Size Washing Machine Drain 2 inch minimum Cleanout eve 100 feet/change of direction Pu Ai r/ 7 Hea �, 5 P.S.I. or 10 ft. above highest connection for 15 minutes Pressure Test /e-j Water Supply Piping Air/Head 61k- &4J 50 P.S.I for 15 minutes Insulation/Residential Check/Commercial Check Tyvek or Similar Exterior Sealant Proper Vent, Attic Vent Door/Window Sealed No Insulation Duct/Hot Water Piping Insulation If required unheated s aces Combustion Air Supply for Furnace Duct work sealed properly!No duct tape COMMENTS: Rough Plumbing Insulation Report.revised Nov 17 2003, revised February 15,2005, revised January 7,2008 Framing / Firestopping Inspection Report Office No. (518)761-8258 Date Ins ' ' n re ue i Queensbu►y Building&Code Enforcement Arrive: a pm 742 Bay Road, Queensbury, NY 12804 inspector's Inkia s: NAME: PERMIT#: LOCATION: INSPECT ON: E OF STRUCTURE: _� • _ S Y COMMENTS: .— c Access 22'x 30" minimum ET "'� `v--C- -\,— a- — Jack Studs/Headers Bracing/Bridging -� � �� Joist hangers �� M FAA ' - Jack Posts 1 Main Beams .A 0�"1 Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Exterior Deck Bracing Headroom 6 ft. 8 in. ' •J Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 % w 16 gauge 8 16D nave each stile Draft stopping 1,000 sq.t floor trusses Anchor Bolts 6 ft. or less on center Pj Qs\CY-c::r Ice and water shield 24 inches from.w1tLL _ Crewall.2 ation 1, 2, 3 hour Q �V�� D� , 3, 4 hour Ong�- --�� c en _ 16 inch insulation in cavity min. Garage Fire Separation House side's inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceillng1wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. OM 6.7 sf above/below grade 5.0 sf grade LABuilding&Codes Fomm-OLOSuilding&CodeftspeWon FomlFrwr ft FlnMt Wnp Inspoalon Repftdoc Revised January 7,20M Richard E. Jones Associates Architects-Environmental Planners 339 Aviation Road Queensbury,NY 12804 Phone:(518)793-1015 Fax:(518)793-2223 E-mail:dchardjones@rejaarchitects.com Transmittal To: Neagley&Chase Construction Co. PO Box 2283 S. Burlington,VT 05407 a Date: 10/3/11 Job#: 1003 Re: West Mountain Health Center Dennis, This letter is to confirm the acceptance of a substitution in limited numbers from the originally specified tie-down bracket.The original brackets were temporarily unavailable and therefore to avoid construction schedule delays. The specified bracket is a HTT5 with an allowable tension load of 3,740.Ib.force, by Simpson. The accepted bracket is a DTT2 with an allowable tension load of 2,105 lb.force,by Simpson. Sincerely, Jorge Correa REJA https://webmaBneagleychase.com/exchange/derma/Inbox/ire- ownsul%Mutbx L/I mullparf_)d:BFF 2 Letterconoemngthesu stitutionoftie-down brackets doc/C58FA28C-18COAa97-9AF2-036t93DDAFB3/Letter concening the substdution of t--dawn brackets.doc?attach=l Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection reque a iv . _ l/ Queensbury Building &Code Enforcement Arrive: Za a m art: = a m 742 Bay Road, Queensbury, NY 128.04 Inspector's Initials: NAME: I`��tj Soe - H- 1--��n c��-y—e�t_S E IT#: LOCATION: Ar 4 1 PECT ON: IVY& TYPE OF ST CTURE: r rS Y N NIA Rough Plumbing/Nail Plates — Plumbing Vent/Vents in Place 1 %inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout ever y 100 feet/change of direction Pressure Test Drain/Vent Air/Head 5 P.S.I. or 10 ff. above highest connection for 15 minutes Pressure Test Water Supply-Piping Air/Head 50 P.S.1 for 15 minutes Insulation/Residential Check/Commercial Check Tyvek or Similar Exterior Sealant Proper Vent, AttioMent Door 1 Window Sealed No Insulation Duct/Hot Water Piping Insulation If r uired unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape COMMENTS: Rough Plumbing Insulation ReporLrevised Nov 17 2003, revised February 15,2005, revised January 7,2008 Rough Plumbing / Insulition Inspection Re ort Office No. (518) 761-8256 Date Inspection request received: '9/3-a&// Queensbury Building &Code Enforcement Arrive: ,3j am/pm Depart: am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: -�'D e 'y. NAME: 4�s PERMIT#: 0)49111-6)S LOCATION: l& I INSPECT ON: TYPE OF STRUCTURE: Y I N NIA Rou 'n /Nail Plates 3`7e- 13 67 Piumbin ent/ ents in Place 1 %inch minimum Drain Size Washing Machine Drain 2 inch minimum Clea t/change of direction Ze Test Vent ead ve highest connection for 15 minutes opv4 �- ure Test qAjrI ter Supply Pipi ng g Head r 15 minutes Insulation/Residential Check/Commercial Check Tyvek or Similar Exterior Sealant Proper Vent,Attic Vent Door/Window Sealed No Insulation Duct/Hot Water Piping Insulation If requir,ed unheated spaces Combustion Air Supply for Furnace Duct work sealed properly1 No duct tape COMMENTS: Rough Plumbing Insulation Report,revised Nov 17 2003,revised February 15,2005, revised January 7,2008 Septic Inspection Report Office No. (518) 761-8256 Date Insp ectionuest iv _ Queensbury Building&Code Enforcement Arrive: party—arvAw 742 Bay Rd., Queensbury, NY 12804 Inspector'NAME: l 62E i^a)16 AAF)c 1--\ C� IT NO.:LOCATION: \Co\ r �RL`; go PECT ON: c1 —2-9—1 1 RECHECK: L 1-\ T Comments and/or diagram Soil TyK. Sand/ Loam/Clay Ty of Water: (Municipal Well Water Waterline separation distance Well separation distance ft. Other wells: ft. Well Casing Length 50' +/- Y N N/A 150'to well r uired if NO Absorption Field: Total length ft. Length of each trench ft. Depth of trenches ft. Size of Stone — b, fl j Seepage Pits: Number Size: x Stone Size: Piping Size Type Building to tank Tank to Distribution Box _ Distribution Box to Field Pit 11 -vC �� V �L� C 0 Opening Sealed: _ N End Cap N t—o 0\)t--D ) ��0 Inlet/Outlet Pipes&Baffles N Manholes 12"or less below grade _Y_N [provide extension collar if Yes N Location Separations Foundation to tank ft. Foundation to absorption ft. Separation of Pits Conforms as per Plot Plan Y Engineer Report and As-Built _Y N ETU Maintenance Contract Y_ rovided Location of System on Property: Front Rear Left Side Right Side Middle Front Middle Rear System Use Statu Approved C) Partial Approved and needs to be re-inspected, please call the Building &Codes Office Disapproved L:\Pam Whiting\2010\Building Codes Forms\Inspection Forms\septic Inspecdon Report-03 2910.doc Septic Inspection Report Office No. (518) 761-8256 Date Inspection r ved, Queensbury Building&Code Enforcement Arrive: art: a a 742 Bay Rd., Queensbury, NY 12804 Inspector's Initi NAME: I,V 1 1"lf�; 1�r iT�1 T�� P TI'NO.: LOCATION: (c,1. _�RC`c 1�� I PC ON: 9 —Zq— V 1 RECHECK: Comments and/or diagram Soil T m/Clay Type of Wat : Munici al ell Water Water me—separation distance CT . C" F C3v Well separation distance ft. Other wells: ft. Well Casing Length 50' +/- Y N N/A 150'to well required if NO Absorption Field: Total length ft. Length of each trench ft. Depth of trenches — - ft. Size of Stone _ _- See a e Plts: Number Size: x Stone Size: Piping Size Type Building to tank s' C' Tank to Distribution Box i 11, Distribution Box to Field/ Pit 1 `—, �� aJ.jj Opening Sealed: Y N End Cap _Y_N Inlet/Outlet Pipes&'BafFles Y N Manholes 12"or less below grade _Y_N [provide extension collar if Yes Y N Location Separations Foundation to tank ft. Foundation to absorption ft. CFI Separation of Pits Conforms as per Plot Plan Y En ineer Re rt and As-Built _Y N —y ETU Maintenance Contract _Y provided Location of System on Property: Front Rear Left Side Right-Side Middle Front Middle Rear System Use Status: Approved Partial Approved and needs to be re-inspected, please call the Building &Codes Office Disapproved L:\Pam Whi1Jng\2010\Bui1d1ng Codes Forms\Inspection Forms\Septic Inspection Reporf`03 2910.doc /0*- 12- d Septic Inspection Re rt - Office No. (518)761-8256 Date Ins ,on re, Queensbury Building&Code Enforcement Arrive: / epart: _ t �/. a 742 Bay Rd., Queensbury, NY 12 .04 I s is Initials: 1� NAME: / i - PE Ir NO.: / LOCATION: - IN ECT ON: RECHECK: Comments and/or diagram Soil Ty Sand oam/-Clay- Typeof Water: urnci a ell Water Waterline se istance Well separation distance ft. Other wells: ft. Well Casing Length 50' +/- Y N N/A 150'to well required if NO Absorption Field: Total length ft. Length of each trench ft. -� Depth of trenches ft. ) :, Size of Stone Seepage Pits: Number •—C� � C.�, Size: x v Stone Size: Piping Size Type Building to tank tr `(il Tank to Distribution Box Distribution Box to Field/ Pit 11 V i C- T ° jti\, Opening Sealed: Y N End Ca _Y_N Inlet/Outlet Pipes&Baffles Y N Manholes 12"or less below grade _Y_N [provide extension collar if Yes Y N Location Separations Foundation to tank ft. Foundation to absorption ft. Separation of Pits Conforms as per Plot Plan Y Engineer Report and As-Built _Y N ETU Maintenance Contract _Y_N provided P6 Location of System on Property: Front Rear Left Side Right Side Middle Front Middle Rear System Use Statu . Approved Partial Approved and needs to be re-inspected, please call the Building &Codes Office Disapproved L:\Pam Whiting\2010\Building Codes Forms\Inspection Forms\Septic Inspection Report_03 2910.doc Framing / Firestopping Inspection Report Office No. (518)761,8256 Date Inspection requ iv Queensbury Building&Code Enforcement Arrive: a rt: 14-:W m7pm 742 Bay Road, Queensbury, NY 12804 Inspector's inkia NAME: ' PERMIT* — LOCATION: vb.1 INSPECT ON: —Z TYPE OF STRUCTURE: v A COMMENTS: Framing Attic Access 27 x 3V minimum Jack Studs/Headers A CAN Bracing!Bridging Joist hangers Jack Posts 1 Main Beams 1� Exterior sheeting nailed properly 120 O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Exterior Deck Bracing Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %:M 16 gauge 8 16D naus each site Draft stopping 1,000 sq. ft floor trusses 10 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%inch or 5/8 inch Type X Garage side 518 inch Type X Ceiling1wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LABullding&Codes Foms•OLMSuilding&CodesUnspection FoMaTrmWng FlmdoWng Inspection Repoit.doc RevWed Jonuery 7,20M Framing / Firestopping Inspection Rep9rt Office No. (518)761-8256 Date inspection Queensbury Building&Code Enforcement Arrive: oa a rt: a 742 Bay Road, Queensbury, NY 12804 Inspector's Initial : NAME: PERMIT#: LOCATION: — INSPECT ON: :E OF STRUCTURE: Y A COMMENTS: Attic Access 22"z W minimum 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 Exterior Deck Bracing Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 % w 16 gauge 8 16D nde each side Draft stopping 1,000 sq.ft.floor trusses Anchor Bolts 6 ft. or less on center = i _Ice and water shield 24 inches from.wall 0\� f :ire separation 1, 2, 3 hour n i e wall.2, 3, 4 hour T re E'C T-" OEal Penetration sealed 16 inch 1nsulatton in cavity min. Garage Fire Separation House side's inch or 5/8 inch Type X Garage side 5/8 inch Type X CeifinglWall Windows Habitable Space/Bedrooms 24 in. (H)20 in. (VV) 5.7 sf above/below grade 5.0 sf grade LABuilding&Codes Foens-OLDSuilding&CodesUnspecUon FortnsiFrssning Fhdopping Inspadbri RepoRdoc Revised January 7,2W8 Rough Plumbing151� utionInspec n Report Office No. (518) 761-8256 Date Inspection request ce ed: Queensbury Building &Code Enforcement Arrrive:21?-c� am/ pa . dam 742 Bay Road, Queensbury, NY 128.04 Inspector's Initials- NAME: 0 P MIT#: /f LOCATI N: INSPECT ON: TYPE OF STRUCTURE: Y N NIA Rough luiti JWnt Niil Plates Plumb! nts in Place 1 %in m Drain Size Washing Machine Drain 2 inch minimumL�e� Cleanout every 100 feet/chan a of direction P p T riot above highest connection for 15 minutes P ure Test r piy Piping Ai ead 0 P.S.1 for 15 minutes Insulation/Residential Check/Commercial Check Tyvek or Similar Exterior Sealant Proper Vent, Attic Vent Door/Window Sealed No Insulation Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape COMMENTS: Rough Plumbing Insuhftn Reportrevised Nov 17 2003,revised February 15,2005, revised January 7,2008 Framing / Firestopping Inspection Report Office No. (518)761-8256 Date I71inkia Queensbury Building&Code Enforcement Arrivert: a m 742 Bay Road, Queensbury, NY 12804 InspecNAME: � \A L CPERMITLOCATION: NSPECT ON: —Zb-I II TYPE OF STRUCTURE: Y A COMMENTS: Framing Attic Access 27 x W minimum Jack Studs/Headers C3 Co-tA b Bracing/Bridging Z Joist hangers / Jadc Posts/Main Beams ✓ Exterior sheeting nailed properly V 5 RL� 12°O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Exterior Deck Bracing Headroom 6 ft. 8 in. t � `R L �� Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 0 1 % w 16 gauge 8 16D We each aide Draft stopping 1,000 sq. I 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's inch or 5/8 inch Type X Garage side 5/8 inch Type X Celfingfwall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. OM 5.7 sf above/below grade 5.0 sf grade LNUIlding&Codes Forms-OLDSuitding&CodesUnspedion FomxlFrwWnq FirNtoppinp Inspection RepoRdoc RovkW January 7,2= Framing / Firestopping Inspection Report Office No. (618)761-8256 Date Inspection requ I Queensbury Building&Code Enforcement Arrive: =moo a rt: 742 Bay Road, Queensbury, NY 12804 Inspector's Initial : < NAME: CT, PERMIT#: LOCATION: INSPECT ON: b — TYPE OF STRUCTURE: A COMMENTS: Framing Y Attic Access 22"x 30"minimum Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly C)F � 12"O.C. -Vj Headroom 6 ft. 8 in. Stairwells 36 in. or more Exterior Deck Bracing Headroom 6 ft.8 in. Notches/Holes/Bearing Walls C Metal Strapping for Notches Top Plate 1 % w 16 gauge 8 16D nds 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'A inch or 5/8 inch Type X Garage side 5/8 inch Type X CellinglWall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade LABW[ding&Codes Foen&OLDISuiiding&Codeslnspedion FonmlFwft Flmdopp ft Inspedbn Report doc Revised JanUary 7,2WO Rough Plumbing l�lnsu6itio�l�is en Re ort 9 gP P Office No. (518) 761-8256 Date Inspection req- st Queensbury Building &Code Enforcement Arrive: =� a art: Z'= a pm 742 Bay Road, Queensbury, NY 128.04 Inspector's Initials- NAME: #:PERM — E 2 LOCATION: L 1NSP CT ON: TYPE OF STRUCTURE: Y. . N N/A Rough Plumbing/Nail Plates Plumbing Vent/Vents in Place 1 %inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout eve 100 feet/chan a of direction Pressure Test Drain/Vent Air/Head 5 P.S.I. or 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping ad P S.1 r 15 minutes InsulatioplResidential Check/Commercial Check R- 2,t I-Z"N-k j yvoK- or Similar Exterior Sealant Proper Vent, Attic Vent Door/Window Sealed No Insulation a . Duct/Hot Water Piping Insulation If required unheated spaces I f l Combustion Air Supply for Furnace I 1 I1 Duct work sealed properly/No duct tape COMMENTS: Rough Plumbing Insulation Repotrevised Nov 17 2003,revised February 15,2005, revised January 7,2008 g t p 3 Y:rulFramin / Fires o p ngection a rt Office No. (518)761-8256 Date In ' n rued: Queensbury Building&Code Enforcement Arrive: ° a ,cart: a 742 Bay Road, Queensbury, NY 12804 Inspector's In ' NAME: k A7�S efj" PE MIT#: LOCATION: - C:) INS 3ECT ON: TYPE OF STRUCTURE: Y . zK NLA COMMENTS: Framing �� A ' A s 27 x 3W minimum Jadc Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly. 12"O.C. Headroom 6 ft. 8 in. Stairw+eb 36 in. or more Exterior Deck Br9dng Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 % w 16 gauge 8 1SD naAs each stile 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%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. (V11) 5.7 sf above/below grade 5.0 sf grade L%ullding&Codes Forma-0WV3u11dWq&CodesArapection Fomw7m*4 FhdoWng Im pecdon ReporLdoc RwAsed Jamrsry 7,2ND Framingfire's9toop)ping/l:nsp/ec2fi—on CeDr' ' Office No. (518)761-8256 Date i ' n Queensbury Building&Code Enforcement Arrive: Io a part: � - m/ m 742 Bay Road, Queensbury, NY 12804 inspector's In! s. " NAME: ERMIT#. LOCATION: NSPECT ON: — r TYPE OF STRUCTURE: Y A COMMENT Framing 22°x 3(°minimum rock— 0 Jack Studs/Headers Bracing/Bridging Joist hangers --T—w)bb C-�-%V5V, Jadc Posts/Main Beams Exterior sheeting nailed properly. 120 O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Exterior Deck Bracing Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 h w 16 gauge 8 16D name 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's inch or 5/8 inch Type X Garage side 5/8 inch Type X Coiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (IN) 5.7 sf above/below grade 5.0 sf grade LMulWft&Coda Forms-OLD1BuWN&Codeslnspeftn FwM1Frwn1r1g Redoppinp Irnp"on Repgtdoc Revised January 7,2008 Rough Plumbing / finsula�ion ins ec oOeportg 9p Office No. (518) 761-8256 Date Inspection ' ed: Queensbury Building &Code Enforcement Arrnre: �l art: 742 Bay Road, Queensbury, NY 12804 M pectoes Initi NAME: y AIIiT#: LOCATION: INSPECT ON: TYPE OF STRUCTURE: Y I N NIA Rough Plumbing/Nail Plates Plumbing Vent/Vents in Place 1 %inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet/change of direction Pressure Test Drain/Vent Air/Head 5 P.S.I. or 10 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping 4=1�for6 minutes UwAation4 Re idential Check/Commercial Check 51 aF T ek ar Exterior Sealant ro er Vent,Attic Vent Door/Window Sealed No Insulation Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct toe o''� �''�� Ck I COMMENTS: Rough Plumbing Insulation ReporLrevised Nov 17 2003, revised February 15,2005, revised January 7,2008 Framing / Firestopping ;Inspection Report Office No. (518)761-8256 Date 1L'�n V Queensbury Building&Cade Enforcement Arrive �� : a 742 Bay Road, Queensbury, NY 12804 Inspector's InitiaNAME: - O I-� — � — �LOCATION: : TYPE OF STRUCTURE:_ 1 ��t�► F�� _ of �-` CIE t i i r5 A COMMENTS: Framing Y the Access 22"x 30' minimum Jack Studs/Headers Bracing/Bridging Joist-hangers / o �E�fl Jadc Posts/Main Beams J b k GO Exterior sheeting nailed properly, � � F 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more J Exterior Deck Bracing Headroom 6 ft. 8 in. Notch®s/Holes?Bearing Walls _ —__ ____ Metal Strapping for Notches Top Plate 1 % w 16 gauge 8 16D naus each side stopping Vfttq.t floor trusses Anchor Bolts 6 ff or less on center Ice and water shield 24 inches from.wall Fire separation 1, 2, 3 hour LAD 0C_/ tZ,% b c D E- ©� � Fire wall.2, 3, 4 hour � �� ( � Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side%inch or 518 inch Type X Garage side 5/8 inch Type X 6 Ceilin II c� Windows Habitable Space/Bedrooms 24 in. (H)20 in. Vk �b 5.7 sf above/below grade 5.0 sf grade LASultding&Codes Foens-OLDSuilding&CodesUnspection FonY*1FmWnq Flmdo inq Inspection Report doc Revised January 7,2008 Framing / Firestopping Inspection Re Office No. (518)761-8256 Date Inspection re v Queensbury Building&Code Enforcement Arrive: = a art: = am/ m 742 Bay Road, Queensbury, NY 12804 Inspector's Initi NAME:j PERMIT#: 2Z LOCATION: INSPECT ON: __ E OF STRUCTURE: _ i �VV VV Fr�amirtg��" Y A COMMN_ ss 27 x 3W minimum Jack Studs/Headers _ Bracing/Bridging Joist hangers Jadc Posts/Main Beams Exterior sheeting nailed property CY 1,C) 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more q�00 \O is� E Exterior Deck Bracing Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate % w 16 gauge 8 161)nde each side stopping 1,000 sq. ft, floor trusses s ft. or less on center lteeyandiwater� ,leld,24�i,0,@s from:wa1l, Fire ion 1, 2, 3 hour F 4 hour sealed 16 inch insulation in Cavity min. Garage Fire Separation House side%inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceilingfwall Windows Habitable Space/Bedrooms 24 In. (H) 20 in. OM 5.7 sf above/below grade 5.0 sf grade LABuliding&Codes Forms-oLOSuuilding&Codeslnspeftn FoamiRwWro FhdoNft Inspection RcpoR.doc Revised January 7,2= Foundation Inspection Report ` Office No.(518)761-8256 Date Inspection request received: Queensbury Building&Coda Enforcement Arrive: am/pm Q Depart:y pm 742 Bay Rd., ueensbury,NY 12804 Ins ector's Initials:gmg NAME: �• &J ! V(_ 1-- CRMIT#: LOCATION: INSPECT ON: TYPE OF STRUCTURE: comm emu Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. MateriakfffllEi3mmose on site. Foun on ur Reinforcemen m lace Footing Dowels or Keyway in place Foundation Dampproofing Foundation 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. U\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM 0 co ) lo-I-a- Foundation Inspection Report Office No.(518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: andpm Depart: Ig I in am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: NAME: ERMIT#• — LOCATION: INSPECT ON: TYPE OF STRUC , Comm n Y N NA Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Material se on site. Foun ' n/JF f d') Reinforc Footing Dowels or Keyway in place Foundation Dampproofing Foundation 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 Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\lnspeMon Fors\Foundation Inspection Reportdoc Last printed 12/20/2005 9:24:00 AM Foundation lnsipection Report Offic�No.(5 18)761-8256 Date l Inspection request received: 2-v Queensbury Building&Code Enforcement .Arrive: am/pm De / am/ m 742 Hay Rd,Queensbury,NY 12804 Inspector's Initials: A A NAME: 4SzJ C�vas PERMIT#: LOCATION: INSPECT ON: S S TYPE OF STRUCTURE: commela Y Footings (C-D Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this pMse on site. Foundation/Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight.or Sump Footing Drain Stone: 12 inch width .6 inches above footing CA- 6 mil poly for wet areas under slab , Backfill u nbing Under Sla ast/Copper — Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Bullding&Codes Forms\Building&Codes\Inspecdon,Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM �12 , D) 10-12- 71Z Foundation inspection Report ° Office No.(518)761-8256 Date Inspectio ue re Queensbury Building&Code Enforcement Arrive: Depart: 742 Bay Rd.,Queensbury,NY 128804 Inspector's Initials: I / NAME: i /� � lP T#: LOCATION: & SPECT ON: — TYPE OF STRUC Comm n Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain,Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab ti pproval Plum ' Under Slab pper Foundation Insulation Interior/Exterior Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\lnspection-Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Z%No.(518)761-8256 Date Inspection requ ' ed: 3 g7 bury Building 8t Code Enforcement Arrive: ;�j� art: %` m 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials r NAME: ERMIT V LOCATION: INSPECT ON: TYPE OF STRUCTURE: Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. se on site. -Foundation/Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight.or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly.for wet areas under slab Backf H " nd PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Bullding&Codes\lnspectlon'Forms\Foundation Inspectlon Report.doc Last prinbed 12/20/2005 9:24:00 AM Foundation Ins P�tion Report Office No.(518)761-8256 Date Inspection iv : _ Queensbury Building&Code Enforcement Arrive: c^ Depart: rpm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initial . c�r--6 �V6 V\e�i A C.��' NAME: #; LOCATION: SPECT ON: 4F> —31 TYPE OF STRUCTURE: or rgg� Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight-or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfiill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior Rough Grade 6 inch drop within 10 ft. L XBullding&Codes Forms;\Buiiding&Codesunspectlon-Fonns\Faundat1on Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation hLipection Report Office No.(518)761-8256 Date Ins tion r ece' ed: Queensbury Building&Code Enforcement Arrive: epart: m 742 Bay Rd.,Queensbury,NY 12804 Inspector's In' s: NAME: _ G T#: LOCATION: INSPECT ON: _ TYPE OF STRUCTURE: o mn Y IN N/A Piers Monolithic Slab Reinforcement in Place The contractor is responsible for `A roviding protection from freezing for 48 hours following the placement of the concret ri s on site. � foundation�f-VVa1T�__. ��, Footing Dowels or Keyway in place Foundation Dampproofing f Foundation 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:\Building&Codes Forms\Building&Codes\Inspection forms\Foundation Inspection Reportdoc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No.(518)761-8256 Date Ins tion r ' e . Queensbury Building 8t Code Enforcement Arrive: = Depart: 742 Bay Rd.,Queensbury,NY 12804 Ibspector's Inih NAME: Vest _ PERMIT#: LOCATION: INSPECT ON: TYPE OF STRUCTURE: COMM to Y N NA Footings Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement e concrete, VWftsfibr this purpose on site. Foundation/ allpour Re' orcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation 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:\Buliding&Codes Forms\Building&CodeQnspetbon Forms\Foundatlon Inspectlon Report.doc Last printed 12/20/2005 9:24:00 AM // --00i� Foundation Inspection Report Office No.(518)761-8256 Date Ins do e iv Queensbury Building 8t Code Enforcement Arrive: m Depart: r 742 Bay Rd.,Queensbury,NY 12804 Inspector's Ini NAME: AT#: LOCATION: Lai- PECT ON: TYPE OF STRUCTURE: Comm n Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for ,,,;��providing protection from freezing following the placement crete Mats. ite. Reinforcemen ace Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump jj&g Drain Stone: MOM inch width ches above footing 6 m i areas under slab C)cs x-Vk Tw upper F — \ oundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Bullding&Codes Forms\Building&Codesunspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM (l I a D O) [ O— /2- C/l Foundation Inspection Report Office No.(518)761-8256 Date Inspection r ue re ived Queensbury Building&Code Enforcement Arrive: d Depart: 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: NAME: / RNIIT#: ' LOCATION: - INSPECT ON: TYPE OF STRUC Comm n =3 _ - Y N N/A Flougs _ Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. -- -r, Materials r., s se on site. Foundstio ./�Wall pour J --- Reinforceme e o�-- u-')E-1JT - Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab aBacicfill Approval Plumbing Under Slab �� C/Cast/Copper ` - Foundation fisul tit on tenor/Exterior Rough Grade 6 inch drop within 10 ft. L:\Bullding&Codes Forms\Building&Codes\Inspettlon Fors\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM fi- // ,06) - " 2 v . I .. Foundation Inspection Report Office No.(518)761-8256 Date Inson ues e ' Queensbury Building&Code Enforcement Arrive: ., Depart: I Ira m 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initia s: NAME: 1A RMIT#: LOCATION: INSPECT ON: TYPE OF STRUM COMMIM Y N NIA Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the c als for this " on site. Foun 'on/Wallpour Reinforcement in ace Footing Dowels or Keyway in place Foundation Dampproofing Foundation 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:\Building&Codes Forms\Building&Codes\Tnspection fors\Foundation Inspection Reportdoc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No.(518)761-8256 Date Inspection reque ved: Queensbury Building&Code Enforcement Arrive: p epart: 7°M_ In 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initi NAME: - PE T#: LOCATION: j SPECT ON: TYPE OF STRUCTURE: Comm n Y N NA Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this puM2se on site. Foundation/Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing ly for wet areas under slab RVAos ��T ing Under Slab CE- oF- /Cast/Copper .R- Rough Grade 6 inch drop within 10 ft. L:\Buliding&Codes Forms\Building&Codes\lnspettlon forms\Foundation Inspecction Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No.(518)761-8256 Date Inspection r ues cei d: Queensbury Building&Code Enforcement Arrive: Depart: 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initi NAME: Lee ti E T#: r LOCATION: PELT ON: — TYPE OF STRUCTURE: comm n N N/A 1� Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. e on site. Reinforcem �0�� U) Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: v 12 inch width 0 es above footing 6 or wet areas under slab P um ing Under Slab 7 PV /Cast/Copper FFM� tcxterior R- Rough Grade 6 inch drop within 10 ft. L:\Bullding&Codes Forms\Building&Codes\InspeWon Forms\Foundation Inspection Reportdoc Last printed 12/20/2005 9:24:00 AM 00 ), /0- /Z� Foundation Inspection.Report Office No.(518)761-8256 Date Inspection reque a rve Queensbury Building 8t Code Enforcement Arrive: 1_-_.�` inD art: a pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initi i LE NAME: '� 5 PERMIT#: LOCATION: 4 4- (LfsA IEl INSPECT ON: �� , Tf 1 TYPE OF STRUCTURE: Comm n Y N NA Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of thp-concrete. a s for is p se on site. undation/Wallpour Reinforcement in Place �-- Footing Dowels or Keyway in place �� Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump r Footing Drain Stone: ; 12 inch width 6 ' es above footing 6 1 for wet areas under slab Backfill A val Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior .R- Rough Grade 6 inch drop within 10 ft. L:\Buliding&Codes Forms\Building&Codes\Inspection foans\Foundatlon Inspection Report.doc Last printed 12/20/2005 9:24:00 AM AN/ Foundation Inspection Report Office No.(518)761-8256 Date Inspection ' ed: Queensbury Building&Code Enforcement Arrive: 6_ Depart: 742 Bay Rd.,Queensbury,NY 12804 Inspector's . 1_Z5Z NAME: / a �� T#: LOCATION: , .f� INSPECT ON: TYPE OF STRUCE. Comm n WY N NA Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. C O �r �- -� .Foundation.%Wallpour 1 � � � Reinforcement in Place ` Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width m!eh s above footing 6 '1 for wet areas under slab ` !:O:c i�, l Appr:vat -I- g Under Slab VC/Cast/Copper Foundation-Insulation-Interior/Exterior---. Left— Rough Grade 6 inch drop within 10 ft. L:\Building&Cedes Forms\Building&Codes\InspeWon Fonns\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Ot:oo, /0- /?- / Foundation In cti.on Report Office No.(518)761-8256 Date Inspection r e e d: _ Queensbury Building 8t Code Enforcement Arrive: �� Depart: - S& 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initi f NAME: ERMIT 4. / LOCATION: & INS CT ON: = 2 2— 1 TYPE OF STRUCTURE: Y N N/A Footings Piers Monolithic Slab �-T Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. i nals for se on site. `Rdundation-/-Wallpour _ \ � R-ei0o went m—Nace Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing r —�jv�ul -for-we areas under slab Plumbing Un er SCE PVC/Cast/Copper , -- -� - Foundation-Insulat' - no -Exterior � .R- b I o Rough Grade 6 inch drop within 10 ft. L:\Bullding&Codes Forms\Building&CodeQnspeWon Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No.(518)761-8256 Date Ins ection t ' ed: Queensbury Building&Code Enforcement Arrive: e Depart: apfm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Ini NAME: T#: Z�g LOCATION: SPECT ON: ;—70 TYPE OF STRUCTURE: Comm n Y N NA Footings Piers . Monolithic Slab Reinforcement in Place The contractor is responsible for 'providing protection from freezing for 48 hours following the placement .concrete—. -,, ria or this on site. oundation/Wallpour � � Rein meatn-Pla ea- Footing Dowels or Keyway in place Foundation Dampproofi ng Foundation 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:\Building&Codes Fonm\Building&Codes\InspeWon Forms\Foundation Inspecdon Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection ( eport Office No.(518)761-8256 Date Ins tion ved: Queensbury Building&Code Enforcement Arrive: Depart: am/ 742 Bay Rd.,Queensbury,NY 12804 Inspector's Ini NAME: &d� // PE T#: LOCATION: " INS ECT ON: TYPE OF STRUC . Co m n Y N NA Footings Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this se on site. Foundation/Wallpour Reinforcement in Place 01 Footing Dowels or Keyway in place Foundation Dampproofing Foundation 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:\Bullding&Codes Forms\Building&Codes\lnspettion-Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM FIRE MARSHAL'S OFFICE Tozvn of Queensbunj 742 Bay Road, Queensbunj, NY 12804 "Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW HYMN 6/1/2011 The following comments are based on review of submitted plan: 1) Fire alarm plans will be reviewed when submitted 2) Fire extinguisher locations shall comply with NYSFC 906.5 3) Knox Box key list will be provided by FM ( key for West Glens Falls VFD) 4) Truss ID signage indicated on drawings 5) Locks and latches appear compliant. Will be verified at inspection 6) Exit and Emergency lighting appears adequate 7) Provide installation and test report for generator, because it is providing backup for fire alarm system 8) Compliance with NYSFC Chapter 14 and NYSBC Chapter 33 will be required throughout the project Vat Mars Michael J Palmer 742 Bay Road Queensbury NY 12804 518 761 8206 firemarshal@queensbury.net Fire Marshal 's Office • Phone: 518-761-8206 Fax: 518-745-4437 -flrenwrslial@queensbunl.net • 7UMV.queensbunl.net Richard E.Jones Associates Architects-Environmental Planners 339 Aviation Road Queensbury,NY 12804 Telephone(518)793-1015 Fax(518)793-2223 E-mail:info&Ma=rchitects.Qom Addendum #1 JOB#1003 THE WEST MOUNTAIN HEALTH CENTER 161 Carey Road Queensbury,New York 12804 March 24,2011 This Addendum contains changes to the requirements of the Contract Documents. Such changes are to be incorporated into the Construction Documents and shall apply to the Work with the same meaning and force as if they had been included in the original document. Wherever this Addendum modes a portion of a paragraph of the Specifications or a portion of any Drawing,the remainder of the paragraph or Drawing shall remain in force,. Receipt of this Addendum shall be acknowledged on the Proposal Form„ This Addendum No.1 consists of Addendum Item No.1 to 12 on 3 pages. Specification Items. 1. Section 00500—Standard Form of Agreement between Owner and Contractor;Article 3 of. Agreement,Paragraph 3.3;Change the date of substantial completion to read as follows: September 11,2011. 2. Section 00800—Supplementary Conditions including Wage Rates;Add Paragraph 8.4 to Article 8—Time,as follows: 8.4 Substantial Completion and Liquidated Damages 8.4.1 The Parties agree that this Paragraph shall take precedence over any other contract provisions herein concerning time of completion of the work contemplated by this. Agreement„The Parties further agree that time Is to be of the essence in the completion of this Agreement and that all other provisions concerning extensions of time are to be strictly interpreted. 8.4„2 All Contractors agree to commence worts hereunder-Immediately upon receipt of written notice from the Owner to do so,to proceed with the work thereafter diligently and continuously to completion,and in any and all events to complete the same on or before Sept6mber,11,1011,subject to such delays as are permissible under Article 8. 8.4.3 - Each Contractor shall, at the time of such delay as set forth in Article 8,if any, request from Owner, such additional time in which to complete the performance of this Agreement as may be necessitated by such delay.The Contractors shall notify the Owner promptly of any such delay as soon as the Contractor becomes aware of such delay or the reasonable possibility that such a delay may exist.. ADD1 1 ., 8.4.4 Work under these Contracts shall be substantially complete on or before September 11,2011. If any Contractor fails to substantially complete their Contract on or before September 11,2011,then,and in that event,for each day(Saturdays,Sundays and holidays excluded) that the Contract shall remain uncompleted after September 11,2011, the Owner may deduct the following sums from the Contract prices as liquidated damages sustained by reason of failure of the Contractor to complete the Contract on or before the date specified: Contract#1:General Construction Work the sum of two hundred fifty dollars($250.00). Contract#2:Plumbing Work the sum of one hundred dollars($100.00). Contract#3:HVAC Work the sum of one hundred dollars($100.00). Contract#4:Electrical Work the sum of one hundred dollars($100.00)" The above amounts are agreed on as the proper measure of liquidated damages that the Owner will sustain per diem by failure of the Contractor to complete the work in the'time stipulated,and that these sums are not to be construed in anyway or sense as a penalty. 8.4.5 Notwithstanding any of the .provisions of the Contract herein, the terra "Substantial Completions"shall be defined as such sufficiently complete construction as permits the Owner to obtain a Certificate of Occupancy so as to allow occupancy of the premises for the intended purpose,. 3. Section 06100—Rough Carpentry;Article 2.02;Delete Paragraph B and substitute the following: B. Framing Lumber: Species: Spruce-Pine-Fir of not less than the following design values: NOMINAL SIZE GRADE Fib F Fc E 2x4 studs,10 feet Stud 875 136 425 1,400,000 And shorter 2x6 studs,10 feet Stud 775 1345 425 1,200,000 And shorter Beams and lintels Select 1,250 135 425 1,500,000 Structural NOTE: Values are in pounds per square Inch. Fib values specified are for-repetitive uses,. Diawing Items 4. Coven Sheet;Change County.location to read Warren County. 5. Drawing SP-1;Site Legend;Change the following: • Change New Asphalt Paving Detail reference to read 171SP-4., • Change Concrete Walk Detail reference to read 91SP-4. • Change Pipe Bollard Detail reference to read 31SP-4, • Change U-Shaped Bollard Detail reference to read 41SP4. • Add designation for spot light as follows: +SP Spot Light,Refer to Electrical Drawings for Site Electric Plan and Fixture Schedule' ADD1-2 .. 6„ Drawing SP-3;Site Plan Grading&Utilities;Add the following: • Add an indication for alight pole.(LP)between the edge of the parking lot and the north property line at Corinth Road adjacent to the seventh parking space from the left side of the row of parking„ 7. Drawing S4;Roof Framing Plan;Change the following: • On column line 5 change the header designation above the door,In Vestibule 101 from &13 to H4. • On column line 6 change the header designation above the door in Vestibule 101 from B-12 to H4. • On column line 9,Detail indication for Hip Jack—A located near Pharmacy drive-thru canopy,Change Detail designation to read 1/S-2,. • On column line 4,Detail indication for Hip Jack—B located near-exterior corner of . Procedure Room#117,Change Detail designation to read 11S 2. 8„ Drawing A 2.1;Reflected Ceiling Plan;Add the following: • Add indication for PVC soffit at the loading area for Tenant Space#164 adjacent to Mechanical Room#106 including indication for continuous PVC vent strip around entire perimeter of area.Also add Note 8 to describe material for that soffit area and Note 10 to describe material for continuous vent. • Add indication for a 22"x 36"attic access door,to the ceiling in Mechanical Room#156 adjacent to the door to Corridor#157. • Add indication for a 22"x 36"attic access door to the ceiling In Tenant Space#164 adjacent to the Note 2 indication. 9. Drawing S134;Site Legend;Change the following: • Change New Asphalt Paving Detail reference to read 17/SP-4. 10. Drawing A-6.4;Wall Section A;Change the Detail Koy in the note regarding the U shaped bollard to read 4/SP-4. 11. Drawing A-8.1;Room Finish Schedule Key Notes; • Note 2;Change to read as follows:Provide continuous wood chair rail on all walls. Chair rail to be Brosco#8630 or equal.Provide wood blocking as required to mount at 36"AFF to top. • Note 4; Change to read as follows:Provide VCT the pattern(2 colors)as indicated on Floor Finish Plan,Drawing A4.3. 12. Drawing A-8.2;Door-Frame Types; • Frame Type 3:Change indication for 2x8 wood stud to read W wood stud,change wall thickness dimension to read 7'/+",and change frame dimension to read 8 3/b". • Frame Type 4:Delete the reference to%"resilient channels @24"o.c.and delete reference to 2 layers 518"gypsum board as the interior face of the wall will only have a single layer-of 518"gypsum board. • Frame.Type 5:Change Indication for W wood studs to read 2x8 wood studs,. I End of Addendum No.1 ADD7-3 .. Richard E. Jones Associates Architects-Environmental Planners 339 Aviation Road Queensbury,NY 12804 Telephone(518)793-1015 Fax(518)793-2223 E-mail:info@reiaarchitects.com Addendum #2 JOB#1003 THE WEST MOUNTAIN HEALTH CENTER 161 Carey Road Queensbury,New York 12804 March 25,2011 This Addendum contains changes to the requirements of the Contract Documents. Such changes are to be incorporated into the Construction Documents and shall apply to the Work with the same meaning and force as if they had been included in the original document. Wherever this Addendum modifies a portion of a paragraph of the Specifications or a portion of any Drawing,the remainder of the paragraph or Drawing shall remain in force. Receipt of this Addendum shall be acknowledged on the Proposal Form. This Addendum No.2 consists of Addendum Item No. 1 to 14 on 2 pages and includes Specification Section 16131, Sketches ADD2-1 to ADD2-9 and the Pre-Bid Meeting Minutes. Specification Items 1. Table of Contents;Division 16—Electrical;Add Section 16131—Conduit to the listing. 2. Section 01010—Summary of Work;Article 1.06;Paragraph A;Item 1;Add 16131 to the Division 16 Sections. 3. Section 08800—Glass and Glazing;Article 2.01;Delete Paragraph C and substitute the following: C. Fire resistive glass shall be Super Lite II-XL 45 as manufactured by Safi First or approved equal and conform to ASTM E119 and NFPA 251 requirements. 4. Add Specification Section 16131 —Conduit to Division 16 of the Project Manual. Drawing Items 5. General Drawing Items: • Delete references to"'/a"Thick Wire Glass"where it appears on all Drawings and substitute"3/4"Thick Fire Resistive Glass" • Delete references to"Barrier Membrane System"where it appears on all Drawings and substitute"Air Infiltration Barrier". 6. Drawing SP-2;Site Plan Layout Notes;Note 7;Add the following sentence to the end of the note:Provide continuous 5.5"x 3/16"aluminum edging,Dark Bronze color,abutting lawn areas. ADD2-1 7. Drawing F-1;Foundation Plan;Change the following: • Change concrete strength indication for 5"thick concrete slab to read 4000 psi. 8. Drawing A-4.2; • Window Types; Delete Window Type C as indicated and substitute Window Type C as indicated on Sketch ADD2-3. • Add Detail 3/A-4.2-Window Detail as indicated on Sketch ADD2-4 and Detail 4/A-4.2- Window Detail as indicated on Sketch ADD2-5. 9. Drawing A-8.2; • Add Metal Frame Borrowed Lite Elevation as indicated on Sketch ADD2-1. • Delete the Borrowed Lite Frame Types as indicated and substitute Detail 1/A8.2-Metal . Frame Door&Borrowed Lite Frame Detail as indicated on Sketch ADD2-2. 10. Drawing P-0.1;Fixture Schedule;Change the following: • WC-1;Delete the following from the remarks column:"Sloan Flush Valve Royal Model 111",WC-1 is a pressure assist tank style water closet and does not require a flush valve. 11. Drawing P-1.1;Plumbing Sanitary Floor Plan;Change the following: • Make changes to sanitary piping systems as indicated on Sketches ADD2-6 and ADD2-7. 12. Drawing P-1.2;Plumbing Domestic Water Floor Plan;Change the following: • Make changes to domestic water piping systems as indicated on Sketches ADD2-8 and ADD2-9. 13. Drawing E-0.1;Light Fixture Schedule;Add the following Fixture Type to the schedule: • Fixture Type:ELU/Manufacturer:McPhilben#CTX618 or equal 14. Drawing E-2.1 Main Floor Lighting Plan;Make the following changes to light fixture types indicated in Waiting 102: • Change the 12 fixtures indicated as Type F7 to read Type F5. • Change the 9 fixtures indicated as Type F9 to read Type F7. End of Addendum No.2 ADD2-2 I SECTION 16131 CONDUIT PART GENERAL 1.01 SECTION INCLUDES A. Conduit,fittings and conduit bodies. 1.02 REFERENCE STANDARDS A. ANSI C80.1 -American National Standard for Electrical Rigid Steel Conduit(ERSC). B. ANSI C80.3-American National Standard for Steel Electrical Metallic Tubing (EMT). C. ANSI C80.5-American National Standard for Electrical Rigid Aluminum Conduit(ERAC). D. NECA 1 -Standard Practices for Good Workmanship in Electrical Contracting; National Electrical Contractors Association. E. NECA 101 -Standard for Installing Steel Conduit(Rigid, IMC, EMT); National Electrical Contractors Association. F. NEMA FB 1 - Fittings, Cast Metal Boxes, and Conduit Bodies for Conduit, Electrical Metallic Tubing, and Cable; National Electrical Manufacturers Association. G. NEMA TC 2- Electrical Polyvinyl Chloride(PVC)Tubing and Conduit; National Electrical Manufacturers Association. H. NEMA TC 3-PVC Fittings for Use with Rigid PVC Conduit and Tubing; National Electrical Manufacturers Association. I. NFPA 70-National Electrical Code; National Fire Protection Association; 2005. 1.03 SUBMITTALS A. Product Data: Provide for metallic conduit, flexible metal conduit, liquidtight flexible metal conduit, metallic tubing, nonmetallic conduit,flexible nonmetallic conduit, nonmetallic tubing,fittings,and conduit bodies. 1.04 QUALITY ASSURANCE A. Conform to requirements of NFPA 70. B. Products: Listed and classified by Underwriters Laboratories Inc. as suitable for purpose specified and shown. 1.05 DELIVERY, STORAGE,AND HANDLING A. Accept conduit on site. Inspect for damage. 16131 - 1 B. Protect conduit from corrosion and entrance of debris by storing above grade. Provide appropriate covering. C. Protect PVC conduit from sunlight. PART2 PRODUCTS 2.01 CONDUIT REQUIREMENTS A. Conduit Size: Comply with NFPA 70. 1. Minimum Size: 3/4 inch unless otherwise specified. B. Underground Installations: 1. More than 5 Feet from Foundation Wall: Use thickwall nonmetallic conduit. 2. Within 5 Feet from Foundation Wall: Use thickwall nonmetallic conduit. 3. In or Under Slab on Grade: Use thickwall non-metallic conduit. C. Outdoor Locations Above Grade: Use rigid steel conduit. D. In Slab Above Grade: 1. Use rigid steel conduit. 2. Maximum Size Conduit in Slab: 314 inch; 1/2 inch for conduits crossing each other. E. Wet and Damp Locations: Use rigid steel conduit. F. Dry Locations: 1. Concealed: Use electrical metallic tubing. 2. Exposed: Use rigid steel conduit. G. Connections to Vibrating Equipment or Equipment that may require slight adjustments prior to final installation: 1. Dry Locations: Use flexible metal conduit no more than 6 Feet from equipment location. 2. Wet or Damp Locations: Use liquidtight flexible metal conduit no more than 6 Feet from equipment location. 2.02 METAL CONDUIT A. Manufacturers: 1. Allied Tube& Conduit: www.alliedtube.com. 2. Beck Manufacturing, Inc: www.beckmfg.com. 3. Wheatland Tube Company: www.wheatland.com. B. Rigid Steel Conduit: ANSI C80.1. C. Fittings and Conduit Bodies: NEMA FB 1; material to match conduit. 2.03 FLEXIBLE METAL CONDUIT A. Manufacturers: 1. AFC Cable Systems, Inc: www.afcweb.com. 2. Electri-Flex Company: www.electriflex.com. 3. International Metal Hose: www.metalhose.com. 16131 -2 B. Fittings: NEMA FB 1. 2.04 LIQUIDTIGHT FLEXIBLE METAL CONDUIT A. Description: Interlocked steel construction with PVC jacket. B. Fittings: NEMA FB 1. 2.05 ELECTRICAL METALLIC TUBING (EMT) A. Description: ANSI C80.3;galvanized tubing. B. Fittings and Conduit Bodies: NEMA FB 1;steel or malleable iron compression type. 2.06 NONMETALLIC CONDUIT A. Description: NEMA TC 2; Schedule 40 or 80 PVC,determined by location of use. B. Fittings and Conduit Bodies: NEMA TC 3. PART 3 EXECUTION 3.01 EXAMINATION A. Verify that field measurements areas shown on drawings. B. Verify routing and termination locations of conduit prior to rough-in. C. Conduit routing is shown on drawings in approximate locations unless dimensioned. Route as required to complete wiring system. 3.02 INSTALLATION A: Install conduit securely, in a neat and workmanlike manner, as specified in NECA 1. B. Install steel conduit as specified in NECA 101. C. Install nonmetallic conduit in accordance with manufacturer's instructions. D. Arrange supports to prevent misalignment during wiring installation. E. Support conduit using coated steel or malleable iron straps, lay-in adjustable hangers, clevis hangers, and split hangers. F. Group related conduits;support using conduit rack. Construct rack using steel channel; provide space on each for 25 percent additional conduits. G. Fasten conduit supports to building structure and surfaces under provisions of Section 16070. H. Do not support conduit with wire or perforated pipe straps. Remove wire used for temporary supports. 16131 -3 J. Arrange conduit to maintain headroom and present neat appearance. K. Route exposed conduit parallel and perpendicular to walls. L. Route conduit installed above accessible ceilings parallel and perpendicular to walls. M. Liquidtight flexible metal conduit may be used for final connections to equipment in wet or damp areas, maximum length six feet. N. Route conduit in and under slab from point-to-point. O. Maintain adequate clearance between conduit and piping. P. Maintain 12 inch clearance between conduit and surfaces with temperatures exceeding 104 degrees F. Q. Cut conduit square using saw or pipecutter; de-burr cut ends. R. Bring conduit to shoulder of fittings;fasten securely. S. Join nonmetallic conduit using cement as recommended by manufacturer. Wipe nonmetallic conduit dry and clean before joining. Apply full even coat of cement to entire area inserted in fitting. Allow joint to cure for 20 minutes, minimum. T. Use conduit hubs to fasten conduit to sheet metal boxes in damp and wet locations. U. Install no more than equivalent of three 90 degree bends between boxes. Use conduit bodies to make sharp changes indirection, as around beams. Use hydraulic one shot bender to fabricate bends in metal conduit larger than 2 inch size. V. Avoid moisture traps; provide junction box with drain fitting at low points in conduit system. W. Provide suitable fittings to accommodate expansion and deflection where conduit crosses seismic. X. Provide suitable pull string in each empty conduit except sleeves and nipples. Y. Use suitable caps to protect installed conduit against entrance of dirt and moisture. Z. Ground and bond conduit per these specifications. AA. Identify conduit under provisions of Section 16075. 3.03 INTERFACE WITH OTHER PRODUCTS A. Install conduit to preserve fire resistance rating of partitions and other elements. B. Route conduit through roof openings for piping and ductwork wherever possible. Where separate . roofing penetration is required, coordinate location and installation method with roofing installation specified. END OF SECTION 16131 -4 Z' )'_S• 7YP REFER TO DOOR WHEDMLE FOR&LASS TYPE �D tt J 8 w IV V' METAL FRAME BORROWED LITE ELEVATION 3/411 = I 1-0 A New Health Facility for: REF. DWG.#: ADDENDUM#2 Richard E. Jones Associates Hudson Headwaters Health Network DATE:3123/11 Architects• Planners West Mountain Health Center&Pharmacy A_8.2 PROJECT#:1003 Que339AviationRoad 161 Carey Rd,Queensbury, NY 12804 SKETCH#: ensbury,New York 12804 DRAWN BY:BDC Phone:(518)793-1015 Fan(518)793-2223 METAL FRAME BORROWED LITE ELEVATION AD D2'email:Into®reicarchitects.com 8 1/2' 3' THK. SOUND ATTENUATION BLANKET. 5/8' THK. GYP. BD. BOTH SIDES /�, 1 1/4' WD. STUD I/2' METAL FRAME 1 ANCHOR. C.4 GLASS STOP. —I MAlLr— VISION GLASS. VESTIBULE METAL FRAME JAMB METAL FRAME t ANCHOR. DOOR 1 BORROWED LITE SIDELIGHT FRAME TYPE I-JAMB HEAD(SIM.) R AME DOOR BORROWED LITE FRAM METAL F E DETAIL- 1 - 1/211 = 11-011 A New Health Facility for: REF. DWG.#: ADDENDUM#2 Richard'E. Jones Associates Hudson Headwaters Health Network DATE:3123111 Architects* Planners West Mountain Health Center&Pharmacy A-8.2 PROJECT#:1003 339 Aviation Road 161 Carey Rd,Queensbury, NY 12804 SKETCH#: Queensbury.New York 12804 DRAWN BY:BDC Phone:(51l: 7931ejo hate ts.co 93 2223 METAL FRAME DOOR&BORROWED LITE DETAIL AD D2-2 email:info®rejoarchitects.com 1 �r�■ V-4 5/4' V-4 5/4' 5 U2' 4 Y A-42 2-1"2'SIM.DIV. 4 LITE(WQ H AUHNUM CLAP VOW FRAME DIRECT m GLAZED HNDOIN A 't A-42 5-1/2,NEERCEMENT TRIM S O (GLAZING TYPE 6L-V MARVIN DIRECT GLAZE RECTANGULAR 5TATIZU CLAD UNITS (CUSTOM SIZES) WINDOW TYPES 1/411 = I I-0 #: ADDENDUM#2 Richard E. Jones Associates ne A New Health Facility for: REF. DWG. Hudson Headwaters Health Network /� DATE:3123111 Architects* Planners Hudson Mountain Health Center&Pharmacy `��•Z 339 Aviation Road 161 Carey Rd,Queensbury, NY 12804 ensbury,New York 12804 SKETCH#: PROJECT#:1003 Que DRAWN BY:BDC Phone:(518)798-1015 Fox(518)793-2223 WINDOW TYPES AD DZ'� email:Info@reloarchitects.com 2X WD. BLOCKING 2X4 BLOCKING AT 24' O.C. VERT. 2XG STUDS AT IVO.C. +' -5/8' GYP. BD. WD. HEADER 2X4 WD. FURRING AT IL'O.C. (REF. TO STRUCT. DWGS.) ACP CEILING SYSTEM FIBERCEMENT SHINGLE SIDING PANEL (REF. TO FIN. SCHEDULE t RCP) (REF. TO BLDG. ELEV'S) 5/4 X 4 FIBERCEMENT TRIM j D. CASING W/ ALUM. Z-FLASHING •� 1 BROSCO CM3 WD. JAMB EXTENSIONS SMOOTH FIBERCEMENT TRIM OVER - 1/2' ADVAN-TECH OR EQ. HEAD ALUM. CLAD WOOD WINDOW W/ INSULATED GLASS. 2X6 FRAMING W/ 1/2' PLWD SPACER r 5/4 X 4 FIBERCEMENT TRIM I 3/4' WD, CASING 1/2' ADVAN-TECH OR Ed. SHEATHING I 5/8' PLWD. FILLER EXTERIOR HORIZ. MULLION INTERIOR 5/4 X 4 FIBERCEMENT TRIM I , 5/4 WD. SILL W/ RAD. EDGES WEATHER BARRIER MEMBRANE SYSTEM I WD. CASING 1/2' ADVAN-TECH OR EQ. SHEATHING BROSCO-UM3 FIBERCEMENT BOARD R BATTEN 5/8' GYP. BD. SIDING. 3/4' X 2 1/4' BATTENS AT IV O.C. —2XL WD. STUDS. UNFACED FIBERGLASS SILL INSULATION (R-21) 3 WIN DOW DETAIL A-4.2 1 - 11211 = 11-011 A New Health Facility for: REF. DWG.#: ADDENDUM#2 Richard E. Jones Associates Hudson Headwaters Health Network , A DATE:3/23111 Architects* Planners West Mountain Health Center&Pharmacy. A-4.2 PROJECT#:1003 339 Aviation Road ' 161 Carey Rd,Queensbury,NY 12804 Queenslawy,New York 12804 SKETCH#: DRAWN BY.BDC Phone:I518)798 1015 Fax:(518)798-2223 WINDOW FRAMING DETAIL AD D2-4 email:info(�rejaarchi{ects.com FIBERCEMENT SIDING 5/8' GYP. BD. (REF. TO BLDG. ELEV'S) 2X6 STUDS 2X4 WD. STUDS 5/4 X 4 FIBERCEMENT TRIM (" WD. CASING BROSCO #8153 4 WD. JAMB EXTENSIONS L 5/8, JAMB ALUM. CLAD WOOD WINDOW 2X4 FRAMING W/1/2' PLWD SPACER W/ INSULATED GLASS. 5/4 X 4 FIBERCEMENT TRIM I 3/4' WD. CASING I/2' ADVAN-TECH OR EQ. SHEATHING 5/8' PLWD. FILLER VERT. MULLION EXTERIOR INTERIOR ? WD. CASING BROSCO u8153 5/4 X 4 FIBERCEMENT TRIM WEATHER BARRIER 5/8' GYP. BD. MEMBRANE SYSTEM NFACED FIBERGLASS 1/2' ADVAN-TECH OR EQ. SHEATHING INSULATION (R-21) JAMB 4 WIN DOW DETAI L A-4.2 1 - 112" = 11-011 r33123/11 Richard E. )ones Associates A New Health Facility for: REF. DWG.#: Hudson Headwaters Health Network A-4.2 Architects•_ Planners West Mountain Health Center&Pharmacy /`1 339AviationRoad 161 Carey Rd,Queensbury, NY 12804 SKETCH#: dueensbury.New York 12804 DRAWN BY;BDC Phone:1518J 79 grejo Fax ts.co 93 2223 WINDOW FRAMING DETAIL AD D2'S email:Info6reJaarchi}ec}s.com I 126 I I O WAITING FILE$ RECEPTION IO2 125 Ile =VE NURSE'S o FINISHED ' FD-I 4"I Ili FLOOR EL.50IB' cc PCO I C LAV-2 I 0 0 ID CAP WASTE PIPING - IN WALL FOR FUTURE CAP WASTE PIPING co EXAM ROOM SINK 1/2" W4V z (IN WALL FOR FUTURE Ism BASE. 4" W-UP N EXAM ROOM SINK I I/2" W4V 1 1/2" W4V BASE. 1411 oc, s 1 I DPCO 133 I i l I/2" 1 I/2"I rI/2" W4V " — SAN—— —i———— 411 SAN— J aR 1R I �2" AV-1 I COUNSELING COUNSELING 132 131 11/2" W4v---- - _ 2°-t--------- 12��3" V-UP, �7AV I I ¢ 4" VTR i 111/2" W4V 12" EXAM 611 F136 -- 2� - -- 1 1/2" W4V! , ,I PLUMBING SANITAINY (LOOK PLAN 1/811 = 1 '-O't ADDENDUM#2 Richard E. Jones Associates New HealthFacility or: REF. DWG.#:Hudson Headwaters Health Network P-1 .1 .DATE:3/23/11 Architects. Planners West Mountain Health Center&Pharmacy 339 Aviation Road 161 Carey Rd,Queensbury,NY 12804 Queensbury,New York 12804 SKETCH#:PROJECT#:1003 DRAWN BY:MWO Phone:(518)793-1015 rox:(518)793-2M PIPING REVISION AD D2-6 email:info@rejaarchitects.com 126 � I I O _I FILES RECEPTION WAITING 102 ——— —QDPGO Iza Ize =VE NURSE'S FINISHED 1 4111 Izi FLOOR PCO EL.5015' Cc C LAY-2 U D ID CAP WASTE PIPING - IN WALL FOR FUTURE CAP WASTE PIPING co EXAM ROOM SINK I/2" W4V z IN WALL FOR FUTURE Ism BASE. 4" W-UP EXAM ROOM 51NK 1 1 1/2" W4V 1 1/2" W4V —_ 211 BASE. 1411 11 CN TING ♦ �/ i l i/2" DPCO 133 � 11/2"1 I 1-1 1/2" W4v � — SAN—— —I---- 411 SAN——� 142 I 211 AV-1 ING I COUNSELING COUNSELING I 132 131 1 I/2" W4VJ� — 21--I--------- V— I — — a jj — ----v----- LAv-1'2„ 11 3" V-UP, 411 VTR I 11 1/2" W4V 12" EXAM hl 136 I I . li 1 1/211 W4V! 1 n 11 PLUMBING SANITARY FLOOR FLAN 1/811 = 11-011 ADDENDUM#2 Richard E. Jones Associates New HealthFacility or: REF. DWG.#:Hudson Headwaters Health Network P-1 .1 DATE:3/23/11 Architects. Planners West Mountain Health Center&Pharmacy . PROJECT#:1003 339 Aviation Road 161 Carey Rd,Queensbury,NY 12804 Queensbury,New York 12804 SKETCH#: DRAWN BY:MWO Phone:(518)793-1015 Fax:151e1793-2223 PIPING REVISION AD DZ-7 email:Info@rejaarchitects.com 7.. 121 128 129 I_ 1 11411 0 CL ❑ ❑ CORRIDOR 1/2" HW-DN CAP PIPING IN WALL FOR 1/2" HW-DN —y FUTURE EXAM ROOM SINK 13m I/2" CW-DN � I/2" CW-DN F5A5E CHARTING BAL NICE 1" P.00,TESTING 1/2" HWR Y E CHARTING — I.0 II/4" I I -• — 1 1 1 COUNSELING COUNSELING EXAM�71 130 1321 F131 1/2" HW-DN 1/2" CW-DN � ) I/2" HW-DN 1/2" CW-DN 1/2" CW-DN 1/2" HW-DN 1 PLUMDING DOMESTIC WATER FLOOR PLAN ADDENDUM#2 Richard E. Jones Associates New eat Facility or: REF. DWG.#: DATE:3/23/11 Hudson Headwaters Health Network P—� ,2 Architects. Planners West Mountain Health Center&Pharmacy _PROJECT#:1003 339 Aviation Road 161 Care Rd u Queensbury,New York 12804 Y ,Q eensbury, NY 12804 SKETCHr/�#:R DRAWN BY;MWO Phone:]518]793 1015 Fax:(518)793 2223 A D DL V email:info®re]aorchitects.com PIPING REVISION I I I $ALANCE 3/4" HW-DN VALVE 3/4" CW-DN EXAM 03 I/2'1 uaILLY,t- 1/2" CW-DN —— 1/2" HW-DN PROCEDURE Ill 3/4" 1/2" HW-DN EXAM 14 1/2" CW-DN 119 I�It 1/2" CW-DN — -cl) EXAM n 1/2" HW-DN II6 3/4" CW-DN oRRIDo 1/2" HW-DN TO 1-15-1 EXAM 9 ua 1/2" CW-DN I20 — EXAM h 1/2" CW-DN EE 1/2" HW-DN I I t 1/2" HW-DN 1/2" CW-DN I CAP PIPING IN WALL OFFICE I" I" CW-DN FOR FUTURE EXAM �I ROOM SINK 5A5E t OIILET t � c � 1/2" CW-DN 1 1/4" 3/4" HW-DN 1/2" HW-DN 1 CHA3TINCs 3/4" CW-DN CHARTING CLEAN STOIZ 1/2" CW-DN 23 WAITING BLDOL 1/2" HW-DN I/211 JANITOR C0- 2 1/2" HW-DN 1/2" CW-DN — EXAM 95 CHARTING —— ILED STOR 152 151 124 /— I I m n Hill 1/�.. I II I IO CCORRIDi PLUMBING DOMESTIC WATER FLOOR PLAN ADDENDUM#2 Richard E. )ones Associates New HealthFacility or: REF. DWG.#:Hudson Headwaters Health Network P-1 .2 DATE:3/23/11 Architects. Planners West Mountain Health Center&Pharmacy 339 Aviation Road 161 Carey Rd,Queensbury,NY 12804 . Queensbury,NewYork12804 SKETCH#:PROJECT#:1003 DRAWN BY:MWO Phone:)518)793-1015 Fax:1518)793-2223 PIPING REVISION AD D2'9 email:info@rejaorchitects.com Richard E.Jones Associates Architects-Environmental Planners 339 Aviation Road Queensbury,NY 12804 Telephone(518) 793-1015 Fax(518)793-2223 E-mail:info@reiaorchitects.com Pre- Bid Meeting Minutes JOB#1003 THE WEST MOUNTAIN HEALTH CENTER 161 Carey Road Queensbury,New York 12804 March 23,2011 In Attendance Richard Jones/Jorge Correa—Richard E.Jones Associates George Purdue—Hudson Headwaters Health Network M.Bates—Gallo Construction Corp.mbates@gallogc.com Terry Lord—VMJR Companies bidinfo@vmircompanies.com Jim McCormick—TMG,LLC tmalic@roadrunner.com Patrick Gebbie—Bette&Cring dfalvo@bettecrin-g.com ieptinstall@bettecring.com Carl Ross—Riznick Construction carlross39760vahoo.com clross@riznickccny.com Bob Guthorn—Mercer Construction rguthorn@mcc55.com P.J.Beaudry—Bishop Bishop Beaudry Construction pbeaudrv@bishopbeaudry.com Josh Wainman—Wainschaf Associates Inc.iwainman@waiconstruction.com Dennis Breitgan—Neagley&Chase Construction Co.dennis@neagleychase.com Brian Conlin—UW Marx bconlin@uwmarx.com Edward Salisbury—Rosch Brothers ed(@roschbrothers.com Ryan Goodall—Sano Rubin rvang@sano-rubin.com Russ Catalfamo—Sano Rubin russc@sano-rubin.com Brian King—Cutting Edge Group bvk@cuttingedcge-qroup.com Marc DeCashs—Collins Mechanical collinsmech(@verizon.net Kevin Rozell—Rozell East krozell(@rozellind.com Patrick Jones-McBain Electric estimatinq@nycap.rr.com Gary Hill-Stilsing Electric ghill@stilsingelectric.com Jim Abrantes—Phoenix Group iabrantes@phoenixgroun-contracting.com Damon Nellis—Sparks Excavating Inc.d nellis@att.net Dale Evans—DE Sitework dale@desiteworkpius.com Rubin Ellsworth—Ellsworth&Son Excavating digging@ellsworthexcavating.com Jeff Johnson—Charles Friedman Exc.cffriedmanexcavating@vahoo.com Nick Daigle—N Daigle Construction daiglenick@vahoo.com S.Kroese—Kilby Gannon skrosse@kilbvaannon.com Ed Powers—Powers Drywall&Insulation adpo530drywalixchange.com Chris Jones—NY Fire&Security chris.iones@nyfire.biz Jeff Smith—Curtis Lumber ismith@curtislumber.com Bill Coons—Builders Installed Products billcoons@ymail.com 1. General discussion of bid process: • Bids due on April 5,2011 @ 2:00 PM.Bids will be received at the meeting room at the West Glens Falls Volunteer Fire Co at 33 Luzeme Road,Queensbury,NY at which time the shall be opened publically. • Bid security is,required,5%of bid amount in certified check or bid bond. 1 • Provide non-collusive bidding certificate and corporate resolution,if required. • Performance,labor,material bonds must be provided upon award of contract for the full value of the contract. • The Hudson Headwaters Health Network is tax exempt and a tax exempt certificate will be provided to the contractors upon execution of the contracts for construction. • The project is subject to the Davis Bacon Act and prevailing rate requirements. • Addendum 1 was distributed to all in attendance and reviewed with regard to the requirements for liquidated damages for all prime contracts.Please note that time is of the essence regarding project completion. • During bidding it is requested that all Contractors request for information(RFI)be in writing and either faxed or e-mailed to the Architect.Submit RFI's to the Architect no later than five days prior to the Bid receipt date. • Bidders requesting consideration for or equal items must provide adequate information to the Architect to allow review for conformance to the specified item. Requests should be forwarded to the Architect as soon as possible to provide ample time for the review. • Addendum 2 will be issued by 3/25/11 and will include the pre-bid meeting minutes. 2. General discussion of project ahasina,project schedule and construction process: • Refer to Specification Section 01312 for project phasing requirements and overall project schedule. Construction start April 11,2011 Substantial completion of all work by September 11,2011 • The Architect will be coordinating the project in concert with all prime contractors and weekly job meeting will be held on site for review of the project schedule. • Material and in place testing will be performed by a separate company employed by the Architect. 3. Question and answer session with all Bidders:(All questions will be answered by Addendum 2) • It was noted that there are several conflicts between the light fixture types on the plan and the fixture schedule. • Question regarding the glazing for interior fire doors and borrowed lights. • Electric and gas service orders have been initiated with National Grid. • General Contractor is responsible for procuring and paying for the building permit with the Town. REJA will meet with the Town Building Department to expedite the review for issuance of the building permit. • The pharmacy portion of the building is a shell only and the interior fit-up will be completed as a separate project. • The GC is to stub the sanitary line through the foundation wall for the proposed pharmacy area of the building. • Clearing of the site cannot commence until all snow is gone from the site as to enable implementation of the temporary storm water control measures. End of Pre-Bid Meeting Minutes 2 Richard E. Jones Associates Architects- Environmental Planners 339 Aviation Road Queensbury,NY 12804 Telephone(518) 793-1015 Fax(518)793-2223 E-mail:info@rejaarchitects.com Addendum' #3 JOB#1003 THE WEST MOUNTAIN HEALTH CENTER 161 Carey Road Queensbury,New York 12804 March 29,2011 This Addendum contains changes to the requirements of the Contract Documents. Such changes are to be incorporated into the Construction Documents and shall apply to the Work with the same meaning and force as if they had been included in the original document. Wherever this Addendum modifies a portion of a paragraph of the Specifications or a portion of any Drawing,the remainder of the paragraph or Drawing shall remain in force. Receipt of this Addendum shall be acknowledged on the Proposal Form. This Addendum No.3 consists of Addendum Item No.1 to 26 on 3 pages and Sketches ADD34 and ADD3-2. Specification Items 1. Section 01060—Regulatory Requirements;Article 1.03;Paragraph B;Item 2;Change to read as follows: . 2. The Owner shall pay all costs for such permits(other than building permits),fees and inspections including electrical,gas,telephone and CATV charges for service design and installation. 2. Section 01500—Temporary Facilities and Controls;Article 3.01;Paragraph B;Change Item 9 to read as follows:The Electrical Contractor shall include an allowance of$3,000 in their Base Bid to cover the cost for electricity used from the project system or temporary service. 3. Section 08551—Aluminum Clad Wood Windows; • Article 2.07;Paragraph A;Change color for weather stripping to read black. • Article 2.10;Paragraph A;Change 3/a"to read 7/8". Drawing Items 4. General Drawing Items; • Change reference to"Provide Continuous Termite Shield and Sill Seal Gasketing (Typ.)"where it appears on the Drawings to read"Provide Continuous Copper Termite Shield as manufactured by Hohmann&Barnard Co.or equal and Continuous Sill Seal Insulation(Typical)". • Change reference to"1/2"thick Advan-Tech(or equal)Plywood Sheathing"where it appears on the Drawings to read"1/2"thick Advan-Tech Wall Sheathing". • Change reference to"5/8"thick Advan-Tech(or equal)Deck with H-Clips"where it appears on the Drawings to read"5/8"thick Advan-Tech Roof Sheathing with H-Clips ADD3-1 5. Drawing SP-1;Planting Schedule; • Change the plant quantities as follows: BB=28 total,JC=62 total,YH=68 total and AB=9 total. • Type BC(Birch Clump);Change size to read 3"caliper. 6. Drawing SP-1;Water System Notes;Delete Notes A through H in their entirety. 7. Drawing SP-2;Site Plan—Layout and Planting Plan;Planting bed located on east side of the site near Carey Road;Change the planting designation from AV(19)to read VB(19). 8. Drawing SP-2;Site Plan Layout Notes; • Note 12;Add the following at the end of the note:(All work by Electrical Cont.) • Change Note 14 to read as follows: 14. Cast-in-place Concrete Curb,refer to Detail 18/SP-2. • Note 17;Add the following at the end of the note:(All work by Electrical Cont.) • Note 18;Add the following at the end of the note:(All work by HVAC Cont.) • Note 19;Add the following at the end of the note:(All work by Electrical Cont.) 9. Drawing SP-2;Site Plan—Layout and Planting Plan;Add the indication for Note 14 for all double line indications at all grass areas that surround the building,at the grass island area at the Pharmacy drive-thru and at the two island areas on the east side of the building in the middle of the parking lot. 10. Drawing SP-3;Key Notes; • Note 1;Add the following at the end of the note:(All work by Plumbing Cont.) • Note 4:Change to read as follows: A new line tap and water valve will not be required as the GC shall connect to the existing 8"water service tee at Street line with required series of reducers to facilitate the new 2'/2"ductile iron water service to the building.Water service installation to be completed per the Town of Queensbury Standards. • Note 5;Change size of water line to read 21/2". • Note 6;Change to read as follows: Transformer pad,curb and bollards by Electrical Cont. • Note 20;Add the following at the end of the note:(All work by HVAC Cont.) • Note 21;Add the following at the end of the note:(AII work by Electrical Cont.) 11. Drawing SP-3;Site Plan—Grading&Utilities;Add the following General Note#1: Note#1:All trenching,excavation and backfill required shall be by the respective Trade Contractor scheduled to complete the indicated work item.Work shall conform to requirements of Specification Section 02200—Earthwork. 12. Drawing SP-4;Add Detail 18/SP-2 Cast-In-Place Curb Detail as indicated on Sketch ADD3-1. 13. Drawing S-2; • Detail 11/S-1 Entrance Tower Upper Frame Detail;Plate Detail A;Plate thickness shall be 3/8"thick. • Detail 15/S-2 S.S.Bracket Detail;Add the following note:All plates to be 3/8"thick S.S., threaded rod to be 3/a"diameter S.S.with No.21/2 S.S clevice. 14. Drawing A-2.1;Reflected Ceiling Plan;Change the following: • Vestibule#101;Change 9'-4"ceiling height designation to read 10'-0"and change 10'-0"designation to read 10'-8". 15. Drawing A-2.1;Key Notes;Change the following: ADD3-2 • T f Key Note#5;Change to read:ACP Ceiling SystemType 2(Refer to Detail 4/A 2.1). 16. Drawing A-4.2; • Window Types;Window Type B;Change Model#to 3664. 17. Drawing A-5.1;Cross Sections A,Cross Section B,Cross Section C and Cross Section D; Make the following changes: • In the description for the Exterior Wall construction change"W"CDX Plywood Sheathing"to read"1/2"thick Advan-Tech Wall Sheathing". • In the description for the Roof Framing construction change"5/8"CDX Plywood with H- Clips"to read"5/8"thick Advan-Tech Roof Sheathing with H-Clips". 18. Drawing A-8.2; Door Schedule;Make the following changes: • For Doors#1-47 and 1-55 change frame material indication to read MET. • For Doors#1-16,1-36 and 1-54 change door type to`F'. 19. Drawing A-8.2;Door Types:Add Door Type F as indicated on Sketch ADD3-2. 20. Drawing P-0.1;Make the following changes: • Detail 6/13-0.1 Domestic Water Main Riser Detail;Delete Note 11 in its entirety. • Detail 7/P-0.1 Thrust Block Detail;Delete Detail in its entirety. r 21. Drawing P-1.1;Plumbing Sanitary Floor Plan;Add or change the following: I • In Toilet#159 and Toilet#160 change indication for LAV-4 to read LAV-1. • Add General Note 3 as follows: 3. All trenching,excavation and backfill required for underground sanitary piping by the Plumbing Contractor. 22. Drawing H-0.1;Furnace Schedule;Make the following changes: • In Remarks Column delete reference to Note 4 for F-1,F-2,F-3,F-4 and F-5. • Delete Note 4 at the bottom of the Schedule. 23. Drawing E-0.1;Single Line Diagram;Add the following note for the feeder from PPA to Ipanel PPA2:(4)#2,#8G,1 1/a"C. 24, Drawing E-0.1;Light Fixture Schedule;Make the following changes: • Fixture Type F6;Change Model#to read 124560. • Fixture Type F7;Change Model#to read 123776. • Fixture Type F8:Change Model#to read 205892. 25. Drawing E-1.1;Main Floor Power Plan;Add the following General Note: I • Add General Note 1 as follows: 1. All trenching,excavation and backfill required for underground electrical work by the Electrical Contractor. I26. Drawing E-1.2;Site Electrical Plan;Add the following or make the following changes: • Add General Note 1 as follows: 1. All trenching,excavation and backfill required for underground electrical work by the Electrical Contractor. • Change utility transformer note to read as follows:"Utility Transformer-Provide pad, curb and bollards per National Grid Specifications." End of Addendum No.3 IADD3-3 I I 114 REBAR II/2' RADIUS I' RADIUS FINISH GRADE FINISH GRADE CAST-IN-PLACE CONCRETE CURB r =_) 4,000 PSI AT 26 DAYS IN d' a COMPACTED GRAVEL _�• .` a. ° • N.Y.S. D.O.T.SECTION 304 SUBBASE TYPE 4 I =� I I• ( I III COMPACTED OR UNDISTURBED SUBGRADE ` NOTE: PROVIDE (2) 94 BARS 3' FROM TOP 1 BOTTOM. I 18 CAST-IN-PLAGE CURB DET/i�NL �-21/2" = T-O I I IA New Health Facility for: REF. DWG. #: LIDATE UM#3 Richard E. Jones Associates Hudson Headwaters.Health Network Sp^4 301i1 Architects• Planners West Mountain Health Center&Pharmacy T#:1003 339 Aviation Road 161 Carey Rd,Queensbury, NY 12804 oueensbury,New York 12804 SKETCH #: BY:GRJ Phone:1518)79 @relo Fax Is.com 222s CAST-IN-PLAG CURB DETAIL A D3-1 email:InfoGrejaarch itects.com Ell 8' 8' 6 e. 14L 0 6L TYPE 6L.TYPE RM TO Ili TO Li 11 m m O b' O b' O 6L.WIT 1%.TYPE a-TYPE Im TO IIOER TO M TO Ef.FEDUIFa SGFEDULE) 5GHFDUI E) �o c ALCM.GI.V 11 T RAISED m To � PAlfl. Z 0 0 0 REF. ADDENDUM#3 Richard E. Jones Associates A New Health Facility for: DWG. #: Hudson Headwaters Health Network — DATE:3130AI Architects• Planners West Mountain Health Center&Pharmacy" A 8•2 PROJECT#:1003 339" °flan Road 161 Carey Rd,Queensbury,NY 12804 Queensbury,New York 12604 SKETCH #:: DRAWN BY:CRJ email:info-grejaorchifects.com Phone:(518)79&1015 Fax:(518(79&2223 DOOR TYP`5 ADD3-2 Richard E. Jones Associates Architects- Environmental Planners 339 Aviation Road Queensbury,NY 12804 Telephone(518) 793-1015 Fax(518)793-2223 E-mail:info@reiaarchitects.com Addendum #4 JOB#1003 THE WEST MOUNTAIN HEALTH CENTER 161 Carey Road Queensbury,New York 12804 March 29,2011 This Addendum contains changes to the requirements of the Contract Documents. Such changes are to be incorporated into the Construction Documents and shall apply to the Work with the same meaning and force as if they had been included in the original document. Wherever this Addendum modifies a portion of a paragraph of the Specifications or a portion of any Drawing,the remainder of the paragraph or Drawing shall remain in force. Receipt of this Addendum shall be acknowledged on the Proposal Form. This Addendum No.4 consists of Addendum Item No.1 to 7 on 2 pages and Sketches ADD4-1 to ADD4-5. Specification Items 1. Section 12370—Plastic Laminate Casework;Article 2.01;Paragraph A; Delete"Universal Custom Millwork,Schenectady,New York"and substitute"Solid Surface Craftsman,Inc., Glenville,New York". Drawing Items 2. Drawing SP-3;Key Notes; • Add the following at the end of Note 24: "Refer to Detail 8/SP-5". • Add the following at the end of Note 26: "and Detail 7/SP-5." 3. Drawing SP-3;Site Plan—Grading&Utilities;Make the following changes: • Change both spot elevations adjacent to SWT#1 to read 498.80'. • Add the following General Note: Refer to Storm Water Structure Schedule for top of structure elevations,pipe inverts, and general notes for all devices. 4. Drawing SP-4; • Delete Detail 15/SP-3 and substitute Detail 15/SP-3 Pipe Bedding Detail'as indicated on Sketch ADD4-5. • . Delete Detail 16/SP-3 and substitute Detail 16/SP-3 Infiltration Trench Detail as indicated _ on Sketch ADD4.4. • Add Storm Water Structure Schedule as indicated on Sketch ADD4-3. 5. Drawing SP-5; • Detail 1/SP-3 Typical Septic Tank Detail;Delete note referring to coal tar enamel.coating and substitute the following:Provide coal tar waterproof coating the entire interior of the tank. ADD4-1 • Add Detail 7/SP-5 Temporary Sediment Basin Detail as indicated on Sketch ADD4-1. • Add Detail 8/SP-5 Storm Water Settling Tank Detail as indicated on Sketch ADD4-2. 6. Drawing A-2.1;Reflected Ceiling Plan;Change the following: • Tenant Space 164 shall be changed to read Tenant Space 165.Vestibule#101;Change 9'-4"ceiling height designation to read 10'-0"and change 10'-0"designation to read 10'-8". 7. Drawing A-8.1;Room Finish Schedule;Make the following changes: • Mechanical 106;Add PES to the finish column for the ceiling. • Janitor 112;Change ceiling material to ACP-1. • Mechanical Room 156;Change ceiling material to GWB,add PES to the finish column for the ceiling and change ceiling height to 12'-3". • Tenant Space 165;Add GWB to the material column for the ceiling and add 14'-3"to ceiling height column. • Room Finish Note 3;Change to read as follows: 3. Fire tape all gypsum board wall and ceiling materials. End of Addendum No.4 ADD4-2 CREST MUST REMAIN AND� �� _ --/—� FLOW CREST WIDTH OUTFLOW OF CLEANER WATER INFLOW OF WATER SEDIMENT ATRRE WATER LEVEL l— III II�Ir 16" MIN. TEMPORARY SEDIMENT BASIN ' 1IIIlI'r ACCUMULATED SEDIMENT PROFILE II— CONSTRUCTION SPECIFICATIONS 1. CLEAR THE AREA OF ALL DEBRIS THAT WILL HINDER EXCAVATION. 2. GRADE APPROACH TO THE INLET UNIFORMLY AROUND THE BASIN. 3. VOLUME OF SEDIMENT STORAGE SHALL BE 1800 CUBIC FEET PER ACRE OF CONTRIBUTORY DRAINAGE AREA. 4. MINIMUM CREST WIDTH FT) SHALL BE 4 x DRAINAGE AREA (ACRES) 5. SEDIMENT SHALL BE REMOVED AND TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO 1/2 THE DESIGN DEPTH OF THE TRAP. REMOVED SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA AND N SUCH A MANNER THAT IT WILL NOT ERODE. 6. THE STRUCTURE SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED. 7. CONSTRUCTION OPERATIONS SHALL BE CARRIED OUT IN SUCH A MANNER THAT EROSION AND WATER POLLUTION SHALL BE MINIMIZED. 8. ALL CUT SLOPES SHALL BE 1:1 OR FLATTER. MAXIMUM DRAINAGE AREA: 5 ACRES 9. UPON STABILIZATION OF CONTRIBUTING DRAINAGE AREA, FILL BASIN WITH STABLE SOIL TO FINAL GRADE, COMPACT IT PROPERLY AND STABILIZE WITH PERMANENT SEEDING. -� TEMPORARY SEDIMENT BASIN DETAIL SP-5 NTS A New Health Facility for: REF.DWG.#: ADDENDUM#4 Richard E. Jones Associates Hudson Headwaters Health Network Gp G DATE:3/31111 Architects• Planners West Mountain Health Center&Pharmacy �P-5. PROJECT#:1003 339 Aviation Road 161 Carey Rd,Queensbury, NY 12804 Queensbury,New York 128Q4 SKETCH#: DRAWN BY:BDC Phone:noll: 793 Tejo Fax:ts.co 93 2223 TEMPORARY SEDIMENT BASIN DETAIL AD D4-1 email:tnto®rejaarchttecfs.com _ � N J I� ram•+`Yy`• .tif,i�' �� r Y4f agwcoyzx g'� APE! �AD�gZ$n22 moon *: EN 8!a1 D y O Z +{ N z �� ymrn `•k. Z �' . • I� a b W rn 7101 D Z ,8 Y D � Z > n A New Health Facility for: REF. DWG.#: ADDENDUM�4 Richard E. )ones Associates Hudson Headwaters Health Network SP_5 DATE 3131N1 Architects* Planners West Mountain Health Center&Pharmacy 339AviationRoad 161 Carey Rd,Queensbury,NY 12804 Queensbury,New York 12804 SKETCH#: PROJECT# 1003 DRAWN BY:BDC Phone:n518j fo@reo �(s.com 2223 STORMWATER SETTLING TANK DETAIL ADD4-2 emal:intoQrejaarchifects.com M STORNWATER STRUCTURE SCHEDULE o W o LLcn Yo STRUCTURE TOP OF NORTH PIPE SOUTH PIPE EAST PIPE WEST PIPE REMARKS co Q NUMBER GRATE ELEV. INVERT INVERT INVERT INVERT w DW #1 441.00, - 492.15' - 492.15' NOTE I v o E z DW 92 498.00' - 493ST 492.15' - NOTE I o s co z DW 43 496.00' 492.91' - 492.12' - NOTE I o z a- Z ui DW a4 491.00' 492.12' - - 492.12' U co C 7 2 DW :5 491.00, - 492.12' - - = Uco C W DW 8L 491.00, - - - 492.15' - i °J DW u1 498.00' - - 492.12' 492.12' NOTE I = = a 3 T c - CB #1 498.20' 493.82' 493.32' - - 24' SUMP � _ :� T co CB 1t2 500.10' 49G.48' 491.59' - 494.G2' 24' SUMP Q ro w U SWT ttl 498.80, 494.41' 494.11. 494.41' SWT #2--j 498.20' 493.81, 493.81' NOTE I - PROVIDE TEMPORARY SEDIMENT TRAP PER DETAIL 1/SP-5, UPGRADIENT AND WEST OF DW81,WEST OF DW22.EAST OF DW43 AND WEST OF DW91 INLET GRATES. NOTE 2 - PIPE SIZE AS INDICATED ON SITE GRADING AND UTILITY PLAN DRAWING SP-3. u NOTE 3 - PROVIDE KOR-N-SEAL OR EQUAL, WATER TIGHT PIPE BOOT FOR ALL NEW PIPE CONNECTIONS TO CATCHBASINS AND tn c n STORM WATER SETTLING TANKS. Q o x cn a ' >° pt C H ° z 'o 'a O s� C � C w �_ r ' =' E Q � a) m L C U_ Cl r 14- BACKFILL AS NOTED BELOW E QYERLAP 12'DIA.PERP. H.D.P,E.PIPE FILTER FABRIC ALL AROUND WASHED 92 STONE NOTES: BACKPILL IN GRASS AREAS TO BE SUITABLE MATERIAL PLACED IN 1• MAXIMUM 12'LIFTS AND COMPACTED TO A 45%STD PROCTOR BACKPILL IN PAYED AREAS TO GRANULAR TYPE MATERIAL 2• PLACED IN r LIFTS AND COMPACTED TO A 45%STD PROCTOR BACKFILL AT TRENCH LOCATED AT EDGE OF PARKING LOT 3• TO BE 01 STONE WASHED. 16 INFILTRATION TRENCH DETAIL SP-3 lie° = 1'-0 ADDENDUM#4 Richard E. )ones Associates A New Health Facility for: REF. DWG.#: Hudson Headwaters Health Network S P-4 DATE:3131111 Architects• Planners West Mountain Health Center&Pharmacy PROJECT*1003 339 Aviation Road 161 Carey Rd,Queensbury,NY 12804 SKETCH#: Queensbury,New York 12W4 [DRAWN BY:BDC Phone:(S1l: 793 relo Fax ts.co 93 2223 INFILTRATION TRENCH DETAIL AD D4-4 email:Info@rejaarchitects.com NOTE:ALL BACK FILL.SHALL BE DONE IN V MAX.LIFTS COMPACTED AS SPECIFIED. PAVEMENT TOPSOIL t SEED U All IIAI 111t1 Q z \ UNDISTURBED SOIL WELL GRADED INORGANIC COMPACTED GRANULAR FILL d) a PIPE SIZE AS REQ'D. IN REFER TO SITE PLAN. Y"i� PIPE BEDDIN MATERIAL FOUNDATION TONE \�°*. �i 0MM" DOT SPEC. 103-02 Is PIPE BEDDING DETAIL $P-3 1/2" = 1'-0 ADDENDUM Richard E. Jones Associates -A New Health Facility for: REF. DWG.#: Hudson Headwaters Health Network SP-4 DATE;3131111 Architects* Planners West Mountain Health Center&Pharmacy 339 Aviation Road 161 Carey Rd,Queensbury, NY 12804 PROJECT#;1003 Queensbury.New York 12804 SKETCH#: DRAWN BY:BDC Phone:(5181 793 Pox:is zz23 PIPE BEDDING DETAIL AD D4-5 email:in(oCrerelaorchitects.com.com Richard E. Jones Associates Architects- Environmental Planners 339 Aviation Road Queensbury,NY 12804 Phone:(518)793-1015 Fax:(518)793-2223 E-mail:richardjones@rejaarchitects.com • r a n s mi a I Ta Town of Queensbury Building& Codes Department U C �01� Attention: Dave Hatin, Director.,' _ 742 Bay Road e - TUA OF G�U`�=NSBURY Queensbury, NY 12804 BUILDING & CODES Date: 11/1/11 Re: HHHN West Mountain Health Center-Carey Road Copies Date No. Description 1 7/22/11 ##3 Concrete Test Report-91 day breaks Dave, Attached is for your file.The 91 day tests were finally in excess of 4000 psi. Sincerely, Richard Jones,AIA Cc: File N&C � . PAOI-Prolects\2010\1003\Regulatory Agency\Buiding Deparhnent\TranmvIM 111101 conc test93.doc CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019- Phone:(518)399-1848. Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 3 :PAGE M 1 339 AVIATION ROAD INSPECTION DATE: 07/22/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122261 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 :, FOUNDATION WALL:SOUTHEAST CORNER-69'NORTH PLACEMENT LOCATION OF LOAD# 2 : FOUNDATION WALL:SOUTHEAST CORNER:69'-138'NORTH DELIVERED LOAD NUMBER: 1 2 TRUCK NUMBER/TICKET NUMBER: 4587/786013 4560 / 786014 YARDAGE DELIVERED/SUBTOTAL: 9.00/ 9.00 9.00 / 18.00 TIME CONC. BATCHED/ARRIVED: 12.501 1.05 1.40 / 1.51 TIME PLACEMENT BEGAN/ENDED: 1.10/ 1.43 1.54 / 2.25 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.88 0.75 SLUMP ON ARRIVAL (INCHES) 5.00 4.75 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 5.00 4.75 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 5.20 UNIT WEIGHT (PCF) (SPEC - ) 141.28 CONCRETE TEMP. (F) (SPEC 45 - 85) 82 82 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER! 122261- 122266 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138,,C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/25/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122261 07/29/11 7 29,450 2340 COARSE AGGREGATE#2: LBS. 122262 07/29/11 7 27,200 2170 COARSE AGGREGATE#3: LBS. 122263 08/19/11 28 38,350 3060 FINEAGGREGATE: LBS. 122264 08/19/11 28 41,650 3320 ADMIXTURE#1: OZS. 122265 09/16/11 56 48,200 3840 ADMIXTURE#2: OZS. 122266 10/21/11 91 53,900 4290 ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. Richard E. Jones Associates GCE0WI Architects-Environmental Planners 339 Aviation Road AUG 10 2011 Queensbury,NY 12804 Phone: (518) 793-1015 Fax:(518)793-2223 TOWN OF QUEENSBURY E-mail:dchardjonesQrejaarchitects.com BUILDING& CODES • Trans,mi tal To: Town of Queensbury _Building 8&Codes Department) Attention: Dave Hatin, Director,' 742 Bay Road Queensbury, NY 12804 Date: 8/5/11 Re: HHHN West Mountain Health Center-Carey Road Copies Date No. Description 7/26/11 #4 Concrete Test Report 1 7/27/11 #5 Concrete Test Report Dave, Attached is for your file. Sincerely, Richard Jones,AIA Cc: File Neagley&Chase P:\Oil-Projects\2010\1003\Regulatory Agency\Building Department\TransffKal 1108D5 conc test#4-#5.doc CONSTRUCTION-TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 4 :PAGE#: 1 339AVIATION ROAD INSPECTION DATE: .07/26/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW #12 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:LT.RAIN PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122339 CONCRETE FIELD INSPECTION & COMPRESSION . TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : YARDAGE REJECTED:EXCESSIVE ENTRAINED AIR PLACEMENT LOCATION OF LOAD# 2 : FOUNDATION WALL:EAST WING:EAST WALL;NORTH WALL;NORTH WING:EAST WALL,SOUTH THIRD PLACEMENT LOCATION OF LOAD# 3 : FOUNDATION WALL:NORTH WING:EAST WALL,NORTH TWO-THIRDS DELIVERED LOAD NUMBER: 1 2 3 TRUCK NUMBER/TICKET NUMBER: 4562/786067 4558 / 786068 4566 /786069 YARDAGE DELIVERED/SUBTOTAL: 10.001 10.00 10.00 / 20.00 8.00 / 28.00 TIME CONC. BATCHED/ARRIVED: 1.30/ 1.44 1.45 / 2.00 2.24 / 2.37 TIME PLACEMENT BEGAN/ENDED: 1.55/ 1.55 2.10 / 3.00 3.02 / 3.20 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 0.42 1.25 0.93 SLUMP ON ARRIVAL (INCHES) 5.00 4.00 5.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 5.00 4.00 5.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 9.001 7.00 5.10 UNIT WEIGHT., (PCF) .(SPEC - ) 142.42 CONCRETE TEMP.; .(F) (SPEC 45 - 85 ) 80 82 80 NUMBER OF TEST SPECIMEN CAST --` -" 6 LAB CYLINDER CONTROL NUMBER: 122339 - 122344 DISCREPANCIES&REMARKS: 1: CONTRACTOR NOTIFIED:LOAD 1:ENTRAINED AIR,YARDAGE REJECTED. UNLESS NOTED ALL TESTING JAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/27/11 CEMENT: LBS. CYLINDER TEST TESTAGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122339 08/02/11 7 40,700 3240 COARSE AGGREGATE#2: LBS. 122340 08/02/11 7 38,150 3040 COARSE AGGREGATE#3: LBS. 122341 08/23/11 28 FINE AGGREGATE: LBS. 122342 08/23/11 28 ADMIXTURE#1: OZS. 122343 08/23/11 28 ADMIXTURE#2: OZS. 122344 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 4 :PAGE#:2 339 AVIATION ROAD INSPECTION DATE: 07/26/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW #12 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:LT.RAIN PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 4 : FOUNDATION WALL:NORTH WING:NORTH WALL DELIVERED LOAD NUMBER: 4 TRUCK NUMBER/TICKET NUMBER: 4561 /786075 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 38.00 TIME CONC. BATCHED/ARRIVED: 2.55/ 3.09 TIME PLACEMENT BEGAN/ENDED: 3.23/ 3.40 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.75 SLUMP ON ARRIVAL (INCHES) 4.50 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 4.50 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) UNIT WEIGHT (PCF) (SPEC - ) CONCRETE TEMP. (F) (SPEC 45 - 85 ) 80 NUMBER OF TEST SPECIMEN CAST LAB CYLINDER CONTROL NUMBER: DISCREPANCIES&REMARKS: CONTRACTOR NOTIFIED:LOAD 1:ENTRAINED AIR,-YARDAGE REJECTED. UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/27/11 CEMENT: : LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. COARSE AGGREGATE#2: LBS. COARSE AGGREGATE#3: LBS. FINE AGGREGATE: LBS. ADMIXTURE#1: OZS. ADMIXTURE#2: OZS. ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. R CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 1.2019 Phone:(5.18)399-1848, Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 5 :PAGE#: 1 339AVIATION ROAD INSPECTION DATE: 07/27/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: PETE DUNHAM #9 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:P.CLOUDY PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122417 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:INTERIOR BEARING WALLS:SOUTH END DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 4559/786099 YARDAGE DELIVERED/SUBTOTAL: 8.50/ 8.50 TIME CONC. BATCHED/ARRIVED: 1.55/ 2.00 TIME PLACEMENT BEGAN/ENDED: 2.12/ 3.16 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 1.35 SLUMP ON ARRIVAL (INCHES) 4.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 5.00 UNIT WEIGHT (PCF) (SPEC - ) 148.48 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 81 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 122417- 122422 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: AST M:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/28/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122417 08/03/11 7 42,900 3420 COARSE AGGREGATE#2: LBS. 122418 08/03/11 7 40,050 3190 COARSE AGGREGATE#3: LBS. 122419 08/24/11 28 FINE AGGREGATE: LBS. 122420 08/24/11 28 ADMIXTURE#1: OZS. 122421 08/24/11 28 ADMIXTURE#2: OZS. 122422 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. Richard E. Jones Associates Architects- Environmental Planners 339 Aviation Road Queensbury,NY 12804 Phone: (518) 793-1015 Fax: (518)793-2223 E-mail:richard)ones@re)aorchitects.com • Tra nsM itta To: Town of Queensbury I _ Building& Codes Department" LAttention: Dave Hatin, Director/ 742 Bay Road Queensbury, NY 12804 Date: 8/5/11 Re: HHHN West Mountain Health Center-Carey Road Copies Date No. Description 1 7/18/11 #1 Concrete Test Report 1 7/20/11 #2 Concrete Test Report 1 7/22/11 #3 Concrete Test Report Dave, Attached is for your file. Sincerely, Richard Jones,AIA Cc: File R\01-Projects\2010\1003\Regulatory Agency\Buldng DeFrtment\Transmittal 110805 conc test#1-#3.doc CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 1 :PAGE M 1 339 AVIATION ROAD INSPECTION DATE: 07/18/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: PETE DUNHAM #9 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:CLOUDY/RAIN PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122015 CONCRETE . FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOOTING:EAST WALLS,SOUTH HALF PLACEMENT LOCATION OF LOAD# 2: FOOTING:EAST WALLS,NORTH HALF;NORTH WALL PLACEMENT LOCATION OF LOAD# 3 : FOOTING:WEST WALLS,NORTH THREE-QUARTERS DELIVERED LOAD NUMBER: 1 2 3 TRUCK NUMBER/TICKET NUMBER: 4589/785883 4588 / 785884 4585 /785885 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 10.00 10.00 / 20.00 10.00 / 30.00 TIME CONC. BATCHED/ARRIVED: 7.09/ 7.44 7.53 / 8.22 8.38 / 8.55 TIME PLACEMENT BEGAN/ENDED: 8.b0.1 8.39 8.47 / 9.30• 9.36 / 10.15 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 1.50 1.621 1.621 SLUMP ON ARRIVAL (INCHES) 3.75 4.00 4.00 WATER ADDED ONSITE(GALLONS) -WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 3.75 4.00 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 6.00 UNIT WEIGHT (PCF) (SPEC - ) 145.63 CONCRETE TEMP...; .(F) (SPEC 45 - 85 ) 76 77 76 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBERS -122015--_122020 DISCREPANCIES&REMARKS: 1: CONTRACTOR NOTIFIED:LOAD 2,3:OVERTIME UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/19/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122015 07/25/11 7 46,750 3720 COARSE AGGREGATE#2: LBS. 122016 07/25/11 7 45,350 3610 COARSE AGGREGATE#3: LBS. 122017 08/15/11 28 FINEAGGREGATE: LBS. 122018 08/15/11 28 ADMIXTURE#1: OZS. 122019 08/15/11 28 ADMIXTURE#2: OZS. 122020 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: RESPECTFULLY-SUBMITTED,,, CONSTRUCTION TECHNOLOGY ; AA TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. �? CONSTRUCTION TECHNOLOGY . 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT:. RICHARD E.JONES ASSOCIATES REPORT NUMBER: 1 :PAGE* 2 339 AVIATION ROAD INSPECTION DATE: 07/18/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: PETE DUNHAM #9 ATTN: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:CLOUDY/RAIN PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 4 : FOOTING:WEST WALLS,SOUTH QUARTER;SOUTH WALL DELIVERED LOAD NUMBER: 4 TRUCK NUMBER/TICKET NUMBER: 4583/785886 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 40.00 TIME CONC. BATCHED/ARRIVED: 9.32/ 10.00 TIME PLACEMENT BEGAN/'ENDED: 10.20/ '11.00 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 1.47 SLUMP ON ARRIVAL (INCHES) - 3.50 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 3.50 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) UNIT WEIGHT (PCF) (SPEC - ) CONCRETE TEMP. (F) (SPEC 45 - 85 ) 76 NUMBER OF TEST SPECIMEN CAST LAB CYLINDER CONTROL NUMBER: DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/19/11 CEMENT: LBS. CYLINDER TEST TESTAGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. COARSE.AGG REGATE#2: LBS. COARSE AGGREGATE#3: LBS. FINE AGGREGATE: LBS. ADMIXTURE#1: OZS. ADMIXTURE#2: OZS. ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 2 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 07/20/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW #12 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 90's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122105 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:SOUTH WING:SOUTH WALL;WEST WALL,SOUTH HALF PLACEMENT LOCATION OF LOAD# 2 : FOUNDATION WALL:SOUTH WING:WEST WALL,NORTH HALF;WEST WALL;WEST WING:SOUTH WALL DELIVERED LOAD NUMBER: 1 2 TRUCK NUMBER[TICKET NUMBER: 4558/785953 4589 / 785954 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 10.00 10.00 / 20.00 TIME CONC. BATCHED/ARRIVED: 1.50/ 2.03 3.05 / 3.10 TIME PLACEMENT BEGAN/-ENDED: 2.13/ 2.51 3.14 / 3.40 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 1.02 0.58 SLUMP ON ARRIVAL (INCHES) 4.50 4.50 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 4.50 4.50 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 6.20 UNIT WEIGHT (PCF) (SPEC - ) 143.17 CONCRETE TEMP. .(F)_ . (SPEC 45 - 85 ) 901 90 1 NUMBEROF TEST.SPECIMEN CAST 6 LAB-CYLINDER-CONTROL NUMBER: - -- 122105= 122110 DISCREPANCIES&REMARKS: 1: CONTRACTOR NOTIFIED:LOAD 1,2:CONCRETE TEMPERATURES UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172; C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/21/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122105 07/27/11 7 34,100 2710 COARSE AGGREGATE#2: LBS. 122106 07/27/11 7 35,950 2860 COARSE AGGREGATE#3: LBS. 122107 08/17/11 28 FINE AGGREGATE: LBS. 122108 08/17/11 28 ADMIXTURE#1: OZS. 122109 08/17/11 28 ADMIXTURE#2: OZS. 122110 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7 RESPECT.F.ULL-Y SUBMITTED,;•., CONSTRUCTION TECHNOLOGY - er TOM JOSLIN,S.E.T. (N MANAGER TECHNICAL SVCS. v CONSTRUCTION TECHNOLOGY 4 William Street,Ballston-Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 3 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 07/22/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122261 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:SOUTHEAST CORNER-69'NORTH PLACEMENT LOCATION OF LOAD# 2 : FOUNDATION WALL:SOUTHEAST CORNER:69'-138'NORTH DELIVERED LOAD NUMBER: 1 2 TRUCK NUMBER/TICKET NUMBER: 4587/786013 4560 / 786014 YARDAGE DELIVERED/SUBTOTAL: 9.00/ 9.00 9.00 / 18.00 TIME CONC. BATCHED/ARRIVED: 12.501 1.05 1.40 / 1.51 TIME PLACEMENT BEGAN/ENDED: 1:10/ 1.43 1.54 / 2.25 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.88 0.75 SLUMP ON ARRIVAL (INCHES) 5.00 4.75 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 5.00 4.75 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 5.20 UNIT WEIGHT (PCF) (SPEC - ) 141.28 CONCRETE TEMP. (F) .(SPEC 45 - 85 ) 82 82 NUMBER OF TEST SPECIMEN CAST 6 i..1. .LAB GYLINDER-CONTROLNUMBER: - 122261 122266 DISCREPANCIES&REMARKS: i UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERVVISE NOTED ALL CYLINDERS RECEIVED: 07/25/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122261 07/29/11 7 29,450 2340 . COARSE AGGREGATE#2: LBS. 122262 07/29/11 7 27,200 2170 COARSE AGGREGATE#3: LBS. 122263 08/19/11 28 FINE AGGREGATE: LBS. 122264 08/19/11 28 ADMIXTURE#1: OZS. 122265 08/19/11 28 ADMIXTURE#2: OZS. 122266 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4:.. --. 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. Richard E. Jones Associates Architects- Environmental Planners 339 Aviation Road Queensbury,NY 12804 Phone:(518)793-1015 Fax: (518) 793-2223 E-mail:r chardjones@rejaarchitects.com Transm *lttal To: Town of Queensbury' Building & Codes Department Attention: Dave Hatin, Director 742 Bay-Road - Queensbury, NY 12804 Date: 8/5/11 Re: HHHN West Mountain Health Center-Carey Road Copies Date No. Description 6/21/11 #1 Soil Compaction Test Report 1 6/21/11 - Proctor for onsite material 1 7/18/11 - Proctor for borrow sand Dave, Attached are for your file. Sincerely, Richard Jones,AIA Cc:File R\Oil-Projects\2010\1003\Regulatory Agency\Building Department\Transmittal 110805 sail comp test#l.doc CONSTRUCTION TECfINOLOGY 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: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 1 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 06/21/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 FIELD INSPECTOR: BOB BEHAN ATT'N: MR.RICHARD JONES,P.E. PROJECT:WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. SOIL COMPACTION VERIFICATION REPORT :% INPLACE SOIL DENSITY MATERIALS LABORATORY DATA CODE MOISTURE MAX DENSITY PCF MATERIAL DESCRIPTION MATERIAL SOURCE 12482 12.7 108.2 SAND,fine/medium-trace Silt/Cla •trace fine Gravel ONSITE MATERIAL FIELD COMPACTION TEST RESULTS LOCATION OF TESTING: VIRGIN FOOTING SUBGRADE:INFORMATION ONLY ELEVATION REFERENCE: F.G.=FINISH GRADE=TOP OF FOOTING SUBGRADE COMPACTION TEST METHOD ASTM D-2922 CO-ORDINATE REFERENCE: PER LOCATION COMPACTION REQUIREMENTS: 90.0 % TEST SOIL SOIL DEPTH OR MOISTURE INPLACE DRY PERCENT NO. BEARING CODE ELEVATION .LOCATION OF TEST CONTENT DENSITY PCF COMPACT 1 12482 FINISH GRADE. FOOTING SUBGRADE:SE CORNER 1.9 % •401.6 93.9 % 2 12482 FINISH GRADE FOOTING-SUBGRADE;-SE-CORNER 32'N 1.7 % 102.8 95.0 % 3 12482 FINISH GRADE FOOTING SUBGRAE E:SE CORNER,32'N x 26W 2.3 % 103.4 95.6 % 4 12482 FINISH GRADE FOOTING SUBGRADE:SE CORNER,55'N 2.0 % 109.9 100.0 % 5 12482 FINISH GRADE FOOTING SUBGRADE:NE CORNER,35'S 1.6 % 98.6 91.1 % 6 12482 FINISH GRADE FOOTING SUBGRADE:NE CORNER 2.3 % 102.7 94.9 % 7 12482 FINISH GRADE FOOTING SUBGRADE:NE CORNER 40'W 3.4 % 104.7 96.8 % 8 12482 FINISH GRADE FOOTING SUBGRADE:NW CORNER 2.0 % 104.1 96.2 % 9 12482 FINISH GRADE FOOTING SUBGRADE:NW CORNER,30'S 1.8 % 103.8 95.9 % 10 12482 FINISH GRADE FOOTING SUBGRADE:SW CORNER,30'N 2.2 % 103.1 95.3 % REPORT DISTRIBUTION: GENERAL NOTES: RESPECTFULLY SUBMITTED, 1:FILE 1.D-1556=SAND CONE METHOD OF TEST CONSTRUCTION TECHNOLOGY 2: 2.D-2922=NUCLEAR GAUGE METHOD OF TEST _ 3._. .FF FINISH FLOOR 3: 4: 4. FG =FINISH GRADE 5: _ 5- - TOM JOSLIN,S:E.T.(NICET) 6- 6• MANAGER TECHNICAL SERVICES 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: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 1 :PAGE#: 2 339 AVIATION ROAD INSPECTION DATE: 06/21/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 FIELD INSPECTOR: BOB BEHAN ATT'N: 'MR.RICHARD JONES,P.E. PROJECT:WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. SOIL COMPACTION VERIFICATION REPORT::: INPLACE SOIL DENSITY MATERIALS LABORATORY DATA CODE MOISTURE MAX DENSITY PCF MATERIAL DESCRIPTION MATERIAL SOURCE 12482 12.7 108.2 SAND fine/medium•trace SilYCla ;trace fine Gravel ONSITE MATERIAL FIELD COMPACTION TEST RESULTS LOCATION OF TESTING: VIRGIN FOOTING SUBGRADE:INFORMATION ONLY ELEVATION REFERENCE: F.G.=FINISH GRADE=TOP OF FOOTING SUBGRADE COMPACTION TEST METHOD ASTM D-2922 CO-ORDINATE REFERENCE: PER LOCATION COMPACTION REQUIREMENTS: 90.0 % TEST SOIL SOIL DEPTH OR MOISTURE INPLACE DRY PERCENT NO. BEARING CODE ELEVATION LOCATION OF TEST CONTENT DENSITY PC COMPACT 11 12482 FINISH GRADE FOOTING SUBGRADE:SW CORNER 1.8 % -101.7 94.0 % 12 12482 1 FINISH GRADE FOOTING SUBGRADE:SW CORNER,20'E 2.0 % 102.5 94.7 % REPORT DISTRIBUTION: GENERAL NOTES: RESPECTFULLY SUBMITTED, 1:FILE 1.D-1556=SAND CONE METHOD OF TEST CONSTRUCTION TECHNOLOGY 2: 2.D-2922=NUCLEAR GAUGE METHOD OF TEST 3: 3. FF =FINISH FLOOR 4: 4. FG =FINISH GRADE 5: 5. TOM JOSLIN,S.E.T.(NICET) 6: 6: MANAGER TECHNICAL SERVICES 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: RICHARD E.JONES ASSOCIATES REPORT DATE: 07/18/11 339 AVIATION ROAD SAMPLE NUMBER: 12597 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER 154.009 LAB TECHNICIAN: BRYAN CASAW ATT'N: MR.RICHARD JONES,P.E. PROJECT: WEST MOUNTAIN HEALTH CENTER: CAREY ROAD,QUEENSBURY,NY. REPORT OF MOISTURE/DENSITY RELATION OF SOILS ::: PROCTOR MATERIAL SOURCE: BORROW:SAND MATERIAL DESCRIPTION: SAND,fine/medium;trace Silt/Clay;trace fine Gravel PROCTOR METHOD: ASTM D-1557:MODIFIED EFFORT GRADATION METHOD: ASTM D-1140/D-422:WASHED +3/4"CORRECTION: 110.9 PCF ZERO AIR VOIDS CURVE: 2.29 SPECIFIC GRAVITY MA3CMUM DENSITY 109.5 PCF OPTIMUM MOISTURE 11.3 % 115 GRADATION 114 SIEVE PERCENT SPECIFICATION SIZE PASSING ALLOWANCE 113 4" 3" 112 2 1/2" 2" w 111 __.-... 11/2" 7. 1" 100.0 [r 110 - - - 3/4" 94.5 F 1/2" 94.5 p 109 3/8" 94.5 V 1/4" 94.5 m 108 #4 94.4 V w 107 IL #8 94.3 y #10 z 106 416 92.7 D O #20 0. 105 #30 85.9 #40 75.7 104 #50 57.3 #60 103 #80 #100 21.7 102 #140 7 8 -9 10- - 11 12 -- --13 14 15 200 7.4 --- .MOISTURE-CONTENT:a:PERCENT-DRY WEIGHT — -- REPORT DISTRIBUTION: GENERAL NOTES:-", - . -Respectfully; - 1: - CONSTRUCTIO. TECHNOLOGY 2: 3: 4: TOM JOSLIN,S.E.T.,(NICET) 5: MANAGER TECHNICAL SERVICES • t 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: RICHARD E.JONES ASSOCIATES REPORT DATE: 06/21/11 339 AVIATION ROAD SAMPLE NUMBER: 12482 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 LAB TECHNICIAN: BRYAN CASAW ATT'N: MR RICHARD JONES,P.E. PROJECT: WEST MOUNTAIN HEALTH CENTER: CAREY ROAD,QUEENSBURY,NY. REPORT OF MOISTURE/DENSITY RELATION OF SOILS ::: PROCTOR MATERIAL SOURCE: ONSITE MATERIAL MATERIAL DESCRIPTION: SAND,fine/medium;trace Silt/Clay;trace fine Gravel PROCTOR METHOD: ASTM D-1557:MODIFIED EFFORT GRADATION METHOD: ASTM D-1140/D-422:WASHED ZERO AIR VOIDS CURVE: 2.33 SPECIFIC GRAVITY MAXDAUM DENSITY 108.2 PCF OPTIM MOISTURE 12.7 % 113 UM GRADATION 112 SIEVE PERCENT SPECIFICATION SIZE PASSING ALLOWANCE 111 4" 3" � 110 2 172 2':. w 109 1 1/2" 108 0 3/4" F 1/2" p 107 3/8" 100.0 U 1/4" 99.7 m 106 #4 99.4 V 1/8" to 105 IL #8 98.4 #10 Z .104 #16 93.7 D O #20 n 103 #30 82.1 #40 66.8 102 #50 44.0 #60 101 #80 #100 9.9 100 #140 9 10 11,. 12. 13 . ..14. . . __ 15 ::"16 17 #200 2.0 . _. •.. -:MOISTURE,CONTENT_:;;PERCENT DRY WEIGHT:...-" REPORT DISTRIBUTION: GENERAL NOTES: Respectfully; - 1: CONSTRUCTION TECHNOLOGY 2: 3: 4: TOM JOSLIN,S.E.T.,(NICET) 5: MANAGER TECHNICAL SERVICES Richard E. Jones Associates Architects-Environmental Planners 339 Aviation Road Queensbury,NY 12804 Phone:(518)793-1015 Fax:(518)793-2223 E-mail:richardjones@rejoarchitects.com Transmittal To: - Town of Queensbury -_+ Building& Codes Department, Attention: Dave Hatin, Director, 742 Bay Road!--- _ - - - Queensbury, NY 12804 Date: 11/2/11 Re: HHHN West Mountain Health Center-Carey Road Copies Date No. Description 1 9/13/11 #1 Wood Framing Inspection Report Dave, Attached are for your file. Sincerely, Richard Jones,AIA Cc: File N&C N\01-Projects\Y010\1003\RegL4atory Agency\BuUding Depahnerd\TramniRd I108xxwood 5aming(nspedom @l to#xdoc ilk CONSTRUCTION TECHNOLOGY INSPECTION&TESTING DIVISION,P.D.&T.S.,INC. 4 William Street,-Ballston Lalce,.New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 1 :PAGE 1 339 AVIATION ROAD REPORT DATE: 9/13/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 FIELD INSPECTOR: PETE DUNHAM ATTN: MR RICHARD JONES,P.E. PROJECT:WEST MOUNTAIN HEALTH CENTER:CA.REY ROAD,QUEENSBURY,NY. FIELD OBSERVATION REPORT As requested,CONSTRUCTION TECHNOLOGY visited the referenced project site. Purpose of the visit was to observe the installation of the structural wood framing at the referenced project. Upon completion,the following information is provided:_. Item# Observations noted:Work completed as of this date. 1: Truss rafter hurricane clips properly installed per plans/specifications in area A/J @ 1/5. 2: Truss hangers and skewed truss hangers properly installed per plans/specifications in area A/J @ 115. 3: Roof sheathing installed with proper nail pattern in area A/J @ 7/10. Item# Observations noted:Work to be completed. 4: Tension ties and girt truss ties per detail S-3, 1/2 require installation. 5; Corner brackets at hip truss wall comer connection per detail S-1, 1 require installation. 6: Truss hurricane ties in area A/J @ 5/10 require completion We hope the foregoing information is of assistance. Should there be any questions,or additional information requested,please contact this office immediately. REPORT DISTRIBUTION RESPECTFULLY SUBMITTED, 1.FILE 5. CONSTRUCTION TECHNOLOGY 2: 6. 3: 7. TOM JOSLIN,S.E.T.(1`IICE1) 4: 8. _ MANAGER TECHNICAL SERVICES - e i Richard E. Jones Associates Architects-Environmental Planners 339 Aviation Road Queensbury,NY 12804 Phone:(518)793-1015 Fax(518)793-2223 E-mail:richardjones@rejaarchitects.com • Transmittal To:—=-Town of Queensbury' Building &Codes Department Attention:Dave Hatin, Director ` M Bay Road-- Queensbury, NY.12804 Date: 11/2/11 Re: HHHN West Mountain Health Center-Carey Road Copies Date No. Description 1 8/17/11 #13 Concrete Test Report-28 day breaks 1 8/29/11 #14 Concrete Test Report-28 day breaks Dave, Attached is for your file.All 28 day tests were in excess of 4000 psi. Sincerely, Richard Jones,AIA Cc: File N&C N\01-Projects\2010\10D3\Regulatory Agency\B Wmng Deparlmenf\Tmnsmltd 110912 conc test#13 to•$14.0oc CONSTRUCTION -TECHNOLOGY 4 William Street,Ballston Lake,New York .12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 13 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 08/17/11 QUEENSBURY,'NEWYORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW #12 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 50/60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 123603 CONCRETE FIELD INSPECTION & COMPRESSION TEST. RESULTS PLACEMENT LOCATION OF LOAD# 1 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH PLACEMENT LOCATION OF LOAD# 2 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH PLACEMENT LOCATION OF LOAD# 3 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH DELIVERED LOAD NUMBER: 1 2 3 TRUCK NUMBER/TICKET NUMBER: 4588/786562 4559 / 786563 4562 / 786564 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 10.00 10.00 / 20.00 10.00 / 30.00 TIME CONC. BATCHED/ARRIVED: 6.151 6.40 6.45 / 7.10 7.00 / 7.21 TIME PLACEMENT BEGAN/ENDED: 6.44/ 6.54 7.15 / 7.21 7.24 / 7.33 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 0.65 0.60 0.55 SLUMP ON ARRIVAL (INCHES) 5.50. 5.00 5.25 -WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: 5.50 5.00 5.25 PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) ENTRAINED AIR (%VOL) (SPEC: - 3.00) 2.20 UNIT WEIGHT (PCF) (SPEC - ) 151.32. CONCRETE TEMP. (F) (SPEC 45 - 85) 74 74 72 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 123603- 123608 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/18/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 123603 08/24/11 7 43,600 3470 COARSE AGGREGATE#2: LBS. 123604 08/24/11 7 41,950 3340 COARSE AGGREGATE#3: LBS. 123605 09/14/11 28 53.850 4290 FINEAGGREGATE: LBS. 123606 09/14/11 28 52,600 4190 ADMIXTURE#1: OZS. 123607 09/14/11 28 53,200 4240 ADMIXTURE#2: OZS. 123608 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. r • S CONSTRUCTION.TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 13 :PAGE* 2 339 AVIATION ROAD INSPECTION DATE: 08/17/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW#12 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 50/60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY, OUR FILE LOCATION: 123609 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 4 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH PLACEMENT LOCATION OF LOAD# 5 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH PLACEMENT LOCATION OF LOAD# 6 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH DELIVERED LOAD NUMBER: 4 5 6 TRUCK NUMBER/TICKET NUMBER: 4561 /786565 4588 / 786566 4585 /786567 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 40.00 10.00 / 50.00 10.00 / 60.00 TIME CONC. BATCHED/ARRIVED: 7.13/ 9.37 7.25 / 7.50 7.50 / 8.15 TIME PLACEMENT BEGAN/ENDED: 7.40/ 7.47 7.52 / 8.00 8.16 / 8.25 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.57 0.58 0.58 SLUMP ON ARRIVAL (INCHES) 5.00 5.00 4.50 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: 5.00 5.00 4.50 PLACEMENT SLUMP(INCH) (SPEC: - 5.00) ENTRAINED AIR (%VOL) (SPEC: - 3.00 ) 2.00 UNIT WEIGHT (PCF) (SPEC - ) 152.07 CONCRETE TEMP. (F) (SPEC 45 - 85) 72 76 76 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER; 123609 - 123614 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/18/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I.' WATER: GAL. COARSE AGGREGATE#1: LBS. 123609 08/24/11 7 42,750 3400 COARSE AGGREGATE#2: LBS. 123610 08/24/11 7 44,450 3540 COARSE AGGREGATE#3: LBS. 123611 09/14/11 28 54,900 4370 FINEAGGREGATE: LBS. 123612 09/14/11 28 56,250 4480 ADMIXTURE#1: OZS. 123613 09/14/11 28 55,100 4390 ADMIXTURE#2: OZS. 123614 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 13 :PAGE#: 3 339 AVIATION ROAD INSPECTION DATE: 08/17/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW #12 ATTN: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 50/60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 7 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH PLACEMENT LOCATION OF LOAD# 8 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH PLACEMENT LOCATION OF LOAD# 9 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH DELIVERED LOAD NUMBER: 7 8 9 TRUCK NUMBER/TICKET NUMBER: 4559/786568 4561 / 786569 4588 / 786570 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 70.00 10.00 / 80.00 10.00 / 90.00 TIME CONC. BATCHED/ARRIVED: 8.041 8.27 8.24 _/ 8.46. 8.32 / 8.52 TIME PLACEMENT BEGAN/ENDED: 8.28/ 8.37 8.46 / 8.54 8.57 / 9.05 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.55 0.50 0.55 SLUMP ON ARRIVAL (INCHES) 5.00 5.00 5.25 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: 5.00 5.00 5.25 PLACEMENT SLUMP(INCH) (SPEC: - 5.00) ENTRAINED AIR (%VOL) (SPEC: - 3.00 ) UNIT WEIGHT (PCF) (SPEC - ) CONCRETE TEMP. (F) (SPEC 45 - 85) 76 74 76 NUMBER OF TEST SPECIMEN CAST LAB CYLINDER CONTROL NUMBER: DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/18/11 CEMENT: LBS. CYLINDER TEST TESTAGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. COARSE AGGREGATE#2: LBS. COARSE AGGREGATE#3: LBS. FINE AGGREGATE: LBS. ADMIXTURE#1: OZS. ADMIXTURE#2: OZS. ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN, NICET) MANAGER TECHNICAL SVCS. Y \ CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New.York 12019. Phone:(518)399-1848 Fax:(518)399-71913 " CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 14 :PAGE#- 1 339 AVIATION ROAD_ INSPECTION DATE: 08/29/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: '154.009 INSPECTOR&TEST SET: TONY SHAHINIAN#20 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 123872 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : SLAB ON GRADE:EAST ENTRANCE EXTERIOR PAD;NORTH ENTRANCE STEPS DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 4560/786796 YARDAGE DELIVERED/SUBTOTAL: 11.00/ 11.00 TIME CONC. BATCHED/ARRIVED: 8.20/ 8.30 ",. TIME PLACEMENT BEGAN/ENDED: 8.38/ 9.24 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 1.07 SLUMP ON ARRIVAL (INCHES) 4.25 WATER ADDED ONSITE(GALLONS) WATER-ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 4.25 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 7.00 UNIT WEIGHT (PCF) (SPEC - ) 144.12 CONCRETE TEMP. (F) (SPEC 45 - 85) 72 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 123872- 123877 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/30/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 123872 09/05/11 7 41,300 3290 COARSE AGGREGATE#2: LBS. 123873 09/05/11 7 43,250 3440 COARSE AGGREGATE#3: LBS. 123874 09/26/11 28 53,000 4220 FINEAGGREGATE: LBS. 123875 09/26/11 28 55,100 4390 ADMIXTURE#1: OZS. 123876 09/26/11 28 54,750 4360 ADMIXTURE#2: OZS. 123877 SPARE ADMIXTURE 93: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY S CONSTRUCT NOLOGY TO E.T. (NICET) NAGER TECHNICAL SVCS. Richard E. Jones Associates Architects-Environmental Planners 339 Aviation Road Queensbury,NY 12804 Rhone:(518)793-1015- Fax: (51'8) 793-2223 E-mail:r chardjonesQrejaarchitects.com Transm 'i'ttal To: Town of Queensburyi. Building& Codes Department^ AUG 2 2 2011 Attention: Dave Hatin, Director ---742-Bay Rodd- - TOWN OF QUEENSBURY Queensbury, NY 12804 BUILDING & CODES Date: 8/18/11 Re: HHHN West Mountain Health Center-Carey Road Copies Date No. Description 1 7/18/11 1 #1 Concrete Test Report-28 day breaks 1 7/20/11 #2 Concrete Test Report-28 day breaks Dave, Attached is for your file.All 28 day tests were in excess of 4000 psi. Sincerely, Richard Jones,AIA Cc: File N&C R\01-Projects\2010\1003\Regu1atory Agency\Bukfing Department\Transmittal 110818 conc test#1&#Zdoc CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 1 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 07/18/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: PETE DUNHAM #9 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:CLOUDY/RAIN PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD;QUEENSBURY,NY. OUR FILE LOCATION: 122015 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOOTING:EAST WALLS,SOUTH HALF PLACEMENT LOCATION OF LOAD# 2 : FOOTING:EAST WALLS,NORTH HALF;NORTH WALL PLACEMENT LOCATION OF LOAD# 3 : FOOTING:WEST WALLS,NORTH THREE-QUARTERS DELIVERED LOAD NUMBER: 1 2 3 TRUCK NUMBER/TICKET NUMBER: 4589/785883 4588 / 785884 4585 /785885 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 10.00 10.00 / 20.00 10.00 / 30.00 TIME CONC. BATCHED/ARRIVED: 7.09/ 7.44 7.53 / 8.22 8.38 / 8.55 TIME PLACEMENT BEGAN/ENDED: 8.00/ 8.39 8.47 / 9.30 9.35 / 10.15 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 1.50 1.621 1.621 SLUMP ON ARRIVAL (INCHES) 3.75 4.00 4.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: 5.00 ) 3.75 4.00 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 6.00 UNIT WEIGHT (PCF) (SPEC -- - ) 145.63 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 76 77 76 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 122015- 122020 DISCREPANCIES&REMARKS: 1: CONTRACTOR NOTIFIED:LOAD 2,3:OVERTIME UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/19/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.L. WATER: GAL. COARSE AGGREGATE#1: LBS. 122015 07/25/11 7 46,750 3720 COARSE AGGREGATE#2: LBS. 122016 07/25/11 7 45,350 3610 COARSE AGGREGATE#3: LBS. 122017 08/15/11 28 53,900 4290 FINEAGGREGATE: LBS. 122018 08/15/11 28 52,400 4170 ADMIXTURE#1: OZS. 122019 08/15/11 28 54,250 4320 ADMIXTURE#2: OZS. 122020 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. C � CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 1 :PAGE* 2 339 AVIATION ROAD INSPECTION DATE: 07/18/11 QUEENSBURY,.NEWYORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: PETE DUNHAM #9 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:CLOUDY/RAIN PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 4 : FOOTING:WEST WALLS,SOUTH QUARTER;SOUTH WALL DELIVERED LOAD NUMBER: 4 TRUCK NUMBER/TICKET NUMBER: 4583/785886 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 40.00 TIME CONC. BATCHED/ARRIVED: 9.32/ 10.00 TIME PLACEMENT BEGAN/ENDED: 10.20/ 11.00 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 1.47 SLUMP ON ARRIVAL (INCHES) 3.50 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IFAPPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 3.50 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) UNIT WEIGHT (PCF) (SPEC - ) CONCRETE TEMP. (F) (SPEC 45 - 85 ) 76 NUMBER OF TEST SPECIMEN CAST LAB CYLINDER CONTROL NUMBER! DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C7064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/19/11 CEMENT:. LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. COARSE AGGREGATE#2: LBS. COARSE AGGREGATE#3: LBS. FINE AGGREGATE: LBS. - ADMIXTURE#1: OZS. ADMIXTURE#2: OZS. ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: — 4: 8: — RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E. . MANAGER TECHNICAL SVCS. 1 CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 2 :PAGE M 1 339 AVIATION ROAD INSPECTION DATE: 07/20/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW #12 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 90's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122105 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:SOUTH WING:SOUTH WALL;WEST WALL,SOUTH HALF PLACEMENT LOCATION OF LOAD# 2 : FOUNDATION WALL:SOUTH WING:WEST WALL,NORTH HALF;WEST WALL;WEST WING:SOUTH WALL DELIVERED LOAD NUMBER: 1 2 TRUCK NUMBER/TICKET NUMBER: 4558/785953 4589 / 785954 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 10.00 10.00 / 20.00 TIME CONC. BATCHED/ARRIVED: 1.50/ 2.03 3.05 / 3.10 TIME PLACEMENT BEGAN/ENDED: 2.13/ 2:51 3.14 / 3.40 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 1.02 0.58 SLUMP ON ARRIVAL (INCHES) 4.50 4.50 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 4.50 4.50 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 6.20 UNIT WEIGHT (PCF) (SPEC - ) 143.17 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 90 1 90 1 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER! 122105- 122110 DISCREPANCIES&REMARKS: 1: CONTRACTOR NOTIFIED:LOAD 1,2:CONCRETE TEMPERATURES UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/21/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122105 07/27/11 7 34,100 2710 COARSE AGGREGATE#2: LBS. 122106 07/27/11 7 35,950 2860 COARSE AGGREGATE#3: LBS. 122107 08/17/11 28 51,150 4070 FINE AGGREGATE: LBS. 122108 08/17/11 28 54,200 4320 ADMIXTURE#1: OZS. 122109 08/17/11 28 53,300 4240 ADMIXTURE#2: OZS. 122110 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. Richard E. Jones Associates Architects-Environmental Planners 339 Aviation Road Queensbury,NY 12804 Phone: (518)793-1015 Fax: (518)793-2223 E-mail:r chardjones@rejaarchitects.com • Transmittal To: Town of Queensbury Building&Codes Department_ Attention: Dave Hatin, Director 742 Bay Road Queensbury, NY 12804 Date: 8/18/11 Re: HHHN West Mountain Health Center-Carey Road Copies Date No. Description 1 8/5/11 #11 Concrete Test Report Dave, Attached is for your file. Sincerely, Richard Jones,AIA Cc: File Neagley&Chase P:\Ol-Projects\2010\1003\Regulatory Agency\Building Department\Transmitta1110818 conc test#11.doc CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New,York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: , RICHARD E.JONES ASSOCIATES REPORT NUMBER: 11 :PAGE* 1 339 AVIATION ROAD INSPECTION DATE: 08/05/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR. RICHARD JONES,P.E. AMBIENT WEATHER: 80's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER: CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 123081 CONCRETE FIELD •INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:F.5/5-J/5-J/6-F.5/6 DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET'NUMBER: 4585 1786360 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 10.00 TIME CONC. BATCHED/ARRIVED: 10.28/ 10.45 TIME PLACEMENT BEGAN/ENDED: 10.50/ 11.25 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 0.95 SLUMP ON ARRIVAL (INCHES) 4.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 5.60 UNIT WEIGHT (PCF) (SPEC - ) 144.12 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 76 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 123081- 123086 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/08/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 123081 08/12/11 7 36,600 2910 COARSE AGGREGATE#2: LBS. 123082 081f2/11 7 34,950 2780 COARSE AGGREGATE#3: LBS. 123083 09/02/11 28 FINE AGGREGATE: LBS. 123084 09/02/11 28 ADMIXTURE#1: OZS. 123085 09/02/11 28 ADMIXTURE#2: OZS. 123086 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. l•' Y Richard E. Jones Associates Architects- Environmental Planners 339 Aviation Road Queensbury,NY 12804 Phone:(518)793-1015 Fax: (518) 793-2223 E-mail:r chardjones@rejaarchitects.com • Transmittal To: `-Town of Queensbury r, Building t Codes Department Attention: Dave Hatin, Director 742 Bay Road Queensbury, NY 12804 Date: 8/18/11 Re: HHHN West Mountain Health Center-Carey Road Copies Date No. Description 1 8/11/11 #3 Soil Compaction Test Report 1 8/12/11 #4 Soil Com action Test Report Dave, Attached are for your file. Sincerely, Richard Jones,AIA Cc: File `- N&C R\01-Projects\2010\1003\Regulatory Agency\Bulding DepcemenAfransafffial 110818 sal comp test#3&#4.daa 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: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 3 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 08/11/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 FIELD INSPECTOR: BOB BEHAN ATT'N: MR.RICHARD JONES,P.E. PROJECT:WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. SOIL COMPACTION VERIFICATION REPORT ::: INPLACE SOIL DENSITY MATERIALS LABORATORY DATA CODE MOISTURE MAX DENSITY PCF MATERIAL DESCRIPTION MATERIAL SOURCE 12597 11.3 110.9 SAND fine/medium-trace Silt/Cla •trace fine Gravel. BORROW:SAND FIELD COMPACTION TEST RESULTS LOCATION OF TESTING: SLAB ON GRADE SUBGRADE ELEVATION REFERENCE: F.F.=FINISH GRADE=TOP OF SLAB SUBGRADE COMPACTION TEST METHOD ASTM D-2922 CO-ORDINATE REFERENCE: PER LOCATION COMPACTION REQUIREMENTS: 90.0 % TEST SOIL SOIL DEPTH OR MOISTURE INPLACE DRY PERCENT NO. BEARING CODE ELEVATION LOCATION OF TEST CONTENT DENSITY PCF COMPACT 1 12597 FINISH GRADE SLAB ON GRADE SUBGRADE:C/4.2 4.3 % 109.8 99.0 % 2 12597 FINISH GRADE SLAB ON GRADE SUBGRADE:C.5/4.5 3.8 % 111.3 100.0 % 3 12597 FINISH GRADE SLAB ON GRADE SUBGRADE:D/4.7 3.8 % 110.8 99.9 % REPORT DISTRIBUTION: GENERAL NOTES: RESPECTFULLY SUBMITTED, 1:FILE 1.D-1556=SAND CONE METHOD OF TEST CONSTRUCTION TECHNOLOGY 2: 2.D-2922=NUCLEAR GAUGE METHOD OF TEST 3: 3. FF =FINISH FLOOR w 4: 4. FG =FINISH GRADE 5: 5. TOM JOSLIN,S.E.T.(NICET) 6: 6. MANAGER TECHNICAL SERVICES • �k 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: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 4 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 08/12/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: - 154.009 FIELD INSPECTOR: BOB BEHAN ATT'N: MR.RICHARD JONES,P.E. PROJECT:WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. SOIL COMPACTION VERIFICATION REPORT ::: INPLACE SOIL DENSITY MATERIALS LABORATORY DATA CODE MOISTURE MAX DENSITY PCF MATERIAL DESCRIPTION MATERIAL SOURCE 12597 11.3 110.9 SAND,fine/medium;trace Silt/Clay;trace fine Gravel BORROW:SAND FIELD COMPACTION TEST RESULTS LOCATION OF TESTING: SLAB ON GRADE SUBGRADE ELEVATION REFERENCE: F.F.=FINISH GRADE=TOP OF SLAB SUBGRADE COMPACTION TEST METHOD ASTM D-2922 CO-ORDINATE REFERENCE: PER LOCATION COMPACTION REQUIREMENTS: 90.0 % TEST SOIL SOIL DEPTH OR MOISTURE INPLACE DRY PERCENT NO. BEARING CODE ELEVATION LOCATION OF TEST CONTENT DENSITY PCF COMPACT 1 12597 FINISH GRADE SLAB ON GRADE SUBGRADE:F/8 5.6 % 109.9 99.1 % 2 12597 FINISH GRADE SLAB ON GRADE SUBGRADE:C/7 5.1 % 111.6 100.0 % . 3 12597 FINISH GRADE SLAB ON GRADE SUBGRADE:D/6 5.2 % 108.9 98.2 % REPORT DISTRIBUTION: GENERAL NOTES: RESPECTFULLY SUBMITTED, 1:FILE 1.D-1556=SAND CONE METHOD OF TEST CONSTRUCTION TECHNOLOGY 2: 2.D-2922=NUCLEAR GAUGE METHOD OF TEST 3: 3. FF =FINISH FLOOR tom++•• 4: 4. FG =FINISH GRADE 5: 5. TOM JOSLIN,S.E.T.(NICET) 6: 6. MANAGER TECHNICAL SERVICES S Richard E. Jones Associates Architects- Environmental Planners 339 Aviation Road Queensbury,NY 12804 Phone: (518)793-1015 Fax: (518) 793-2223 E-mail:dchardjones@rejaarchitects.com Transm 'i'ttal To: 'Town of Queensbury Building& Codes Department- Afte`ntion: Dave Hafin, Director �742-Bay ,Road----_------ Queensbury, NY 12804 Date: 8/12/11 Re: H H H N West Mountain Health Center-Carey Road Copies Date No. Description 1 7/28/11 #6 Concrete Test Report 1 7/29/11 #7 Concrete Test Report 1 8/1/11 #8 Concrete Test Report 1 8/2/11 #9 Concrete Test Report 1 8/3/11 #10 Concrete Test Report Dave, Attached is for your file. Sincerely, Richard Jones,AIA Cc: File Neagley&Chase R\Oil-Projects\2010\1003\Regulatory Agency\Building Department\Transmittal 110812 oonc test#b-#10.doc CONSTRUCTION TECHNOLOGY 4 William.Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax.-(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 6 :PAGE#: 1 339AVIATION ROAD INSPECTION DATE: 07/28/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW #12 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:P.CLOUDY PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122495 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:WEST WING:WEST WALL;NORTH WALL PLACEMENT LOCATION OF LOAD# 2 - FOUNDATION WALL:NORTH WING:WEST WALL,SOUTH HALF DELIVERED LOAD NUMBER: 1 2 TRUCK NUMBER/TICKET NUMBER: 4559/786138 4565 / 786139 YARDAGE DELIVERED/SUBTOTAL: 7.501 7.50 10.50 / 18.00 TIME CONC. BATCHED/ARRIVED: 12.20/ 12.31 1.04 / 1.13 TIME PLACEMENT BEGAN/ENDED: 12.40'/. IA3 1.20 / 1.45 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 0.88 0.68 SLUMP ON ARRIVAL (INCHES) 3.00 3.50 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 3.00 3.50 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 6.20 UNIT WEIGHT (PCF) (SPEC - ) 147.34 CONCRETE TEMP:. (F) (SPEC 45 - 85 ) 84 82 NUMBER-OF-TEST SPECIMEN CAST - -• - - --- - -- 6 LAB CYLINDER CONTROL NUMBER: 122495- 122500 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/29/11 .CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122495 08/04/11 7 38,850 3090 COARSE AGGREGATE#2: LBS. 122496 08/04/11 7 39,900 3180 COARSE AGGREGATE#3: LBS. 122497 08/25/11 28 FINEAGGREGATE: LBS. 122498 08/25/11 28 ADMIXTURE#1: OZS. 122499 08/25/11 28 ADMIXTURE#2: OZS. 122500 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: ya:Q RESPECTFULLY S-UBMI.TTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. E CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD.E.JONES ASSOCIATES REPORT NUMBER: 7 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 07/29/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW #12 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:P.CLOUDY PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122631 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOOTING:NORTH WING:INTERIOR PIERS PLACEMENT LOCATION OF LOAD# 2 : FOUNDATION WALL:NORTH WING:WEST WALL,NORTH HALF DELIVERED LOAD NUMBER: 1 2 TRUCK NUMBER/TICKET NUMBER: 4562/ 786166 4563 / 786167 YARDAGE DELIVERED/SUBTOTAL: 7.75/ 7.75 7.76 / 15.50 TIME CONC. BATCHED/ARRIVED: 12.251 12.40 1.07 / 1.21 TIME PLACEMENT BEGAw/-ENIDED: 12.54/ 1.44 1.07 / 2.02' CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 1.32 1.10 SLUMP ON ARRIVAL (INCHES) 4.50 4.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 4.50 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 6.00 UNIT WEIGHT (PCF) (SPEC - ) 142.79 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 86 1 85 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 122631- 122636 DISCREPANCIES&REMARKS: 1: CONTRACTOR NOTIFIED:LOAD 1:CONCRETE TEMPERATURE UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/01/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122631 08/05/11 7 45,500 3620 COARSE AGGREGATE#2: LBS. 122632 08/05/11 7 43,800 3490 COARSE AGGREGATE#3: LBS. 122633 08/26/11 28 FINE AGGREGATE: LBS. 122634 08/26/11 28 ADMIXTURE#1: OZS. 122635 08/26/11 28 ADMIXTURE#2: OZS. 122636 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)39971848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 8 PAGE#: 1 339AVIATION ROAD INSPECTION DATE: 08/01/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: TONY SHAHINIAN#20 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122761 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:NORTH END OF BUILDING:EAST&WEST CRAWL SPACE DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 4585/-786228 YARDAGE DELIVERED/SUBTOTAL: 9.00/ 9.00 TIME CONC. BATCHED/ARRIVED: 12.38/ 12.48 TIME PLACEMENT BEGAN/ENDED: 12.50/ 1.32 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.90 SLUMP ON ARRIVAL (INCHES) 4.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 6.50 UNIT WEIGHT (PCF) (SPEC - ) 143.55 CONCRETE TEMP. (F) (SPEC 45 - 85) 82 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 122761- 122766 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/02/11 CEMENT: LBS. CYLINDER TEST TESTAGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122761 08/08/11 7 36,750 2930 COARSE AGGREGATE#2: LBS. 122762 08/08/11 7 35,000 2790 COARSE AGGREGATE#3: LBS. 122763 08/29/11 28 FINE AGGREGATE: LBS. 122764 O8/29/11 28 ADMIXTURE#1: OZS. 122765 08/29/11 28 ADMIXTURE#2: OZS. 122766 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4:.....:.. 8: _ RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL.SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES . REPORT NUMBER: 9 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 08/02/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: TONY SHAHINIAN#20 ATT'N: MR.RICHARD JONES,P.E. ..,AMBIENT WEATHER:. 80's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122815 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOOTING:NORTHWEST&SOUTHWEST PORCHES DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 4585/786262 YARDAGE DELIVERED/SUBTOTAL: 7.00/ 7.00 TIME CONC. BATCHED/ARRIVED: 1.50/ 2.05 TIME PLACEMENT BEGAN/ENDED: 2.09/ 2.45 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.92 SLUMP ON ARRIVAL (INCHES) 4.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 6.10 UNIT WEIGHT (PCF) (SPEC - ) 145.26 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 84 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 122815- 122820 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/03/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. =815 08/09/11 7 41,100 3270 COARSE AGGREGATE#2: LBS. 122816 08/09/11 7 38,150 3040 COARSE AGGREGATE#3: LBS. 122817 08/30/11 28 FINE AGGREGATE: LBS. 122818 08/30/11 28 ADMIXTURE#1: OZS. 122819 08/30/11 28 ADMIXTURE#2: OZS. M820 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5; 2:SUPPLIER 6: 3: 7; 4: 8; RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION.TECHNOLOGY 4 William Street,Ballston Lake,New York .12019 " Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 10 :PAGE#: 1 339 AVIATION ROAD INSPECTION-DATE: 08/03/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: TONY SHAHINIAN#20 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:CLOUDY PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122923 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:NORTHWEST&NORTHEAST PORCHES DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 4585/786298 YARDAGE DELIVERED/SUBTOTAL: 9.00/ 9.00 TIME CONC. BATCHED/ARRIVED: 2.03/ 2.20 TIME PLACEMENT BEGAN/ENDED: 2.251 2.55 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.87 SLUMP ON ARRIVAL (INCHES) 4.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 6.10 UNIT WEIGHT (PCF) (SPEC - ) 145.45 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 84 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 122923- 122928 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C2 N, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/04/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT. LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122923 08/10/11 7 45,700 3640 COARSE AGGREGATE#2: LBS. 122924 08/10/11 7 47,350 3770 COARSE AGGREGATE#3: LBS. 122925 08/31/11 28 FINEAGGREGATE: LBS. 122926 08/31/11 28 ADMIXTURE#1: OZS. 122927 08/31/11 28 ADMIXTURE#2: OZS.. 122928 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. i� Richard E. Jones Associates Architects- Environmental Planners 339 Aviation Road Queensbury,NY 12804 Phone:(518)793-1015 Fax:(518)793-2223 E-mail:r chardjones@rejoarchitects.com Transm 'i'tta'l To: ( Town of Queensbury;,___ Building & Codes Department, Attention: Dave Hatin, Director 742 Bay Road Queensbury, NY 12804 Date: 8/12/11 Re: HHHN West Mountain Health Center-Carey Road Copies Date No. Description 1 8/8/11 #2 Soil Compaction Test Report Dave, Attached are for your file. Sincerely, Richard Jones,AIA Cc: File N&C P.\01-Projects\2010\1003\Regulatory Agency\Buldng Department\Transmittal 110812 sal comp test#2.doc 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: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 2 :PAGE*: 1 339AVIATION ROAD INSPECTION DATE: 08/08/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 FIELD INSPECTOR: DAVE CASAW ATT'N: MR.RICHARD JONES,P.E. PROJECT:WEST MOUNTAIN HEALTH CENTER;CAREY ROAD,QUEENSBURY,NY. SOIL COMPACTION VERIFICATION REPORT ::: INPLACE SOIL DENSITY MATERIALS LABORATORY DATA CODE MOISTURE MAX DENSITY PCF MATERIAL DESCRIPTION MATERIAL SOURCE 12482 12.7 108.2 SAND,fine/medium;trace Silt/Clay;trace fine Gravel ONSITE MATERIAL FIELD COMPACTION TEST RESULTS LOCATION OF TESTING: SLAB ON GRADE SUBGRADE ELEVATION REFERENCE: F.F.=FINISH FLOOR COMPACTION TEST METHOD ASTM D-2922 CO-ORDINATE REFERENCE: PER LOCATION COMPACTION REQUIREMENTS: 90.0 % TEST SOIL SOIL DEPTH OR MOISTURE INPLACE DRY PERCENT NO. BEARING CODE ELEVATION LOCATION OF TEST CONTENT DENSITY PCF COMPACT 1 12482 F.F. -0.58' SLAB ON GRADE SUBGRADE:G/2 8.2 % 105.2 97.2 % 2 12482 F.F. -0.58' SLAB ON GRADE SUBGRADE:G/3.5 5.2 % 108.6 100.0 % 3 12482 F.F. -0.58' SLAB ON GRADE SUBGRADE:C.5/2 4.9 % 106.9 9 8.8 4 12482 F.F. -0.58' SLAB ON GRADE SUBGRADE:C.5/3.5 7.4 % ' 106.1 98.1 % 5 12482 F.F. -0.58' SLAB ON GRADE SUBGRADE:B/2 .7.1 % 105.5 97.5 % 6 12482 F.F. -0.58' SLAB ON GRADE SUBGRADE:B/3.5 9.1 % 1Q6.9 98.8 % 7 12482 F.F. -0.58' SLAB ON GRADE SUBGRADE:G/1 2.1 % 108.2 100.0 % 8 12482 F.F. -0.58' SLAB ON GRADE SUBGRADE:F/1 2.8 % 106.1 98.1 % 9 12482 F.F. -0.58' SLAB ON GRADE SUBGRADE:C.5/1 3.9 % 108.4 100.0 % 10 12482 F.F. -0.58' SLAB ON GRADE SUBGRADE:C/1.6 2.8 % 105.5 97.5 REPORT DISTRIBUTION: GENERAL NOTES: RESPECTFULLY SUBMITTED, 1:FILE 1.D-1556=SAND CONE METHOD OF TEST CONSTRUCTION TECHNOLOGY 2: 2.D-2922=NUCLEAR GAUGE METHOD OF TEST - 3: 3. FF =FINISH FLOOR 4: 4. FG =FINISH GRADE 5: 5. TOM JOSLIN,S.E.T_(NICET) 6: 6. MANAGER TECHNICAL SERVICES p E E IE Richard E. Jones Associates JAN 0 9 2012 Architects-Environmental Planners 339 Aviation Road TOWN OF QUEENSBURY Queensbury,NY 12804 BUILDING& CODES Phone:(518) 793-1015 Fax:(518)793-2223 E-mail:6chardjones@rejaarchitects.com • ransmi a �To: _ Town of Queensbury Building& Codes_Department Attention:John O'Brien 742 Bay Road Queensbury, NY 12804 Date: 01/09/12 Re: West Mountain Health Center&Pharmacy- HHHN Copies Date No� Description [Et 12/28/11 - Blower door test results document Sincerely, Richard Jones,AIA Cc: File N&C Owner 1 I ; P:\01-Projects\201 0\1 003\Regulatory Agency\BuOdng Department\Tronsm ftal 120109 Blower door test doc f o, f Terry Brennan Camroden Associates 7240 East Carter Road Westmoreland,NY 13490 315-336-7955 December 28, 2011 TO: Richard Jones FROM: Terry Brennan RE: Hudson Headwaters Health Center and Pharmacy Fan Pressure Test Test Results: The Health Center and the Pharmacy both pass the test. They are significantly tighter than the target of 0.40 cf-n/ft2 enclsoure at 75 pascals— 10%and 55%respectively. The overall building is 29%tighter than the target. Introduction Richard E. Jones Associates retained Camroden Associates,Inc.to pressure test the Hudson Headwaters Health Network West Mountain Health Center and Pharmacy. The Health Center and Pharmacy is a single story slab on grade,brick veneer building located at 161 Carey Road in Queensbury,NY. The test was conducted on December 27, 2011. Testing The building consists of two sections separated by a fire rated wall assembly. The Health Center occupies the southern end of the building. The pharmacy occupies the northern end of the building. The pharmacy is two feet taller than the health center. The air barrier in both sections is primarily provided by taped gypsum board on the exterior walls and bottom of roof trusses. The purpose of the test was to determine whether the air barrier requirements in the building code had been met. When a fan pressurization test is used to determine compliance,the building air leakage rate at an induced indoor-outdoor pressure difference must be less than or equal to 0.4 cfrn per square foot of enclosure. The enclosure surface area is determined by totaling the area of the walls, floors and ceilings that form the thermal enclosure of the building. Figure 1 shows the enclosure areas calculated by Camroden Associates, Inc. The total exterior enclosure area for the Health Center is 26,026 ft2. The target air leakage rate is 0.40 cfrn per square foot of enclosure at 75 pascals induced pressure difference. The maximum allowable leakage at 75 pascals for the Health Center is 0.40 x 26,026= 10,410 cfrn. The total exterior enclosure area for the Pharmacy is 6,755 ft2. The target air leakage rate is 0.40 cfrn per square foot of enclosure at 75 pascals induced pressure difference. The maximum allowable leakage at 75 pascals for the Pharmacy is 0.40 x 6,755=2,702 cfrn. The maximum allowable leakage for the entire enclosure is 13,112 cfm at 75 pascals. Page 12 reaftftJ—pressure t--,—� pham�'y space dgferenre between the ' Elxlasure area=6755112 Health Networks twomnesdudngthetest ' Endo-rearea=25.026= Figure 1 The area of the enclosure for each zone is shown in Figure 1. To measure the air leakage rate a depressurization test was conducted in accordance with ASTM E779. The test was conducted in a manner that measured the air leakage rate for the entire building and also simultaneously measured the air leakage rate of the health center and the pharmacy. This was achieved by using two fans to test the health center and one fan to test the pharmacy. During the test the door through the fire wall separating the two zones of the building was kept closed and the pressure difference between the two zones was maintained at zero. With zero pressure difference across the firewall the fan in the pharmacy measured the leakage through the exterior walls, ceiling and floor of the pharmacy and the fans in the health center measured the air leakage through the exterior walls, floor and ceiling of the health center. The total flow through all three fans measured the air leakage of the enclosure entire for the entire building. Page 13 Building Setup_ The building was placed in the following condition for the first test: • Exterior doors and windows were closed and latched (except for doors in which test fans were placed) • Outdoor air intakes and exhaust systems were closed: o The air handlers were turned off and the motorized dampers on the outdoor air intakes and general exhaust were placed in the closed position. o The exhaust fans for the men's and women's bathrooms were turned off. With the fans off the backdraft dampers close. • Three test fans were set up to test the building: o F 1 and F2 were set up in an east facing health center door o F3 was set up in the rear door of the pharmacy • An outdoor air pressure tap was set up on each of the four faces of the building, located at grade near the walls where wind effects would be minimized • Pressure taps were also located to measure the pressure difference between the pharmacy and the health center. • DG700 micromamometers were located to collect flow data from the fans, the pressure difference data across the shell and the interzonal pressure difference. They were connected via RS232 to USB converters to a computer. TECLOG2 software was used to record and display the data in one second intervals. 4, The equipment was put through a preliminary test run to be certain it was working correctly. Test Results The building was tested in depressurization mode. Depressurization mode was used because it will not blow the backdraft dampers open,but will include air leakage through the closed dampers. Data was collected at ten different induced test pressures. Regression analysis and confidence intervals were calculated using the methods in ASTM E779. The results are presented in Table 1. The Health Center and the Pharmacy are significantly tighter than the target— 10%and 55%respectively. The overall building is 29%tighter than the target. Table 1 Results target measure target measured %tighter than airflow d airflow airflow per airflow per target enclosure at 75 at 75 square foot square foot of surface pascals pascals of enclosure enclosure at area(ft2) (cfm) (cfm) at 75 pascals 75 pascals Entire 32,781 13,112 9,324 0.4 0.28 29% enclosure Health 26,026 10,410 9,324 0.4 0.36 10% center Pharmacy 6,755 2,702 1 1,217 1. 0.4 1. 0.18 55% r � Page 14 The individual test results are detailed below: The results for the whole building depressurization test are: Airflow at 75 pascals: 9324 cfin±0.5% (95% Confidence Interval) Flow coefficient: 764.8/Pen±4.9% n: 0.579±0.012 rz: 0.9992 The results are graphed below. s0o0 ---=--.... . .--._--_:-- -- -. - 8000 ....................:...............:.........:........... :.. �r 7000 ..:...............=...............=.........=...... . �: 6000 ............. ............. ...... U' 5000 .. : ............. : ............. . .. ......:........... ;.;. , . 4000 --..:.-------------- ............ ---------------------------- ...._.,._ - In r � . 2U0.0 r - - , 4 5 10 20 30 40 50 607080 Envelope Pressure (Pa) Figure 2 Air leakage test for entire building enclosure—both the health network and the pharmacy. The results for the Health Center only enclosure test are: Airflaw at 75 pascals.: 81.0.9.cfm:i--0.4%Q(95%Confidence Interval) Flow coefficient: 701.7 cfm/Pa^n f4.2% n: 0.567±0.011 rz: 0.9994 The results are graphed below. Page 15 - - .. 8000 ------------------- ---------•----- ---- . 7000 ....:...............:......... = = .:... .�. lit : a' 6000 .. ............. 5000 ------ ----- - -- '` --- tu i . ma4000 .................................. ............................................. . 3000 .... ............... ,- ...._.......................,... _ . / 2000 .......... - 4 5 10 20 30 40 50 607080 Envelope Pressure (Pa) Figure 3 test results for the health center enclosure only. The results for the Pharmacy only enclosure test are: Airflow at 75 pascals: 1217 cfin:L 5.0%(95%Confidence Interval) Flow coefficient: 70.1 cfm/Pen f49.5% n: 0.661 f0.123 r2: 0.94235 The results are graphed below. Page 6 ------------------------------------------------ 1000 --- ----- :....................... ....�.: 900 ---- ---------------=-------------- : ----- * _ ' 800.� ------ .-r 700 as . 600. ..... ........................................ ....---- ........... • 500 ------- ------------- 400 ----=---------------=------- --- = = _...._. .. 300 ------ ------ - ------- - --- 200 --- :_...:...:.�.: 4 5 10 20 30 40 50 607080 Envelope Pressure (Pa) Figure 4 test results for the pharmacy enclosure only. Test results are corrected to standard temperature and pressure. Indoor and outdoor temperature data were collected during the test period. Wind data is from the Weatherundeground GHENT station in Glens_Falls.- During the test the outdoor temperature was 40 degrees F,the wind was between 5 and 10 mph and the indoor temperature was 66 degrees F. Richard E. Jones Associates Architects- Environmental Planners 339 Aviation Road Queensbury,NY 12804 Phone: (518)793-1015 Fax: (518) 793-2223 E-mail:r chardjones@rejaarchitects.com Transm *lttal D CCE0WE To: Town of Queensbury ,_Building&Codes Department , �-Attention: Dave Hatin, Director SEP 14 2011 742-Bay Road- Queensbury, NY 12804 TOWN OF QUEENSBURY BUILDING & CODES Date: 9/12/11 Re: HHHN West Mountain Health Center-Carey Road Copies Date No. Description 1 7/22/11 #3 Concrete Test Report-28 day breaks 1 7/26/11 #4 Concrete Test Report-28 day breaks 1 7/27/11 #5 Concrete Test Report-28 day breaks 1 7/28/11 #6 Concrete Test Report-28 day breaks 1 7/29/11 #7 Concrete Test Report-28 day breaks 1 8/1/11 #8 Concrete Test Report-28 day breaks 1 8/2/11 #9 Concrete Test Report-28 day breaks 1 8/3/11 #10 Concrete Test Report-28 day breaks 1 8/5/11 #11 Concrete Test Report-28 day breaks 1 8/12/11 #12 Concrete Test Report-28 day breaks Dave, Attached is for your file.All 28 day tests were in excess of 4000 psi with the exception of Report #3.The additional cylinder will be tested at 56 days to check for design conformance. Sincerely, Richard Jones,AIA Cc: File N&C P:\Ol-Projects\2010\1003\Regulatory Agency\Building Department\Transmittal 110912 conc test#3 to#12doc CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 3 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 07/22/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122261 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:SOUTHEAST CORNER-69'NORTH PLACEMENT LOCATION OF LOAD# 2 :. FOUNDATION WALL:SOUTHEAST CORNER:69'-138'NORTH DELIVERED LOAD NUMBER: 1 2 TRUCK NUMBER/TICKET NUMBER: 4587/786013 4560 / 786014 YARDAGE DELIVERED/SUBTOTAL: 9.00/ 9.00 9.00 / 18.00 TIME CONC. BATCHED/ARRIVED: 12.50/ 1.05 1.40 / 1.51 TIME PLACEMENT BEGAN/ENDED:` 1.101 1.43 1.54 / 2.25 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.88 0.75 SLUMP ON ARRIVAL (INCHES) 5.00 4.75 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 5.00 4.75 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 5.20 UNIT WEIGHT (PCF) (SPEC - ) 141.28 CONCRETE TEMP. (F) (SPEC 45 - 85) 82 82 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 122261- 122266 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/25/11 CEMENT: LBS. CYLINDER. TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122261 07/29/11 7 29,450 2340 COARSE AGGREGATE#2: LBS. 122262 07/29/11 7 27,200 2170 COARSE AGGREGATE#3: LBS. 122263 08/19/11 28 38,350 3050 FINEAGGREGATE: LBS. 122264 08/19/11 28 41,650 3320 ADMIXTURE#1: OZS. 122265 09/16/11 56 ADMIXTURE#2: OZS. 122266 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY � TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 4 :PAGE M 1 339 AVIATION ROAD INSPECTION DATE: 07/26/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW #12 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:LT.RAIN PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122339 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF.LOAD# 1 : YARDAGE REJECTED:EXCESSIVE ENTRAINED AIR PLACEMENT LOCATION OF LOAD# 2 : FOUNDATION WALL:EAST WING:EAST WALL;NORTH WALL;NORTH WING:EAST WALL,SOUTH THIRD PLACEMENT LOCATION OF LOAD# 3 : FOUNDATION WALL:NORTH WING:EAST WALL,NORTH TWO-THIRDS DELIVERED LOAD NUMBER: 1 2 3 TRUCK NUMBER/TICKET NUMBER: 4562/786067 4558 / 786068 4566 / 786069 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 10.00 10.00 / 20.00 8.00 / 28.00 TIME CONC. BATCHED/ARRIVED: 1.30/ 1.44 1.45 / 2.00 2.24 / 2.37 TIME PLACEMENT BEGAN/ENDED:- 1.55/ 1.55 2.10 / 3.00 3.02 / 3.20 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 0.42 1.25 0.93 SLUMP ON ARRIVAL (INCHES) 5.00 4.00 5.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 5.00 4.00 5.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 9.001 7.00 5.10 UNIT WEIGHT (PCF) (SPEC - ) 142.42 CONCRETE TEMP. (F) (SPEC 45 - 85) 80 82 80 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 122339 - 122344 DISCREPANCIES&REMARKS: 1: CONTRACTOR NOTIFIED:LOAD 1:ENTRAINED AIR,YARDAGE REJECTED. UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/27/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122339 08/02/11 7 40,700 3240 COARSE AGGREGATE#2: LBS. 122340 08/02/11 7 38,150 3040 COARSE AGGREGATE#3: LBS. 122341 08/23/11 28 53,250 4240 FINE AGGREGATE: LBS. 122342 08/23/11 -28 52,600 4190 ADMIXTURE#1: OZS. 122343 08/23/11 28 55,050 4380 ADMIXTURE#2: OZS. 122344 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. 5 CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 4 :PAGE* 2 339 AVIATION ROAD INSPECTION DATE: 07/26/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW #12 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:LT.RAIN PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: . CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 4 : FOUNDATION WALL:NORTH WING:NORTH WALL DELIVERED LOAD NUMBER: 4 TRUCK NUMBER/TICKET NUMBER: 4561 /786075 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 38.00 TIME CONC. BATCHED/ARRIVED: 2.55/ 3.09 TIME PLACEMENT BEGAN/ENDED: 3.23/ 3.40 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.75 SLUMP ON ARRIVAL (INCHES) 4.50 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 4.50 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) UNIT WEIGHT (PCF) (SPEC - ) CONCRETE TEMP. (F) (SPEC 45 - 85) 80 NUMBER OF TEST SPECIMEN CAST LAB CYLINDER CONTROL NUMBER! DISCREPANCIES&REMARKS: CONTRACTOR NOTIFIED:LOAD 1:ENTRAINED AIR,YARDAGE REJECTED. UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/27/11 CEMENT: LBS. CYLINDER TEST TESTAGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. COARSE AGGREGATE#2: LBS. COARSE AGGREGATE#3: LBS. FINE AGGREGATE: LBS. ADMIXTURE#1: OZS. ADMIXTURE*2: OZS. ADMIXTURE#3: OzS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 5 :PAGE* 1 339 AVIATION ROAD INSPECTION DATE: 07/27/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: PETE DUNHAM #9 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:P.CLOUDY PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122417 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:INTERIOR BEARING WALLS:SOUTH END DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 4559/786099 YARDAGE DELIVERED/SUBTOTAL: 8.50/ 8.50 TIME CONC. BATCHED/ARRIVED: 1.55/ 2.00 TIME PLACEMENT BEGAN/ENDED: 2.121 3.16 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 1.35 SLUMP ON ARRIVAL (INCHES) 4.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 5.00 UNIT WEIGHT (PCF) (SPEC - ) 148.48 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 81 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 122417- 122422 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/28/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122417 08/03/11 7 42,900 3420 COARSE AGGREGATE#2: LBS. 122418 08/03/11 7 40,050 3190 COARSE AGGREGATE#3: LBS. 122419 08/24/11 28 54,300 4320 FINE AGGREGATE: LBS. 122420 08/24/11 28 58,600 4670 ADMIXTURE#1: OZS. 122421 08/24/11 28 56,950 4530 ADMIXTURE#2: OZS. 122422 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. T) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 6 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 07/28/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW #12 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:P.CLOUDY PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122495 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:WEST WING:WEST WALL;NORTH WALL PLACEMENT LOCATION OF LOAD# 2 : FOUNDATION WALL:NORTH WING:WEST WALL,SOUTH HALF DELIVERED LOAD NUMBER: 1 2 TRUCK NUMBER/TICKET NUMBER: 4559/786138 4565 / 786139 YARDAGE DELIVERED/SUBTOTAL: 7.50/ 7.50 10.50 / 18.00 TIME CONC. BATCHED/ARRIVED: 12.20/ 12.31 1.04 / 1.13 TIME PLACEMENT BEGAN/ENDED: 12.40/ 1.13 1.20 / 1.45 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 0.88 0.68 SLUMP ON ARRIVAL (INCHES) 3.00 3.50 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 3.00 3.50 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 6.20 UNIT WEIGHT (PCF) (SPEC - ) 147.34 CONCRETE TEMP. (F) (SPEC 45 - 85) 84 82 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER; 122495- 122500 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING JAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 07/29/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122495 08/04/11 7 38,850 3090 COARSE AGGREGATE#2: LBS. 122496 08/04/11 7 39,900 3180 COARSE AGGREGATE#3: LBS. 122497 08/25/11 28 51,600 4110 FINE AGGREGATE: LBS. 122498 08/25/11 28 53,450 4260 ADMIXTURE#1: 0ZS. 122499 08/25/11 28 52,050 4140 ADMIXTURE#2: OZS. 122500 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 7 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 07/29/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW #12 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:P.CLOUDY PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122631 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOOTING:NORTH WING:INTERIOR PIERS PLACEMENT LOCATION OF LOAD# 2 : FOUNDATION WALL:NORTH WING:WEST WALL,NORTH HALF DELIVERED LOAD NUMBER: 1 2 TRUCK NUMBER/TICKET NUMBER: 4562/786166 4563 / 786167 YARDAGE DELIVERED/SUBTOTAL: 7.75/ 7.75 7.75 / 15.50 TIME CONC. BATCHED/ARRIVED: 12.25/ 12.40 1.07 / 1.21 TIME PLACEMENT BEGAN/ENDED: 12.54/ 1.44 1.07 / 2.02 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 1.32 1.10 SLUMP ON ARRIVAL (INCHES) 4.50 4.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 4.50 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 6.00 UNIT WEIGHT (PCF) (SPEC - ) 142.79 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 86 1 85 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 122631- 122636 DISCREPANCIES&REMARKS: 1: CONTRACTOR NOTIFIED:LOAD 1:CONCRETE TEMPERATURE UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/01/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122631 08/05/11 7 .45,500 3620 COARSE AGGREGATE#2: LBS. 122632 08/05/11 7 43,800 3490 COARSE AGGREGATE#3: LBS. 122633 08/26/11 28 54,750 4360_ FINE AGGREGATE: LBS. 122634 08/26/11 28 55,800 4440 ADMIXTURE#1: OZS. 122635 08/26/11 28 56,000 4460 ADMIXTURE#2: OZS. 122636 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 8 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 08/01/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: TONY SHAHINIAN#20 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122761 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:NORTH END OF BUILDING:EAST&WEST CRAWL SPACE DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 4585/786228 YARDAGE DELIVERED/SUBTOTAL: 9.00/ 9.00 TIME CONC. BATCHED/ARRIVED: 12.38/ 12.48 TIME PLACEMENT BEGAN/ENDED: 12.50 1 1.32 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.90 SLUMP ON ARRIVAL (INCHES) 4.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) 4.00 ENTRAINED AIR (°/q VOL) (SPEC: 4.00- 7.00) 6.50 UNIT WEIGHT (PCF) (SPEC - ) 143.55 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 82 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 122761- 122766 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1664 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/02/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122761 08/08/11 7 36,750 2930 COARSE AGGREGATE#2: LBS. 122762 08/08/11 7 35,000 2790 COARSE AGGREGATE#3: LBS. 122763 08/29/11 28 50,550 4020 FINE AGGREGATE: LBS. 122764 08/29/11 28 51,200 4080 ADMIXTURE#1: OZS. 122765 08/29/11 28 53,100 4230 ADMIXTURE#2: OZS. 122766 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E. . MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 . Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 9 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 08/02/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: TONY SHAHINIAN#20 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 122815 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOOTING:NORTHWEST&SOUTHWEST PORCHES DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 4585/786262 YARDAGE DELIVERED/SUBTOTAL: 7.00/ 7.00 TIME CONC. BATCHED/ARRIVED: 1.50/ 2.05 TIME PLACEMENT BEGAN/ENDED: 2.09/ 2.45 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 0.92 SLUMP ON ARRIVAL (INCHES) 4.00 WATER ADDED ONSITE(GALLONS) WATER ADDED*AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IFAPPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 6.10 UNIT WEIGHT (PCF) (SPEC - ) 145.26 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 84 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 122815- 122820 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/03/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122815 08/09/11 7 41,100 3270 COARSE AGGREGATE#2: LBS. 122816 08/09/11 7 38,150 3040 COARSE AGGREGATE#3: LBS. 122817 08/30/11 28 53,400 4250 FINEAGGREGATE: LBS. 122818 08/30/11 28 55,100 4390 ADMIXTURE#1: OZS. 122819 . 08/30/11 28 54,750 4360 ADMIXTURE#2: OZS. 122820 SPARE ADMIXTURE 93: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 . Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 10 :PAGE#. 1 339 AVIATION ROAD INSPECTION DATE: 08/03/11 QUEENSBURY,NEW.YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: TONY SHAHINIAN#20 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:CLOUDY PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION• 122923 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:NORTHWEST&NORTHEAST PORCHES DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 4585/786298 YARDAGE DELIVERED/SUBTOTAL: 9.00/ 9.00 TIME CONC. BATCHED/ARRIVED: 2.03/ 2.20 TIME PLACEMENT BEGAN I ENDED: 2.25/ 2.55 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 0.87 SLUMP ON ARRIVAL (INCHES) 4.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 6.10 UNIT WEIGHT (PCF) (SPEC - ) 145.45 CONCRETE TEMP. (F) (SPEC 45 - 85) 84 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 122923- 122928 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/04/11 CEMENT: LBS. CYLINDER TEST TESTAGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 122923 08/10/11 7 45,700 3640 COARSE AGGREGATE#2: LBS. 122924 08/10/11 7 47.350 3770 COARSE AGGREGATE#3: LBS. 122925 08/31/11 28 54,300 4320 FINE AGGREGATE: LBS. 122926 08/31/11 28 54,950 4380 ADMIXTURE 91: OZS. 122927 08/31/11 28 55,500 4420 ADMIXTURE#2: OZS. 122928 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 11 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 08/05/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 80's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 123081 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:F.5/5-J/5-J/6-F.5/6 DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 4585/786360 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 10.00 TIME CONC. BATCHED/ARRIVED: 10.28/ 10.45 TIME PLACEMENT BEGAN/ENDED: 10.50-/ ..11.25 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.95 SLUMP ON ARRIVAL (INCHES) 4.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: . PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) -4.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00 ) 5.60 UNIT WEIGHT (PCF) (SPEC - ) 144.12 CONCRETE TEMP. (F) (SPEC 45 - 85) 76 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 123081- 123086 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31,.C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/08/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 123081 08/12/11 7 36,600 2910 COARSE AGGREGATE#2: LBS. 123082 08/12/11 7 34,950 2780 COARSE AGGREGATE#3: LBS. 123083 09/02/11 28 50,300 4000 FINE AGGREGATE: LBS. 123084 09/02/11 28 53,150 4230 ADMIXTURE#1: OZS. 123085 09/02/11 28 52,400 4170 ADMIXTURE#2: OZS. 123086 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. 1 CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 12 :PAGE#: 1 339AVIATION ROAD INSPECTION-DATE: 08/12/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BOB BEHAN #6 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 50/60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 123483 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : SLAB ON GRADE:ROOM 118,117,119,116 PLACEMENT LOCATION OF LOAD# 2 : SLAB ON GRADE:ROOM 120,115,121,115,128 PLACEMENT LOCATION OF LOAD# 3 : SLAB ON GRADE:ROOM 113,111,112,110 DELIVERED LOAD NUMBER: 1 2 3 TRUCK NUMBER/TICKET NUMBER: 4588/786482 4584 / 786483 4565 / 786484 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 10.00 10.00 / 20.00 10.00 / 30.00 TIME CONC. BATCHED/ARRIVED: 6.30/ 6.48 6.48 / 7.00 6.53 / 7.13 TIME PLACEMENT BEGAN/ENDED: 6.48/ 6.59 7.02 / 7.14 7.17 / 7.25 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.48 0.43 0.53 SLUMP ON ARRIVAL (INCHES) 5.75 5.50 5.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: 5.75 5.50 5.00 PLACEMENT SLUMP(INCH) (SPEC: - 5.00) ENTRAINED AIR (%VOL) (SPEC: - 3.00 ) 1.40 UNIT WEIGHT (PCF) (SPEC - ) 151.88 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 76 76 77 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 123483- 123488 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/15/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 123483" 08/19/11 7 39,300 3130 COARSE AGGREGATE#2: LBS. 123484 08/19/11 7 40,950 3260 COARSE AGGREGATE#3: LBS. 123485 09/09/11 28 56,800 4520 FINE AGGREGATE: LBS. 123486 09/09/11 28 57,300 4560 ADMIXTURE#1: OZS. 123487 09/09/11 28 56,750 4520 ADMIXTURE#2: OZS. 123488 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 12 :PAGE#. 2 339 AVIATION ROAD INSPECTION DATE: 08/12/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BOB BEHAN #6 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 50/60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 123489 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 4 : SLAB ON GRADE:ROOM 124,125,144, 148,141 PLACEMENT LOCATION OF LOAD# 5 : SLAB ON GRADE:ROOM 127,136 PLACEMENT LOCATION OF LOAD# 6 : SLAB ON GRADE:ROOM 140,137,138 DELIVERED LOAD NUMBER: 4 5 6 TRUCK NUMBER/TICKET NUMBER: 4589/786485 4588 / 786486 4563 / 786487 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 40.00 10.00 / 50.00 10.00 / 60.00 TIME CONC. BATCHED/ARRIVED: 7.13/ 7.29 7.29 / 7.41 7.51 / 8.08 TIME PLACEMENT BEGAN/ENDED: 7.311 7.41 7.45 / 8.06 8.12 / 8.21 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.47 0.62 0.50 SLUMP ON ARRIVAL (INCHES) 5.25 5.75 5.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: 5.25 5.75 5.00 PLACEMENT SLUMP(INCH) (SPEC: - 5.00) ENTRAINED AIR (%VOL) (SPEC: - 3.00) 1.3D UNIT WEIGHT (PCF) (SPEC - ) 150.56 CONCRETE TEMP. (F) (SPEC 45 - 85) 77 77 77 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER! 123489 - 123494 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I:@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/15/1.1 CEMENT: LBS. CYLINDER TEST TESTAGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 123489 08/19/11 7 39,850 3170 COARSE AGGREGATE#2: LBS. 123490 08/19/11 7 37,500 2990 COARSE AGGREGATE#3: LBS. 123491 09/09/11 28 56,400 4490 FINE AGGREGATE: LBS. 123492 09/09/11 28 58,250 4640 ADMIXTURE#1: OZS. 123493 09/09/11 28 57,550 4580 ADMIXTURE#2: OZS. 123494 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 12 : PAGE* 3 339 AVIATION ROAD INSPECTION DATE: 08/12/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BOB BEHAN #6 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 50/60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 7 : SLAB ON GRADE:ROOM 139,151, 145,146 PLACEMENT LOCATION OF LOAD# 8 : SLAB ON GRADE:ROOM 152,147,158 PLACEMENT LOCATION OF LOAD# 9 : SLAB ON GRADE:ROOM 148,154, 149 DELIVERED LOAD NUMBER: 7 8 9 TRUCK NUMBER/TICKET NUMBER: 4585 1786488 4589 / 786489 4588 / 786490 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 70.00 10.00 / 80.00 10.00 / 90.00 TIME CONC. BATCHED/ARRIVED: 7.58/ 8.20 8.20 / 8.40 8.42 / 8.55 TIME PLACEMENT BEGAN/ENDED: 8.24/ 8.36 8.43 / 8.54 8.58 / 9.19 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 0.63 0.57 0.62 SLUMP ON ARRIVAL (INCHES) 5.50 5.25 6.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IFAPPLICABLE: 5.50 5.25 6.00 PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) ENTRAINED AIR (%VOL) (SPEC: - 3.00) UNIT WEIGHT (PCF) (SPEC - ) CONCRETE TEMP. (F) (SPEC 45 - 85) 77 77 78 NUMBER OF TEST SPECIMEN CAST LAB CYLINDER CONTROL NUMBER: DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/15/11 CEMENT: LBS. CYLINDER TEST TESTAGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. COARSE AGGREGATE#2: LBS. COARSE AGGREGATE#3: LBS. FINE AGGREGATE: LBS. ADMIXTURE#1: OZS. ADMIXTURE#2: OZS. ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. ' CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 12 :PAGE#: 4 339 AVIATION ROAD INSPECTION DATE: 08/12/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BOB BEHAN #6 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 50/60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 123495 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 10 : SLAB ON GRADE:ROOM 155,156, 158 PLACEMENT LOCATION OF LOAD# 11 : SLAB ON GRADE:ROOM 162,159,160 DELIVERED LOAD NUMBER: 10 11 TRUCK NUMBER/TICKET NUMBER: 4585/786491 4589 / 786506 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 100.00 11.00 / 111.00 TIME CONC. BATCHED/ARRIVED: 9.10/ 9.25 9.40 / 9.53 TIME PLACEMENT BEGAN/ENDED: 9.30/ 9.46 9.58 / 10.15 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.60 0.58 SLUMP ON ARRIVAL (INCHES) 6.00 5.75 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: 6.00 5.75 PLACEMENT SLUMP(INCH) (SPEC: 5.00) ENTRAINED AIR (%VOL) (SPEC: - 3.00 ) 1.70 UNIT WEIGHT (PCF) (SPEC ) 152.07 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 78 78 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER! 123495- 123500 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/15/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 123495 08/19/11 7 34,750 2770 COARSE AGGREGATE#2: LBS. 123496 08/19/11 7 36,800 2930 COARSE AGGREGATE#3: LBS. 123497 09/09/11 28 53,450 4260 FINE AGGREGATE: LBS. 123498 09/09/11 28 53,700 4280 ADMIXTURE#1: OZS. 123499 09/09/11 28 56,050 4460 ADMIXTURE#2: OZS. 123500 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. Richard E. Jones Associates Architects-Environmental Planners 339 Aviation Road Queensbury,NY 12804 Phone: (518) 793-1015 Fax:(518)793-2223 E-mail:richard)ones@re)aorchitects.com Transm *ittalECIE � VE To: STown of Queensbury _ _ SEP 14 2011 - Building&Codes Department t~Aftention:-Dave-Hatin;Difector TOWN OF QUEENSBURY �742-Bay-Road-- - -- - — - - BUILDING &CODES Queensbury, NY 12804 Date: 9/12/11 Re: HHHN West Mountain Health Center-Carey Road Copies Date No. Description 1 8/12/11 #12 Concrete Test Report 1 8/17/11 #13 Concrete Test Report 1 8/29/11 #14 Concrete Test Report Dave, Attached is for your file. Sincerely, Richard Jones,AIA Cc: File Neagley&Chase P:\01-Projects\2010\1003\Regulatory Agency\Buldng Department\Transmittal 110912 conc test#12 to#14.doc CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 12 :PAGE#. 1 339 AVIATION ROAD INSPECTION DATE: 08/12/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BOB BEHAN #6 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 50/60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 123483 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS - PLACEMENT LOCATION OF LOAD# 1 : SLAB ON GRADE:ROOM 118,117, 119,116 PLACEMENT LOCATION OF LOAD# 2 : SLAB ON GRADE:ROOM 120,115,121,115, 128 PLACEMENT LOCATION OF LOAD# 3 : SLAB ON GRADE:ROOM 113,111,112.110 DELIVERED LOAD NUMBER: 1 2 3 TRUCK NUMBER/TICKET NUMBER: 4588/ 786482 4584 / 786483 4565 / 786484 YARDAGE DELIVERED/SUBTOTAL: 10.001 10.00 10.00 / 20.00 10.00 / 30.00 TIME CONC. BATCHED/ARRIVED: 6.30/ 6.48 6.48 / 7.00 6.53 / 7.13 TIME PLACEMENT BEGAN/ENDED: 6.48/ 6.59 7.02 / 7.14 7.17 / 7.25 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 0.48 0.43 0.53 SLUMP ON ARRIVAL (INCHES) 5.75 5.50 5.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: 5.75 5.50 5.00 PLACEMENT SLUMP(INCH) (SPEC: - 5.00) ENTRAINED AIR (%VOL) (SPEC: - 3.00 ) 1.40 UNIT WEIGHT (PCF) (SPEC - ) 151.88 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 76 76 77 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 123483- 123488 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/15/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 123483 08/19/11 7 39,300 3130 COARSE AGGREGATE#2: LBS. 123484 08/19/11 7 40,950 3260 COARSE AGGREGATE#3: LBS. 123485 09/09/11 28 FINE AGGREGATE: LBS. 123486 09/09/11 28 . ADMIXTURE#1: OZS. 123487 09/09/11 28 ADMIXTURE#2: OZS. 123488 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED,, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 12 :PAGE#: 2 339 AVIATION ROAD INSPECTION DATE: 08/12/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BOB BEHAN #6 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 50/60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 123489 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 4 : SLAB ON GRADE:ROOM 124,125,144,148, 141 PLACEMENT LOCATION OF LOAD# 5 : SLAB ON GRADE:ROOM 127,136 PLACEMENT LOCATION OF LOAD# 6 : SLAB ON GRADE:ROOM 140,137, 138 DELIVERED LOAD NUMBER: 4 5 6 TRUCK NUMBER/TICKET NUMBER: 4589/786485 4588 / 786486 4563 / 786487 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 40.00 10.00 / 50.00 10.00 / 60.00 TIME CONC. BATCHED/ARRIVED: 7.13/ 7.29 7.29 / 7.41 7.51 / 8.08 TIME PLACEMENT BEGAN/ENDED: 7.31 / 7.41 7.45 / 8.06 8.12 / 8.21 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.47 0.62 0.50 SLUMP ON ARRIVAL (INCHES) 5.25 5.75 5.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: 5.25 5.75 5.00 PLACEMENT SLUMP(INCH) (SPEC: 5.00) ENTRAINED AIR (%VOL) (SPEC: - 3.00) 1.30 UNIT WEIGHT (PCF) (SPEC ) 150.56 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 77 77 77 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 123489 - 123494 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/15/11 CEMENT: LBS. CYLINDER TEST TESTAGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 123489 08/19/11 7 39,850 3170 COARSE AGGREGATE#2: LBS. 123490 08/19/11 7 37,500 2990 COARSE AGGREGATE 93: LBS. 123491 09/09/11 28 FINE AGGREGATE: LBS. 123492 09/09/11 28 ADMIXTURE#1: OZS. 123493 09/09/11 28 ADMIXTURE#2: OZS. 123494 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. l b CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 12 :PAGE M 3 339 AVIATION ROAD INSPECTION DATE: 08/12/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BOB BEHAN #6 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 50/60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: CON-CRE.TE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 7 : SLAB ON GRADE:ROOM 139,151,145,146 PLACEMENT LOCATION OF LOAD# 8 : SLAB ON GRADE:ROOM 152,147,158 PLACEMENT LOCATION OF LOAD# 9 : SLAB ON GRADE:ROOM 148,154,149 DELIVERED LOAD NUMBER: 7 8 9 TRUCK NUMBER/TICKET NUMBER: 4585/786488 4589 / 786489 4588 / 786490 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 70.00 10.00 / 80.00 10.00 / 90.00 TIME CONC. BATCHED/ARRIVED: 7.58/ 8.20 8.20. / 8.40 8.42 / 8.55 TIME PLACEMENT BEGAN/ENDED: 8.24/ 8.36 8.43 / 8.54 8.58 / 9.19 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.63 0.57 0.62 SLUMP ON ARRIVAL (INCHES) 5.50 5.25 6.00 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: 5.50 5.25 6.00 PLACEMENT SLUMP(INCH) (SPEC: - 5.00) ENTRAINED AIR (%VOL) (SPEC: - 3.00 ) UNIT WEIGHT (PCF) (SPEC - ) CONCRETE TEMP. (F) (SPEC 45 - 85 ) 77 77 78 NUMBER OF TEST SPECIMEN CAST LAB CYLINDER CONTROL NUMBER: DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER:: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/15/11 CEMENT: LBS. CYLINDER TEST TESTAGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. COARSE AGGREGATE#2: LBS. COARSE AGGREGATE#3: LBS. FINE AGGREGATE: LBS. ADMIXTURE#1: OZS. ADMIXTURE#2: OZS. ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 12 :PAGE#:4 339 AVIATION ROAD INSPECTION DATE: 08/12/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BOB BEHAN #6 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 50/60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 123495 CONCRETE FIELD INSPECTION & COMPRES.SION TEST RESULTS PLACEMENT LOCATION OF LOAD# 10: SLAB ON GRADE:ROOM 155,156,158 PLACEMENT LOCATION OF LOAD# 11 : SLAB ON GRADE:ROOM 162, 159,160 DELIVERED LOAD NUMBER: 10 11 TRUCK NUMBER/TICKET NUMBER: 4585/786491 4589 / 786506 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 100.00 11.00 / 111.00 TIME CONC. BATCHED/ARRIVED: 9.10/ 9.25 9.40 / 9.53 TIME PLACEMENT BEGAN/ENDED: 9.30/ 9.46 9.58 / 10.15 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.60 0.58 SLUMP ON ARRIVAL (INCHES) 6.00 5.75 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: 6.00 5.75 PLACEMENT SLUMP(INCH) (SPEC: - 5.00 ) ENTRAINED AIR (%VOL) (SPEC: - 3.00) 1.70 UNIT WEIGHT (PCF) (SPEC - ) 152.07 CONCRETE TEMP. (F) (SPEC 45 - 85) 78 78 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER; 123495- 123500 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/15/11 CEMENT: LBS. CYLINDER TEST TESTAGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 123495 08/19/11 7 34,750 2770 COARSE AGGREGATE#2: LBS. 123496 08/19/11 7 36,800 2930 COARSE AGGREGATE#3: LBS. 123497 09/09/11 28 FINE AGGREGATE: LBS. 123498 09/09/11 28 ADMIXTURE#1: OZS. 123499 09/09/11 28 ADMIXTURE#2: OZS. 123500 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E. . MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 13 :PAGE#: i 339 AVIATION ROAD INSPECTION DATE: 08/17/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW #12 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 50/60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 123603 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH PLACEMENT LOCATION OF LOAD# 2 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH PLACEMENT LOCATION OF LOAD# 3 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH DELIVERED LOAD NUMBER: 1 2 3 TRUCK NUMBER/TICKET NUMBER: 4588 1786562 4559 / 786563 4562 /786564 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 10.00 10.00 / 20.00 10.00 / 30.00 TIME CONC. BATCHED/ARRIVED: 6.15/ 6.40 6.45 / 7.10 7.00 / 7.21 TIME PLACEMENT BEGAN/ENDED: 6.44/ 6.54 7.15 / 7.21 7.24 / 7.33 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50 ) 0.65 0.60 0.55 SLUMP ON ARRIVAL (INCHES) 5.50 5.00 5.25 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: 5.50 5.00 5.25 PLACEMENT SLUMP(INCH) (SPEC: - 5.00) ENTRAINED AIR (%VOL) (SPEC: - 3.00) 2.20 UNIT WEIGHT (PCF) (SPEC - ) 151.32 CONCRETE TEMP. (F) (SPEC 45 - 85) 74 74 72 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER: 123603- 123608 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617; C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/18/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 123603 08/24/11 7 43,600 3470 COARSE AGGREGATE#2: LBS. 123604 08/24/11 7 41,950 3340 COARSE AGGREGATE#3: LBS. 123605 09/14/11 28 FINE AGGREGATE: LBS. 123606 09/14/11 28 ADMIXTURE#1: OZS. 123607 09/14/11 28 ADMIXTURE#2: OZS. 123608 SPARE ADMIXTU RE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 13 :PAGE#: 2 339 AVIATION ROAD INSPECTION DATE: 08/17/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW #12 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 50/60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 123609 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 4 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH PLACEMENT LOCATION OF LOAD# 5 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH PLACEMENT LOCATION OF LOAD# 6 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH DELIVERED LOAD NUMBER: 4 5 6 TRUCK NUMBER/TICKET NUMBER: 4561 /786565 4588 / 786566 4585 / 786567 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 40.00 10.00 / 50.00 10.00 / 60.00 TIME CONC. BATCHED/ARRIVED: 7.13/ 9.37 7.25 / 7.50 7.50 / 8.15 TIME PLACEMENT BEGAN/ENDED: 7.40/ 7.47 7.52 / 8.00 8.16 / 8.25 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.57 0.58 0.58 SLUMP ON ARRIVAL (INCHES) 5.00 5.00 4.50 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: 5.00 5.00 4.50 PLACEMENT SLUMP(INCH) (SPEC: - 5.00) ENTRAINED AIR (%VOL) (SPEC: - 3.00) 2.00 UNIT WEIGHT (PCF) (SPEC - ) 152.07 CONCRETE TEMP. (F) (SPEC 45 - 85 ) 72 76 76 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER; 123609 - 123614 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/18/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 123609 08/24/11 7 42,750 3400 COARSE AGGREGATE#2: LBS. 123610 08/24/11 7 44,450 3540 COARSE AGGREGATE#3: LBS. 123611 09/14/11 28 FINE AGGREGATE: LBS. 123612 09/14/11 28 ADMIXTURE#1: OZS. 123613 09/14/11 28 ADMIXTURE#2: OZS. 123614 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE -5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. v 0 to CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 13 :PAGE#: 3 339 AVIATION ROAD INSPECTION DATE: 08/17/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: BRYAN CASAW #12 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 50/60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 7 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH PLACEMENT LOCATION OF LOAD# 8 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH PLACEMENT LOCATION OF LOAD# 9 : SLAB ON GRADE:NORTH HALF:PROCEEDING SOUTH-NORTH DELIVERED LOAD NUMBER: 7 8 9 TRUCK NUMBER/TICKET NUMBER: 4559/786568 4561 / 786569 4588 / 786570 YARDAGE DELIVERED/SUBTOTAL: 10.00/ 70.00 10.00 / 80.00 10.00 / 90.00 TIME CONC. BATCHED/ARRIVED: 8.04/ 8.27 8.24 / 8.45 8.32 / 8.52 TIME PLACEMENT BEGAN/ENDED: 8.28/ 8.37 8.46 / 8.54 8.57 / 9.05 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.55 0.50 0.55 SLUMP ON ARRIVAL (INCHES) 5.00 5.00 5.25 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: 5.00 5.00 5.25 PLACEMENT SLUMP(INCH) (SPEC: - 5.00) ENTRAINED AIR (%VOL) (SPEC: - 3.00) UNIT WEIGHT (PCF) (SPEC - ) CONCRETE TEMP. (F) (SPEC 45 - 85 ) 76 74 76 NUMBER OF TEST SPECIMEN CAST LAB CYLINDER CONTROL NUMBER; DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERVWSE NOTED ALL CYLINDERS RECEIVED: 06/18/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. COARSE AGGREGATE#2: LBS. COARSE AGGREGATE#3: LBS. FINE AGGREGATE: LBS. ADMIXTURE#1: OZS. ADMIXTURE#2: OZS. ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: RICHARD E.JONES ASSOCIATES REPORT NUMBER: 14 :PAGE#: 1 339 AVIATION ROAD INSPECTION DATE: 08/29/11 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 154.009 INSPECTOR&TEST SET: TONY SHAHINIAN#20 ATT'N: MR.RICHARD JONES,P.E. AMBIENT WEATHER: 60's:CLEAR PROJECT: WEST MOUNTAIN HEALTH CENTER:CAREY ROAD,QUEENSBURY,NY. OUR FILE LOCATION: 123872 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD#. 1 : SLAB ON GRADE:EAST ENTRANCE EXTERIOR PAD;NORTH ENTRANCE STEPS DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 4560/ 786796 YARDAGE DELIVERED/SUBTOTAL: 11.00/ 11.00 TIME CONC. BATCHED/ARRIVED: 8.20/ 8.30 TIME PLACEMENT BEGAN/ENDED: 8.38/ 9.24 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 1:07 SLUMP ON ARRIVAL (INCHES) 4.25 WATER ADDED ONSITE(GALLONS) WATER ADDED AT DISCRETION OF SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 4.25 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 7.00 UNIT WEIGHT (PCF) (SPEC - ) 144.12 CONCRETE TEMP. (F) (SPEC 45 - 85) 72 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER! 123872- 123877 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 08/30/11 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 123872 09/05/11 7 41,300 3290 COARSE AGGREGATE#2: LBS. 123873 09/05/11 7 43,250 3440 COARSE AGGREGATE#3: LBS. 123874 09/26/11 28 FINE AGGREGATE: LBS. 123875 09/26/11 28 ADMIXTURE#1: OZS. 123876 09/26/11 28 ADMIXTURE#2: OZS. 123877 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. COMcheck Software Version 3.8.1 Envelope Compliance Certificate 2010 New York Energy Conservation Construction Code Section 1: Project Information Project Type:New Construction Project Title:West Mountain Health Center Construction Site: Owner/Agent: Designer/Contractor: 161 Carey Road Hudson Headwaters Health Network Richard E.Jones Associates Architects Queensbury,NY 12804 9 Carey Road 339 Aviation Road Queensbury,NY 12804 Queensbury,NY 12804 Section 2: General Information Building Location(for weather data): Warren,New York Climate Zone: 6a Building Type for Envelope Requirements: Non-Residential Vertical Glazing/Wall Area Pct.: 8% Activity Tvoefs) Floor Area Healthcare-Clinic 8710 Section 3: Requirements Checklist Envel6pe PASSES:Desl�n 1%better than code. Climate-Specific Requirements: Component Name/Description Gross Cavity Cont. Proposed Budget Area or R-Value R Value U-Factor U-Factor(a) Perimeter Roof 1:Attic Roof with Wood Joists 8710 38.0 0.0 0.027 0.027 Exterior Wall 1:Wood-Framed,16"o.c. 6738 21.0 0.0 0.062 0.051 Window 1:Wood Frame:Double Pane with Low-E,Clear,SHGC 206 — --- 0.290 0.350 0.32 Window 2:Wood Frame:Double Pane with Low-E,Clear,SHGC 64 --- -- 0.280 0.350 0.32 Window 3:Wood Frame:Double Pane with Low-E,Clear,SHGC 196 — — 0.280 0.350. 0.32 Window 4:Wood Frame:Double Pane with Low-E,Clear,SHGC 36 — — 0.280 0.350 0.29 Door 1:Glass(>50%glazing):Nonmetal Frame,Entrance Door, 26 — -- 0.290 0.350 SHGC 0.14 Door 2:Wood,Swinging 67 — — 0.290 0.700 Door 3:Insulated Metal,Swinging 42 — — 0.085 0.700 Floor 1:Slab-On-Grade:Unheated,Vertical 4 ft. 550 — 10.0 — — (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements: Air Leakage,Component Certification,and Vapor Retarder Requirements: ,1. All joints and penetrations are caulked,gasketed,weather-stripped,or otherwise sealed. 2. Winnows,doors,and skylights certified as meeting leakage requirements. 3. Component R-values&U-factors labeled as certified. Section 4: Compliance Statement = Project Title:West Mountain Health Center Report date:05/25/11 Data filename: Untitled.cck Page.1 of 14 Compliance Statement The proposed envelope design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed envelope system has been designed to meet the 2010 New York Energy Conservation Construction Code requirements in COMcheck Version 3.8.1 and to comply with the mandatory requirements in the Requirements Checklist. When a Registered Design Professional has stamped and signed this page,they are attesting that to the best of his/her knowledge,belief,and professional judgment,such plans or specifications are in compliance with this Code. Name-Title Signature Dat .ns Project Title:West Mountain Health Center Report date:05/25/11 .Data filename: Untitled.cck Page 2-of 14 COMcheck Software Version 3.8.1 Interior Lighting .Compliance Certificate 2010 New York Energy Conservation Construction Code Section 1: Project Information Project Type:New Construction Project Title:West Mountain Health Center = Construction Site: Owner/Agent: Designer/Contractor. 161 Carey Road Hudson Headwaters Health Network Richard E.Jones Associates Architects Queensbury,NY 12804 9 Carey Road 339 Aviation Road Queensbury,NY 12804 Queensbury,NY 12804 Section 2: Interior Lighting and Power Calculation A B C D Area Category Floor Area Allowed Allowed Watts (ft2) Watts/ft2 (B x C) Healthcare-Clinic 8710 1 8710 Total Allowed Watts= 8710 Section 3: Interior Lighting Fixture Schedule A B C D E Fixture ID:Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. Healthcare Clinic 8710 s ft 1 `3 W hac.ww.«..u..w....a.a..aiamnuu..w... ...««...<....:...��a.u....u..«L.......:w.:«..-.,au...L.:«.::c a....L««..k...(_.u,.u.:w ...a.,....a.. .,n.�«._.,,„,,....«.....«., Linear Fluorescent 1:F1:Grid Troffer/48"T8 32W/Electronic u 2 66 64 4224 Linear Fluorescent 2:F2:Linear Pendant/48"T8 32W/Electronic 2 33 64 2112 Linear Fluorescent 3:F3:Industrial Strip/48"T8 32W/Electronic 2 7 64 448 Compact Fluorescent 1:F4:Recessed Downlight/Quad 2-pin 26W/Electronic 1 48 26 1248 Compact Fluorescent 2:F5:Recessed Downlight/Quad 2-pin 26W/Electronic 1 14 26 364 Compact Fluorescent 3:F6:Decorative Pendant/Twin Tube 18W/Electronic 3 1 54 54 Compact Fluorescent 4:F7:Glass Pendant/Twin Tube 18W/Electronic 1 9 18 162 Compact Fluorescent 5:F8:Wall Sconce/Twin Tube 13W/Electronic 1 4 13 52 Total Proposed Watts= 8664 Section 4: Requirements Checklist Lighting Wattage: 1. Total proposed watts must be less than or equal to total allowed watts. Allowed Watts Proposed Watts Complies 8710 8664 YES Exterior Lighting: ❑ 2. Comply with Sections 401.3.1 and 401.3.1.1 of 90.1-1989 Code and attach documentation. Controls,Switching, and Wiring: ❑ 3. Master switch at entry to hotel/motel guest room. 4. Minimum of one manual control for each space with no task activity(i.e.storage).Multiple manual controls,occupancy sensor, automatic timer,or dimmer in other spaces. Exceptions: Project Title:West Mountain Health Center Report date:05/25/11 Data filename: Untitled.cck Page 3 of 14 Lighting for emergency or exit egress or intended for continuous operation. 5. Photocell/astronomical time switch on exterior lights. Exceptions. Lighting intended for 24 hour use. 6. Tandem wired one-lamp and three-lamp ballasted luminaires(No single-lamp ballasts). Exceptions: Luminaires with three lamp ballasts(or electronic high-frequency single-lamp'ballasts). Interior.Ligh"g PASSES, s- better than code. Section 5: Compliance Statement Compliance Statement: The proposed lighting design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed lighting system has been designed to meet the 2010 New York Energy Conservation Construction Code requirements in COMcheck Version 3.8.1 and to comply with the mandatory requirements in the Requirements Checklist. Q � Name-Title Signature Datef N% 4i yt ? {yF"r .j mid. ,�1„'•(�j �rE o� Project Title:West Mountain Health Center Report date:05/25/11 Data filename: Untitled.cck Page 4 of 14 COMcheck Software Version 3.8.1 Exterior Lighting Compliance Certificate 2010 New York Energy Conservation Construction Code Section 1: Project Information Project Type:New Construction Project Title:West Mountain Health Center Exterior Lighting Zone: 3(Other), Construction Site: Owner/Ag6nt: Designer/Contractor: 161 Carey Road Hudson Headwaters Health Network Richard E.Jones Associates Architects Queensbury,NY 12804 9 Carey Road 339 Aviation Road Queensbury,NY 12804 Queensbury,NY 12804 Section 2: Exterior Lighting Area/Surface Power Calculation A B C D E F Exterior Area/Surface Quantity Allowed Tradable Allowed Proposed Watts Wattage Watts Watts /Unit (B x C) Drive-up windows/doors 1 windows or doors 400 No 400 156 Driveway 19085 ft2 0.1 Yes 1909 1575 Entry canopy 395 ft2 0.4 Yes 158 780 Other door(not main entry) 20 ft of door width 20 Yes 400 572 Parking area 33667 ft2 0.1 Yes 3367 1750 Walkway<10 feet wide 486 ft of walkway length 0.8 Yes • 389 700 Total Tradable Watts`= 6222 5377 Total Allowed Watts= 6622 Total Allowed Supplemental Watts—= 750 `Wattage tradeoffs are only allowed between tradable areas/surfaces. "A supplemental allowance equal to 750 watts may be applied toward compliance of both non-tradable and tradable areas/surfaces. Section 3: Exterior Lighting Fixture Schedule A B C D E Fixture ID:Description/Lamp/Wattage Per Lamp!Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. Dnve u wmdawsldoors 1 vwndows ordoors Non tradable3Watta a "! ��p.�.u. ( _.�..�..,.��.......,..��.�.g.�..«.�--..ems.-.mMW.,.-.�:... ...�.- .�.�.,�._•.�w�,. Compact Fluorescent 1:C:Recessed Downlight/Quad 2-pin 26W.1 Electronic 2 3 52 156 Dnvevuay(19085 ft2)3 T ble Ulattage 3 3y .,.,,,a„ .. 3e.,u ...�.aa,__,.,..,.,�.HID 1:1:A:Pole Lights/Metal Halide 175W/Pulse start 1 9 175 157.5 'Entrycanopy(395ft2)rTradable Wattage _ _ Compact Fluorescent 2:B:Wall Sconce/Quad 2-pin 26W/Electronic 2 6 52 312 Compact Fluorescent 3:C:Recessed Downlight/Quad 2-pin 26W/Electronic 2 9 52 468 Other door,nab mom entry)(20 ttof,do�or width _Tradable VUatta e Compact Fluorescent 4:B:Wall Sconce/Quad 2-pin 26W/Electronic 2 6 52 812 Compact Fluorescent 5 C Recessed Downlight/Quad 2-pin 26W/Electronic 2 5 52 260 3 �t ti Parktrg area(33667ft2) Tradable Watfa e _= d i HID 2:A:Pole Lights/Metal Halide 175W/Pulse start 1 10 175 1750 Walkway<10 feet wide(486 ft of walkway(ength),Tradable Wattage u., ,..,. HID 3:Metal,Halide 70W/Pulse start 1 10 70 700 Total Tradable Proposed Watts= 5377 Project Title:West Mountain Health Center Report date:05/25/11 Data filename: Untitled.cck Page 5 of 14 Section 4: Requirements Checklist Lighting Wattage: 1. Within each non-tradable area/surface;total proposed watts must be less than or equal to total allowed watts.Across all tradable areas/surfaces,total proposed watts must be less than or equal to total allowed watts. Compliance:Passes. Controls,Switching,and Wiring: l] 2. All:exemption claims are associated with.fixtures.that have a control device independent of the control of the nonexempt lighting. 3. All lighting fixtures are controlled by a photosensor or astronomical time switch that is capable of automatically turning off the fixture when sufficient daylight is available or the lighting is not required. Exceptions: Covered vehicle entrance/exit areas requiring lighting for safety,security and eye adaptation. Exterior Lighting Efficacy: 4. All exterior building grounds luminaires that operate at greater than 100W have minimum efficacy of 60 lumen/watt. Exceptions: Lighting that has been claimed as exempt and is identified as such in Section 3 table above. Lighting that is specifically designated as required by a health or life safety statue,ordinance,or regulation. Emergency lighting that is automatically off during normal building operation. l] Lighting that is controlled by motion sensor. Exterior Lighting PASSESiDesign . ..- Section 5: Compliance Statement Compliance Statement: The proposed exterior lighting design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed lighting system has been designed to meet the 2010 New York Energy Conservation Construction Code requirements in COMcheck Version 3.8.1 and to comply with the mandatory requirements in the Requirements Checklist. J&Is 2 Name-Title Signature Date Fll=ti:-ro. Project Title:West Mountain Health Center Report date:05/25/11 Data filename:Untitled.cck Page 6-of 14 COMcheck Software Version 3.8.1 Mechanical Compliance Certificate 2010 New York Energy Conservation-Construction Code Section 1: Project Information Project Type:New Construction Project Title:West Mountain Health Center Construction Site: _ Owner/Agent: Designer/Contractor: 161 Carey Road Hudson Headwaters Health Network Richard E.Jones Associates Architects Queensbury,NY 12804 9 Carey Road 339 Aviation Road Queensbury,NY 12804 Queensbury,NY 12804 Section 2: General Information Building Location(for weather data): Warren,New York Climate Zone: 6a Section 3: Mechanical Systems List Quantity System Type&Description 1 HVAC System 1 (Multiple-Zone): Heating:1 each-Duct Furnace,Gas,Capacity=100 kBtu/h,Efficiency=90.00%Ed Cooling:1 each-Field-Assembled DX System,Capacity=586 kBtu/h,Efficiency=13.00 EER,Air-Cooled Condenser,No Economizer,Economizer exception:Humidity Requirements 1 HVAC System 2(Single Zone): Heating:1 each-Duct Furnace,Gas,Capacity=80 kBtu/h,Efficiency=90.00%Ed Cooling:1 each-Field-Assembled DX System,Capacity=409 kBtu/h,Efficiency=13.00 EER,Air-Cooled Condenser,No Economizer,Economizer exception:Humidity Requirements 1 HVAC System 3(Single Zone): Heating:1 each-Duct Furnace,Gas,Capacity=100 kBtu/h,Efficiency=90.00%Ed Cooling:1 each-Field-Assembled DX System,Capacity=465 kBtu/h,Efficiency=13.00 EER,Air-Cooled Condenser,No Economizer,Economizer exception:Humidity Requirements 1 HVAC System 4(Single Zone): Heating:1 each-Duct Furnace,Gas,Capacity=60 kBtu/h,Efficiency=90.00%Ed Cooling:1 each-Field-Assembled DX System,Capacity=348 kBtu/h,Efficiency=13.00 EER,Air-Cooled Condenser,No Economizer,Economizer exception:Humidity Requirements 1 HVAC System 5(Single Zone): Heating:1 each-Duct Furnace,Gas,Capacity=100 kBtu/h,Efficiency=90.00%Ed Cooling:1 each-Field-Assembled DX System,Capacity=465 kBtu/h,Efficiency=13.00 EER,Air-Cooled Condenser,No Economizer,Economizer exception:Humidity Requirements 1 HVAC System 6(Unknown): Heating:1 each-Unit Heater,Electric,Capacity=7 kBtu/h 1 HVAC System 7(Unknown): Heating:1 each-Unit Heater,Electric,Capacity=10 kBtu/h 1 Water Heater 1:Gas Storage Water Heater,Capacity:60 gallons,Input Rating:125 Btu/h w/Circulation Pump, Efficiency:90.00%Et Section 4: Requirements Checklist Requirements Specific To: HVAC System 1 0 1. Equipment minimum efficiency: Duct Furnace(Gas): 80.0%Ed 2. Equipment minimum efficiency: Rooftop Package Unit: 9.8 EER(9.5 IPLV) 3. Specified equipment consists of field-assembled components-efficiency documentation provided. 4. Minimum one temperature control device per zone 0 5. Water economizer is included and calculations required Project Title:West Mountain Health Center Report date:05/25/l1 Data filename: Untitled.cck Page 7 of 14 6. Systems serving more than one zone must be VAV systems 7. Dual-duct VAV mixing boxes installed to minimize mixing 8. Controls capable of resetting supply air temp(SAT)by 25%of SAT-room temp difference Exception:Systems that prevent reheating,retooling'or mixing of heated and cooled supply air Exception:Seventy five percent of the energy for reheating is from site-recovered or site solar energy sources. Exception:Zones with peak supply air quantities of 300 cfm(142 Us)or less. 0 9. Hot gas bypass prohibited unless system has multiple steps of unloading or continuous capacity modulation 10.Hot gas bypass limited to 25%of total cooling capacity Requirements Specific To: HVAC System 2 : 1. Equipment minimum efficiency: Duct Furnace(Gas): 80.0%Ec Lj 2. Equipment minimum efficiency: Rooftop Package Unit: 9.8 EER(9.5 IPLV) 3. Specified equipment consists of field-assembled components-efficiency documentation provided 4. Hot gas bypass prohibited unless system has multiple steps of unloading or continuous capacity modulation EI 5. 'Hot gas bypass limited to 25%of total cooling capacity Requirements Specific To: HVAC System 3 : 1. Equipment minimum efficiency: Duct Furnace(Gas): 80.0%Ec 2. Equipment minimum efficiency: Rooftop Package Unit: 9.8 EER(9.5 IPLV) (j.3. Specified equipment consists of field-assembled components-efficiency documentation provided 4. Hot gas bypass prohibited unless system has multiple steps of unloading or continuous capacity modulation 5. Hot gas bypass limited to 25%of total cooling capacity Requirements Specific To: HVAC System 4: 1. Equipment minimum efficiency: Duct Furnace(Gas): 80.0%Ec 2. Equipment minimum efficiency: Rooftop Package Unit: 9.8 EER(9.5 IPLV) 3. Specified equipment consists of field-assembled components-efficiency documentation provided El 4. Hot gas bypass prohibited unless system has multiple steps of unloading or continuous capacity modulation 5. Hot gas bypass limited to 25%of total cooling capacity Requirements Specific To: HVAC System 5 : 1. Equipment minimum efficiency: Duct Furnace(Gas): 80.0%Ec EI 2. Equipment minimum efficiency: Rooftop Package Unit: 9.8 EER(9.5 IPLV) 3. Specified equipment consists of field-assembled components-efficiency documentation provided El 4. Hot gas bypass prohibited unless system has multiple steps of unloading or continuous capacity modulation 5. Hot gas bypass limited to 25%of total cooling capacity Requirements Specific To: HVAC System 6 : None Requirements Specific To: HVAC System 7 : None Requirements Specific To:Water Heater 1 1. Gas Storage Water Heater efficiency: 80.0%Et(170 SL,kBtu/h) Ej 2. All piping in circulating system insulated Ej 3. Hot water storage temperature adjustable down to 120°F or lower 4. Automatic time control of heat tapes and recirculating systems present 5. Controls will shut off operation of circulating pump between water heater/boiler and storage tanks within 5 minutes after end of heating cycle Generic Requirements: Must be met by all systems to which the requirement is applicable: 1. Plant equipment and system capacity no greater than needed to meet loads Exception:Standby equipment automatically off when primary system is operating Exception:Multiple units controlled to sequence operation as a function of load 2. Minimum one temperature control device per system . 3. Minimum one humidity control device per installed humidification/dehumidification system 4. Load calculations per ASHRAE/ACCA Standard 183 5. Automatic Controls:Setback to 55°F(heat)and 85°F(cool);7-day clock,2-hour occupant override,10-hour backup Exception:Continuously operating zones Exception:2 kW demand or less,submit calculations Project Title:West Mountain Health Center Report date:05/25/11 Data filename:Untitled.cck Page 8 of 14 6. Outside-air source for ventilation;system capable of reducing OSA to required minimum 7. R-5 supply and return air duct insulation in unconditioned spaces R-8 supply and return air duct insulation outside the building R-8 insulation between ducts and the building exterior when ducts are part of a building assembly l] Exception:Ducts located within equipment 0 Exception:Ducts with interior and exterior temperature difference not exceeding 15°F. �.8. Mechanical fasteners and sealants used to connect ducts and air distribution equipment 9. Ducts sealed-longitudinal seams on rigid ducts;transverse seams on all ducts;UL 181A or 181B tapes and mastics 10.Hot water pipe insulation: 1.5 in.for pipes—1.5 in.and 2 in.for pipes>1.5 in. Chilled water/refdgerant/brine pipe insulation: 1.5 in.for pipes<=1.5 in.and 1.5 in.for pipes>1.5 in. Steam pipe.insulation: 1.5 in.for pipes<=1.5 in.and 3 in.for pipes >1.5 in. Exception:Piping within HVAC equipment. 0 Exception:Fluid temperatures between 55 and 105°F. Exception:Fluid not heated or cooled with renewable energy. [j Exception:Piping within room fan-coil(with AHRI440 rating)and unit ventilators(with AHR1840 rating). 0 Exception:Runouts<4 ft in length. 11.Operation and maintenance manual provided to building owner ❑ 12.Piping,insulated to 112 in.if nominal diameter of pipe is<1.5 in.; Larger pipe insulated to 1 in.thickness 13.Lavatory faucet outlet temperatures in public restrooms limited to 110°F(43°C) 14.Thermostatic controls have 5°F deadband El Exception:Thermostats requiring manual changeover between heating and cooling Exception:Special occupancy or special applications where wide temperature ranges are not acceptable and are approved by the authority having jurisdiction. Ej 15.Balancing devices provided in accordance with IMC(2006)603.17 16.Demand control ventilation(DCV)present for high design occupancy areas(>40 person/1000 ft2 in spaces>500 ft2)and served by systems with any one of 1)an air-side economizer,2)automatic modulating control of the outdoor air damper,or 3)a design outdoor airflow greater than 3000 cfm. ❑ Exception:Systems with heat recovery. i] Exception:Multiple-zone systems without DDC of individual zones communicating with a central control panel. Exception:Systems with a design outdoor airflow less than 1200 cfm. ❑ Exception:Spaces where the supply airflow rate minus any makeup or outgoing transfer air requirement is less than 1200 cfm. 17.Total cooling capacity without economizers must be less than 480 kBtu/h.This project lists 2273 kBtu/h capacity without economizers. 18.Motorized,automatic shutoff dampers required on exhaust and outdoor air supply openings Exception:Gravity dampers acceptable in buildings<3 stories ❑ Exception:Gravity dampers acceptable in systems with outside or exhaust air flow rates less than 300 cfm where dampers are interlocked with fan n 19.Automatic controls for freeze protection systems present 20.Exhaust air heat recovery included for systems 5,000 cfm or greater with more than 70%outside air fraction or specifically exempted ❑ Exception:Hazardous exhaust systems,commercial kitchen and clothes dryer exhaust systems that the International Mechanical Code prohibits the use of energy recovery systems. ❑ Exception:Systems serving spaces that are heated and not cooled to less than 60°F. ❑ Exception:Where more than 60 percent of the outdoor heating energy is provided from site-recovered or site solar energy. Exception:Heating systems in climates with less than 3600 HDD. EJ Exception:Cooling systems in climates with a 1 percent cooling design wet-bulb temperature less than 64°F. ❑ Exception:Systems requiring dehumidification that employ energy recovery in series with the cooling coil. Exception:Laboratory fume hood exhaust systems that have either a variable air volume system capable of reducing exhaust and makeup air volume to 50 percent or less of design values or,a separate make up air supply meeting the following makeup air requirements:a)at least 75 percent of exhaust flow rate,b)heated to no more than 2°F below room setpoint temperature,c)cooled to no lower than 3°F above room setpoint temperature,d)no humidification added,e)no simultaneous heating and cooling. Section 5: Compliance Statement Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed mechanical systems have been designed to meet the 2010 New York Energy Conservation Construction Code requirements in COMcheck Version 3.8.1 and to comply with the mandatory requirements in the Requirements Checklist. Project Title:West Mountain Health Center Report date:05/25/11 Data filename: Untitled.cck Page 9 of 14 pa,�J 5-,/Z.5-J/J Name-Title Signature Da ��.akcakM.ysy 16i mb GxK-� 975 tE of Project Title:West Mountain Health Center Report date:05/25/11 Data filename:Untitled.cck Page 10 of 14 COMcheck Software Version 3.8.1 Mechanical Requirements Description 2010 New.York Energy Conservation Construction Code The following list provides more detailed descriptions of the requirements in Section 4 of the Mechanical Compliance Certificate. Requirements Specific To: HVAC System 1 1. The specified heating and/or cooling equipment is covered by the ASHRAE 90.1 Code and must meet the following minimum efficiency: Duct Furnace(Gas): 80.0%Ec. . 2. The specified heating and/or cooling equipment is covered by the ASHRAE 90.1 Code and must meet the following minimum efficiency: Rooftop Package Unit: 9.8 EER(9.5 IPLV) Rooftop Package Unit 9.8 EER(9.5 IPLV) 3. The specified cooling system consists of field-assembled components.Documentation must be submitted showing the system meets ASHRAE 90.1 Code equipment efficiency requirements for a comparable package equipment type and capacity range. 4. Each zone of a multiple-zone system must have its own temperature'control device. 5. A water economizer is required with the specified system. Calculations must be submitted demonstrating that the water economizer is capable of meeting the entire cooling load at an outside air temperature of 50 degrees F dry bulb and 45 degrees F wet bulb. 6. Systems serving multiple thermostatic control zones must be variable-flow systems. Zone terminal controls must reduce the flow of primary supply air before reheating,recooling,or mixing air streams. 7. The specified system includes both warm-air and cool-air ducts. Zone terminal devices must be installed that reduce the flow of air through each duct to a minimum before mixing with air from the other duct. 8. Automatic controls capable of resetting supply-air temperature(within a range of 25 percent of the difference between supply-air and design air temperature)in response to building loads or outdoor air temperature exist on systems serving multiple zones. - Exception:Systems that prevent reheating,recooling or mixing of heated and cooled supply air - Exception:Seventy five percent of the energy for reheating is from site-recovered or site solar energy sources. - Exception:Zones with peak supply air quantities of 300 cfm(142 Us)or less. 9. Cooling systems must not use hot gas bypass or other evaporator pressure control unless the equipment is designed with multiple steps (or continuous)capacity modulation. 10. For cooling systems>240 kBtu/h,maximum hot gas bypass capacity must be no more than 25%of total cooling capacity. Requirements Specific To: HVAC System 2 : 1. The specified.heating and/or cooling equipment is covered by the ASHRAE 90.1 Code and must meet the following minimum efficiency: Duct Furnace(Gas): 80.0%Ec 2. The specified heating and/or cooling equipment is covered by the ASHRAE 90.1 Code and must meet the following minimum efficiency: Rooftop Package Unit: 9.8 EER(9.5 IPLV) Rooftop Package Unit: 9.8 EER(9.5 IPLV) 3. The specified cooling system consists of field-assembled components.Documentation must be submitted showing the system meets ASHRAE 90.1 Code equipment efficiency requirements for a comparable package equipment type and capacity range. 4. Cooling systems must not use hot gas bypass or other evaporator pressure control unless the equipment is designed with multiple steps (or continuous)capacity modulation. 5. For cooling systems>240 kBtu/h,maximum hot gas bypass capacity must be no more than 25%of total cooling capacity. Requirements Specific To: HVAC System 3 : 1. The specified heating and/or cooling equipment is covered by the ASHRAE 90.1 Code and must meet the following minimum efficiency: Duct Furnace(Gas): 80.0%Ec 2. The specified heating and/or cooling equipment is covered by the ASHRAE 90.1 Code and must meet the following minimum efficiency: Rooftop Package Unit: 9.8 EER(9.5 IPLV) Rooftop Package Unit 9.8 EER(9.5 IPLV) 3. The specified cooling system consists of field-assembled components.Documentation must be subm;Ihed-shoJwing the system meets ASHRAE 90.1 Code equipment efficiency requirements for a comparable package equipment type and capacity range. 4. Cooling systems must not use hot gas bypass or other evaporator pressure control unless the equipment is designed with multiple steps (or continuous)capacity modulation. 5. For cooling systems>240 kBtu/h,maximum hot gas bypass capacity must be no more than 25%of total cooling capacity. Requirements Specific To: HVAC System 4 : 1. The specified heating and/or,cooling equipment is covered by the ASHRAE 90.1 Code and must meet the following minimum efficiency: Duct Furnace(Gas): 80.0%Ec 2. The specified heating and/or cooling equipment is covered by the ASHRAE 90.1 Code and must meet the following minimum efficiency: Rooftop Package Unit: 9.8 EER(9.5 IPLV) Rooftop Package Unit 9.8 EER(9.5 IPLV) 3. The specified cooling system consists of field-assembled components.Documentation must be submitted showing the system meets ASHRAE 90.1 Code equipment efficiency requirements for a comparable package equipment type and capacity range. Project Title:West Mountain Health Center Report date:05/25/11 Data filename: Untitled.cck Page 11 of 14 . 4. Cooling systems must not use hot gas bypass or other evaporator pressure control unless the equipment is designed with multiple steps (or continuous)capacity modulation. 5. For cooling systems>240 kBtu/h,maximum hot gas bypass capacity must be no more than 25%of total cooling capacity. Requirements Specific To: HVAC System 5: 1. The specified heating and/or cooling equipment is covered by the ASHRAE 90.1 Code and must meet the following minimum efficiency: Duct Furnace(Gas): 80.0%Ec 2. The specified heating and/or cooling equipment is covered by the ASHRAE 90.1 Code and must meet the following minimum efficiency: Rooftop Package.Unit: 9.8 EER(9.5 IPLV) Rooftop Package Unit 9.8 EER(9.5 IPLV) 3..-The specified cooling system consists of field-assembled components.Documentation must be submitted showing the system meets ASHRAE 90.1 Code equipment efficiency requirements for a comparable package equipment type and capacity range. 4. Cooling systems must"not use hot gas bypass or other evaporator pressure control unless the equipment is designed with multiple steps (or continuous)capacity modulation. 5. For cooling.systems>240 kBtu/h,maximum hot gas bypass capacity must be no more than 25%of total cooling capacity. Requirements Specific To: HVAC System 6 : None Requirements Specific To: HVAC.System 7: None Requirements Specific To:Water Heater 1 1. Service water heating equipment used solely for heating potable water,pool heaters,and hot water storage tanks must meet the following miniumum efficiency: Gas Storage Water Heater efficiency: 80.0%Et(170 SL,kBtu/h) 2. Insulation must be provided for recirculating system piping,including the supply and return piping of a circulating tank type water heater. 3. Temperature controls must be provided that allow for storage temperature adjustment from 120°F or lower to a maximum temperature compatible with the intended use except when the manufacturer's installation instructions specify a higher minimum thermostat setting to minimize condensation and resulting corrosion. Documentation of the installation instructions must be provided to be exempted from this requirement. 4. Systems designed to maintain usage temperatures in hot water pipes,such as recirculating hot water systems or heat trace,must be equipped with automatic time switches or other controls that can be set to switch off the temperature maintenance system during extended periods when hot water is not required. 5. When used to maintain storage tank water temperature,recirculating pumps must be equipped with controls limiting operation to the start of the heating cycle to a maximum of 5 minutes after the end of the heating cycle. Generic Requirements: Must be met by all systems to which the requirement is applicable: 1. All equipment and systems must be sized to be no greater than needed to meet calculated loads. A single piece of equipment providing both heating and cooling must satisfy this provision for one function with the capacity for the other function as small as possible,within available equipment options. - Exception:The equipment and/or system capacity maybe greater than calculated loads for standby purposes.Standby equipment must be automatically controlled to be off when the primary equipment and/or system is operating. - Exception:Multiple units of the same equipment type whose combined capacities exceed the calculated load are allowed if they are provided with controls to sequence operation of the units as the load increases or decreases. 2. Each heating or cooling system serving a single zone must have its own temperature control device. 3. Each humidification system must have its own humidity control device. 4. Design heating and cooling loads for the building must be determined using procedures in the ASHRAE Handbook of Fundamentals or an approved equivalent calculation procedure. 5. The system or zone control must be a programmable thermostat or other automatic control meeting the following criteria: a)capable of setting back temperature to 55°F during heating and setting up to 85°F during cooling, b)capable of automatically setting back or shutting down systems during unoccupied hours using 7 different day schedules, c)have an accessible 2-hour occupant override, d)have a battery back-up capable of maintaining programmed settings for at least 10 hours without power. - Exception:A setback or shutoff control is not required on thermostats that control systems serving areas that operate continuously. - Exception:A setback or shutoff control is not required on systems with total energy demand of 2 kW(6,826 Btu/h)or less. 6. The system must supply outside ventilation air as required by Chapter 4 of the International Mechanical Code.If the ventilation system is designed to supply outdoor-air quantities exceeding minimum required levels,the system must be capable of reducing outdoor-air flow to the minimum required levels. 7. Air ducts must be insulated to the following levels: a)Supply and return air ducts for conditioned air located in unconditioned spaces(spaces neither heated nor cooled)must be insulated with a minimum of R-5.Unconditioned spaces include attics,crawl spaces,unheated basements,and unheated garages. b)Supply and return air ducts and plenums must be insulated to a minimum of R-8 when located outside the building. c)When ducts are located within exterior components(e.g.,floors or roofs),minimum R-8 insulation is required only between the duct and the building exterior. Exception:Duct insulation is not required on ducts located within equipment. Exception:Duct insulation is not required when the design temperature difference between the interior and exterior of the duct or - plenum does not exceed 15°F. 8. Mechanical fasteners and seals,mastics,or gaskets must be used when connecting ducts to fans and other air distribution equipment, including multiple-zone terminal units. Project Title:West Mountain Health Center Report date:05/25/11 Data filename: Untitled.cck Page-12.of 14-.. 9. All joints,longitudinal and transverse seams,and connections in ductwork must be securely sealed using weldments;mechanical fasteners with seals,gaskets,or mastics;mesh and mastic sealing systems;or tapes.Tapes and mastics must be listed and labeled in accordance with UL 181A and shall be marked'181A-P'for pressure sensitive tape,'l81A-M'for mastic or'181A-H'for heat-sensitive tape. Tapes and mastics used to seal flexible air ducts and flexible air connectors shall comply with UL 181B and-shall be marked '181 B-FX'for pressure-sensitive tape or'181 B-M'for mastic. Unlisted duct tape is not permitted as a sealant on any metal ducts. 10. All pipes serving space-conditioning systems must be insulated as follows: Hot water piping for heating systems: . 1 1/2 in.for pipes<=1 1/2-in.nominal diameter, 2 in.for pipes>1 1/2-in.nominal diameter. Chilled water,refrigerant,and brine piping systems: 1 112 in.insulation for pipes<=1 1/2-in.nominal diameter, 1 1/2 in.insulation for pipes>1 1/2-in.nominal diameter. Steam piping: 1 1/2 in.insulation for pipes 5=1 1/2-in.nominal diameter, 3 in.insulation for pipes>1 1/2-in.nominal diameter. - Exception:Pipe insulation is not required for factory-installed piping within HVAC equipment. - Exception:Pipe insulation is not required for piping that conveys fluids having a design operating temperature range between 55°F and 105'F. - Exception:Pipe insulation is not required for piping that.conveys fluids that have not been heated or cooled through the use of fossil fuels or electric power. - Exception:Piping within room fan-coil(with AHRI440 rating)and unit ventilators(with AHRI840 raying). - Exception:Pipe insulation is not required for runout piping not exceeding 4 ft in length and 1 in.in diameter between the control valve and HVAC coil. 11. Operation and maintenance documentation must be provided to the owner that includes at least the following information: a) equipment capacity(input and output)and required maintenance actions b) equipment operation and maintenance manuals c) HVAC system control maintenance and calibration information,including wiring diagrams,schematics,and control sequence descriptions;desired or field-determined set points must be permanently recorded on control drawings,at control devices,or,for digital control systems,in programming comments d) complete narrative of how each system is intended to operate. 12. Service hot water piping,where required, must be insulated to 1/2 in.if pipe less than 1.5 in.nominal diameter. Larger pipe must be insulated to 1 in.. Pipe insulation will have a conductivity of less than 0.28 Btu.in/(h-ft2-'F). 13. Temperature controlling means must be provided to limit the maximum temperature of water delivered from lavatory faucets in public facility restrooms to 110°F. 14. Thermostats controlling both heating and cooling must be capable of maintaining a 5°F deadband(a range of temperature where no heating or cooling is provided). - Exception:Deadband capability is not required if the thermostat does not have automatic changeover capability between heating and cooling. - Exception:Special occupancy or special applications where wide temperature ranges are not acceptable and are approved by the authority having jurisdiction. 15. Balancing devices provided in accordance with IMC(2006)603.17. 16. Demand control ventilation(DCV)required for high design occupancy areas(>40 person/1000 ft2 in spaces>500 ft2)and served by systems with any one of 1)an air-side economizer,2)automatic modulating control of the outdoor air damper,or 3)a design outdoor airflow greater than 3000 cfm. - Exception:Systems with heat recovery. - Exception:Multiple zone systems without DDC of individual zones communicating with a central control panel. - Exception:Systems with a design outdoor airflow less than 1200 cfm. - Exception:Spaces where the supply airflow rate minus any makeup or outgoing transfer air requirement is less than 1200 cfm. 17. Total cooling,capacity without economizers must be less than 480 kBtu/h.This project lists 2273,kBtu/h capacity without economizers. 18. Outdoor air supply and exhaust systems must have motorized dampers that automatically shu3 wh66 the systems or spaces served are not in use. Dampers must be capable of automatically shutting off during preoccupancy building warm-up,cool-down,and setback, except when ventilation reduces energy costs(e.g.,night purge)or when ventilation must be supplied to meet code requirements.Both outdoor air supply and exhaust air dampers must have a maximum leakage rate of 3 cfm/ft2 at 1.0 in w.g.when tested in accordance with AMCA Standard 500. - Exception:Gravity(non-motorized)dampers are acceptable in buildings less than three stories in height. - Exception:Systems with a design outside air intake or exhaust capacity of 300 cfm(140 Us)or less that are equipped with motor operated dampers that open and close when the unit is energized and.de-energized,respectively. 19. All freeze protection systems,including self-regulating heat tracing,must include automatic controls capable of shutting off the systems when outside air temperatures are above 40oF or when the conditions of the protected fluid will prevent freezing. Snow-and ice-melting Project Title:West Mountain Health Center Report date: 05/25111. Data filename: Untitled.cck Page. 13 of 14 systems must include automatic controls capable of shutting off the systems when the pavement temperature is above 50°F and no precipitation is falling,and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F. 20. Individual fan systems with a design supply air capacity of 5000 cfm or greater and minimum outside air supply of 70 percent or greater of the supply air capacity must have an energy recovery system with at least a 50 percent effectiveness.Where cooling with outdoor air is required there is a means to bypass or control the energy recovery system to permit cooling with outdoor air. Exception:Hazardous exhaust systems,commercial kitchen and clothes dryer exhaust systems that the International Mechanical Code.prohibits.the use of energy recovery systems. - Exception:Systems serving spaces that are heated and not cooled to less.than 60°F. Exception:Where more than'60 percent of the outdoor heating energy is provided from site-recovered or site solar energy. Exception:Heating systems in climates with less than 3600 HDD. Exception:Cooling systems in climates with a 1,percent cooling design wet-bulb temperature less than 64°F. Exception:Systems requiring dehumidification that employ energy recovery in series with the cooling coil. Exception;laboratory fume hood exhaust systems that have either a variable air volume system capable of reducing exhaust and makeup air volume to 50 percent or less of design values or,.a separate make up air supply meeting the following makeup air requirements:a)at least 75 percent of exhaust flow rate,b)heated to no more than 27 below room setpoint temperature,c)cooled to no lower than 3°F above room setpoint temperature,d)no humidification added,e)no simultaneous heating and cooling. Project Title:West Mountain Health Center Report date: 05/25/11 Data filename: Untitled.cck Page 14 of 14 Richard E. Jones Associates Architects- Environmental Planners D IE C IE 0 V 339 Aviation Road Queensbury,NY 12804 Telephone(518) 793-1015 Fax(518)793-M3 AUG 10 2011 E-mail:richardjones@rejaarchitects.com TOWN OF QUEENS BURY S Transmittal To: Dave Hatin,Town of Queensbury From: Richard Jones Date: 08/06/11 Re: Hudson Headwaters Health Network-West Mountain Health Center, 161 Carey Road(Building Permit for New Construction) Dave, Attached is a copy of the certified Roof Truss Drawing submittal for the West Mountain Health Center building on Carey and Corinth Roads. Sincerely, Richard E.Jones,AIA Cc:file PA01-Projects\2010\1003\RegulatoryAgency\Building DeparimentUrarismittal Certified Roof Truss Drawings 110805.doc I _ Richard E. Jones Associates Architects • Planners 339 Aviation Road 9ueensbury,NY 12804 Phone:(518)793-1015 Fax:(518)793-2223 Email:info@rejoorchitecis.com L J 2010 CODE COMPLIANCE REVIEW CHECKLIST REJA PROJECT# 1003 Project Description:(Project Title,Facility Name and Address) Building Name(s)/No.(s): Client Agency: Date: Hudson Headwaters Health Network Doctor's Office(B)&Pharmacy(M) Hudson Headwaters 2/28/11 West Mountain Health Center&Pharmacy Health Network 161 Carey Road Queensbury,NY 12804 Estimated Project Cost: Architect/Engineer: NA Richard E.Jones Associates _ Project Type:(Check all that apply.) E New Building ❑ Repair El Alteration LVLi ❑Alteration LVL2 ❑Alteration LVL3 ❑Change of Occupancy ❑Addition El Historic Building 1:1 Existing Building Code—Cha ter 12 Compliance Alternatives(Provide evaluation with this review.) r , Work Involved:(Check all that apply.) j E General Construction E Roofing 11 Asbestos Abatement/Environmental E Fire Alarm E Structural E Mechanical E Plumbing E Electrical E Site Work ❑Sprinkler ❑ Elevators ❑Other Code Enforcement Jurisdiction: Variance Requested: Occupancy Classifications Cha ter 3: B&M Town of Oueensbury El YES ENO Construction Classification(s)Chapter6. VB LEGEND: NA:Not Applicable;NR:Not Required,NP:Not Permitted FC:Fire Code;PC:Plumbing Code;MC:Mechanical Code;FGC:Fuel Gas Code,ECCC:Energy Conservation Construction Code; BC:Buildin Code EBC:Existin Buildina Code No. Topic Building Code Section Required/ Actual Comment Alinwed 1 Fire Apparatus Access Road FC503.1 20'Min.W. 24'W.Min. Extends around four sides L a .1 Hr.or No Ratings 2 Incidental Use Areas BC508.2 All under 100 SF.Mech.Equip.<400k BTU sprinklers IT 3 Mixed Occupancies: BC508.1 Yes See Plan Attach analysis. Non-separated Occupancies BC508.3.2 Yes See Plan See Code Compliance Plan for Areas Separated.Occupancies(Ratio 4 1) BC508.3.2.3 NA NA 4 High Rise Buildings BC403 NA NA 1_ Sprinkler Protection BC403.2 NA NA Fire Alarm BC403.5-403.8 NA NA 4 Standby Power BC403.10 NA NA Emergency Power BC403.11 NA NA 5 Atriums BC404 NA NA Sprinkler Protection BC404.3 NA NA Smoke Control BC404.4 NA NA Enclosures BC404.5 NA NA Standby Power BC404.6 NA NA --' Travel Distance BC404.8 NA NA Provide additional information indicating 1 6 Control Areas BC414.2 NA NA number,size,materials stored,and quantity of each mstFrial- 7 Building Areas and Heights BC501,Table 503 Provide additional information below. 1- 8 Exterior Wall Fire-Resistance Rating BC602.1 None Req'd None Req'd j BC602.1 Exterior Fire Separation Distance >30' >30' See Code Compliance Plan 9 Fire Resistive Construction BC701.1 {� Exterior Wall:Allowable Area of Open V aps BC704.8 Attach analysis. �1 BDC 402.10 (12/10) Page 1 E-File:V:\DesignAndConstr\Project Folder\RecordCorrespondence i �1 LEGEND: NA.Not Applicable;NR:Not Required,NP:Not Permitted ; FC;Fire Code;PC:.Plumbing Code;MC:Mechanical Code;FGC:Fuel Gas Code,ECCC:Energy Conservation Construction Code; j BC:Building Code;EBC:"Existing Building Code - Building Code Section Requiredl No.. Topic unless otherwise noted) Allowed Actual Comment Unprotected BC704.8 No Limit No Limit All Exterior Walls I, Protected BC704.8 NA NA Exterior Wall: BC704.9 NA NA Vertical Separation of Openings Parapets BC704.11 NA NA '— Fire Walls BC705 NR NR Fire Barriers BC706 NR NR Shaft Enclosures BC707 NA NA Fire Partitions BC708 1 Hr. 1 Hr. Tenant Separation Req'd-See 402.7.2& Covered Mall Bldg.Definition in 402 l Smoke Barriers BC709 Required Required Provided as Required i L; Fire Stopping BC712 Required Required Provided as Required Joint Systems BC713 NR NR 1 ' Opening Protectives BC715 NR NR L I Concealed Spaces BC717 See See Fire blocking provided as required. Comment Comment Draftstopping every 3000 SF.in Attic 10 Interior Finishes BC801.1 Wall and Ceiling:Exits BC803.5 A A Wall and Ceiling:Exit Access BC803.5 A A Wall and Ceiling:Rooms BC803.5 C A i Floors BC804 Class 1I- Class 11 11 Fire Protectidn:General BC901.1 Sprinkler System BC903 NR NR Alt.Fire Extinguishing System BC904 NR NR Standpipe System BC905 NR NR 111500 SF. 6(Dr. Portable Fire Extinguishers BC906 Office) J� 75'Max. 2(Pharmacy Fire Alarm System BC907 NR Provided Provided Throughout I Smoke Detection System BC907 NR Provided Provided Throughout j Emergency Voice BC907 NR Provided Smoke Control BC909 NR NR I Smokeproof Enclosure/ BC909.20 NA NA fI Stair Pressurization -1 Fire Command Center BC911 NR NR 12 Exits BC1001.1 Also provide additional information below. Exit Signs BC1011 Required Provided as Required See Life Safety Plan � Emergency Lighting BC1006 Required Provided as Required 2 Req'd 4 Provided Accessible Means of Egress B01007 (Dr's Office, (Dr.Office),2 Req'd 2 Provided _ (Pharmac ) (Pharmacy) 11 Area of Refuge BC1007.6 NR NR L Access-Controlled Egress Doors BC1008.1.3.4 NA NA Interior Stairs BC1009.3 NA NA Handrails BC1009.10 NA NA Panic Hardware BC1008.1.9 NR NR {-', Ramps BC1010.1 NA NA Exit Doorway Arrangement BC1014.2 Separation= All a min.of See Life Safety Plan BDC 402.10(12110) Page 2 E-File:V:\DesignAndConstr\Project Folder\RecordCorrespondence �' LEGEND: NA:Not Applicable;NR:Not Required,NP:Not Permitted . FC:Fire Code;PC:Plumbing Code;MC:Mechanical Code;FGC:Fuel Gas Code,ECCC:Energy Conservation Construction Code;. BC:Building Code;EBC:Exisiing Building Code No. Topic Building Code Section Required/ Actual Comment (unless otherwise noted) Allowed f 1/2 of Diag. 1/2 of diag. length of distance 1� space Common Path of Travel BC1014.3 75'Max. Al under See Life Safety Plan Corridor Fire Rating BC1017.1 NR 0 Fir All Corridors serve<30 Occupants Corridor Width BC1017.2 44"min. 60" Dead End Corridor BC1017.3 20'max None I Building with One Exit BC1019.2 NP NP Exit Fire Rating BC1020.1 NA NA Smoke-proof Enclosure BC1020.1.7 NA NA Horizontal Exit BC1022 NA NA Exterior Stairs BC1023 NA NA: Assembly BC1025 NA NA 13 Accessibility BC1101ICC/A117.1 2003 Main Floor is Accesible Accessible Route BC1104 Site&Bldg. Site r Main Floor Accessible Entrance BC1105 1 Required 3 Provided i Parking BC1106 4 Required 4 Provided 89 Spaces Total Group R-2 BC1107.6.2 NA NA Toilet Rooms BC1109.2 Required All HC Accesible Signage BC1110 Required Provided Parking:Toilets;Directionsal Exit Signage; Tactical Exit Signage(1011.3) 14 Ceiling Heights BC1208.2 T-6"Min. 8'-0"Min. 15 Light: Natural/Artificial BC1205.2/1205.3 Required Provided Natural&Artificial Provided Ventilation BC1203 Required Provided Roof Vents(Natural Ventilation) Interior Spaces(Mechanical Ventilation) 16 Energy Conservation BC1301/ECCC Provide additional information below. 17 Roof Assembly Fire Classification BC1505 C Min. A Prvided Asphalt Asphalt Asphalt Shingles with Ice Dam Membrane& Roof Covering BC1507 Shingles Shinjzles Required Flashing(See Table 1507.2.9.2) 18 Structural Requirements BC1601.1 Provide additional information below. 19 Foundation BC1801 Provide additional information below. I 20 Safety Glazing BC2406.1 Required Provided Doors;Borrowed Lites � f 21 Electrical BC2701 Emergency and Standby Power BC2702 NR Provided Emergency Generator Provided for Computer Equipment&Medicine Storage only. Smoke Control Systems BC2702.2.2 NR NR Exit Signs BC2702.2.3 Required Provided See Life Safety&Electrical Drawings j Means of Egress BC2702.2.4 Required Provided Elevator BC2702.2.5/2702.2.18 NA NA And Chapter 30 High Rise Building BC2702.2.15 NA NA � i Smokeproof Enclosures BC2702.2.20 NA NA 22 Mechanical Systems BC2801.1 Fire and Smoke Dampers BC716 Refer to BC716.5 for specific requirements. Fan Shutdown MC606.4 Combustion Air MC701.1 &FGC304.1 Provide additional information below. I Chimneys,Flues and Gasvents MC801.1 &BC2113.1 Provide diameter of chimney/gasvents. 23 Plumbing BC2901.1 �J BDC 402.10(12/10) Page 3 E-File:V:\DesignAndConstr\Project Folder\RecordCorrespondence f \_J LEGEND: NA:Not Applicable;NR:Not Required,NP:Not Permitted i FC:Fire Code;PC:Plumbing Code;MC:Mechanical Code;FGC:Fuel Gas Code,ECCC:Energy Conservation Construction Code; BC:Building Code;EBC:Existing Building Code LJ' Building Code Section Required/ No. Topic (unless otherwise noted) Allowed Actual Comment Fixture Count BC2902.1,PC403 Provide additional information below. UMaximum Consumption PC604.4 Available Street Water Pressure Fixture Units 77777 � I 1_ House Traps Water Supply Materials Labor Law A See Labor Law Art.10-A for piping materials. 24 Elevator Emergency Operation BC3003.2 ! Elevator Hoistway Venting BC3004 25 Identification of truss type construction FC505.3 See Title 19 NYCRR,Part 1264 at htto://www.dos.state.ny.us/code/trussID.htm i U I Additional Information: ALLOWABLE FLOOR AREA(BC503, BC506) 1 JI BLDG AREA PER AREA FOR OPEN AREA FOR gLLOWABLE STORYNQ TABLE 503 AREA t SPRINKL.ER STORY(ACTUAL) SPACEINCREASE 2 AREA ... `:.INCREASE 1 11,068 SF 9000 SF 4,320 SF NA 13,320 SF I �l Open space area increases from BC Section 506.2 are computed thus: a. Perimeter which fronts a public way or open space having 20 feet minimum width= 582 (F) f b. Total Building Perimeter = 687(P) c. Ratio(F/P) = .84(F/P) d. W=Minimum width of public way = 24'(W) e. Percent of frontage increase If = 100[F/P-0.25]x W/30= 48(%) I— 2 The sprinkler increase per BC Section 506.3 is as follows: a. Multi-story building IS=200 percent Li b. Single story building IS=300 percent -� MAXIMUM BUILDING AREA' (BC503,BC506) Maximum Building Area=number of stories in the building times max allowable floor area(A)but not greater than 3 x A. 1 ACTUAL: 11,068 SF ALLOWABLE: 13,320 SF ALLOWABLE HEIGHT(BC503, BC504) ALLOVVABLE ACTUAL INCREASE FOR SPRINKLERS TABLE 503 Building Height in Feet 30' Feet. 40' Feet=H+20'= NA Building Height in Stories 1 Stories: 1 Stories+1 = NA i NUMBER AND ARRANGEMENT OF EXITS(CHAPTER 10) FLOOR ROOM OR SPACE- MINIMUM TRAVEL DISTANCE ARRNNGEMENT MEANS OF EGRESS _DESIGNATION 'NUMBER OF EXITS .. (1016) (1015 2)'_ BDC 402.10(12110) Page 4 —� E-File:V:\DesignAndConstr\Project Folder\RecordCorrespondence L! U REQUIRED' ACTUAL ALLOWABLE AOTUAL DISTANCEU BETINEEN EXITDOORS _... ACTUAL DISTANCE SHOWN...N PLANS: Exit#1—55' L Main Floor 4 6 200'-0" Exit#2=140' 60'Min. Varies-All Req'd Exit#3=150' Distance Separation I A �I I OCCUPANT LOAD AND EXIT WIDTH(BC1003 AND BC1004) C (D)'; EXIT WIDTH(IN) USE GROUP. AREA PER EGRESS WIDTH REQUIRED ACTUAL WIDTH w�IN I�i . O$SPACE OCCUPANT O LOAD T PER OCCUPANT H/IDrH SH017lNON DESCRIPTION AREA (TABLE 10051) (SECTION 100511 PLANS SO FT (TABLE A B) t00411j STAIR LEVEL STAIR LEVEL STAIR LEVEL.,' _- B 8,710 100SF 87 3 2 NA 1 , NA 60" L� ! LJ �i I J i l PLUMBING FIXTURE REQUIREMENTS(BC2902.1),PC403 �- WATEEiCLOSETS LAVATORIES SH01(VERS/TUBS DRINKINGFOUNTAIN..S SERVICE OCCUPANCY URINALS _ MALE FEMALE „ . ;MALE FEMALE &EYEWASH_? REGULAR ACCESSIBLE SINK J I B 3 3 3 3 i f i J I BDC 402.10(12/10) Page l E-File:V:\DesignAndConstr\Project Folder\RecordCorrespondence i U , SEISMIC REVIEW Sl1MMARY PROJECT: 1 +� LOCATION: ZIP CODE: � ITEM Value BCNYS E3CNYS Code Section Page No. Site Class l�L L o Table 1615.1.1 317 (default to site class D� Section 16 15.1.`i 316 1 S,(short period) Figure 1615(1) 318 Li second eticae� D. o Figure 1615(2) 319 S, (9 p q g Fa (site coefficient-short) Table 1615.1.2(1) 320 F,(site coefAcienf--1 sec.) -z Table 1615.1.2(2) 320 i -� S.,(short period adjusted) o.r� Equation 16-16 317 Si (1 sec, patiod adjusted) o. Z.t Equation 16-17 317 .� Sys(short period) ,,, 3 o Equation 16-18 320 Li So, (1 sec,period) o. 1.4 Eq ration'16-19 320 Seismic Use Group Table 1604.5 287 Seismic Design Category �c G�� Table 1616.3(1) 324 I (short period) Seismic Desk n'Category ,� n Table 1616.3(2) 324 ; i SEISMI E rC GA: EQ04XY.. :_ , _ ThIs ogft pry etarrntnes< � (lv€ f Wye,,.0 0� �t�,��uo� ., ar . "1zG+� .design 6ptalj is arid,�hef er EP-t $µ systems roust be braced ? ' ' s �Se�t 1616.6 3 6 K' Artasts 'lpocedei = tsecf -�- _. ' Brsrl irrg art is S" b c t;T Septi6n � .< r ....... r Y• r-.I Sersr rc_ src i,*, '€l �` ep ' r . s ! ArcYii e Iue i� es�� , . Section 1621A.1°. 345 _j� 1Vtechanc( l Setzticn 1:621:1.6. 347 f P untbin }•, �, dy}prttc R, :.K 34{7� i E1eticar` ''• . f f)(ILL• ,i ' "'£f`•..` L JAM > - Page 10 of 4 0 L - _ Richard 1E. ,banes Associates 1 . �^ zekpnona{ 1A)7 -1015 fbx 1�1817 aZ S'°*'�n�``�, °5.+.- '�-' <S'L'.�"3 � s iSK .. :�'r—a+-+d'A' �+t'ix g� 'r`�'rs._ •,S • tv ........... LA Zit- i 2�1 �. I1 ,�.. . , y ' ' • F • - ` Ll = �L s Chi 6 V.UFAV PN 01 Li L14 1 _ ra�c 1 ut i h one J Plattsburgh — *Canton r I Elizabethtown �I * Watertown Lowville * Lake Pleasant Oswego ensbu udson Lockport Albion Falls Rochester Lyons Utica* Ballston Batavia * Syracuse * Johnstown Spa �"�JJJJ Buffalo * Aub Wamp 'Ile Herd mer aenesec * * Fonda he cted Warsaw * anandaigua W doo * y * Penn ooperstown Troy * — yen* Cortland Norwich - chohari Albany ins theca Hudson Bath [an**N yv!Ue *Little Belmont * *Delhi Catskill _I galley Elmira Owego * w Binghamton Kngston I it Nbnticeilo *Poughk psie * Goshen * Carmel e City * * hite Plains Riverhead* Bronx New yo Mn la Brooklyn aica LY St.Geo L _ i I j " 1 I_ ) ' I f I I ' 1 i _ http://www.empirestateroads.comimaps/seats.gif 10/3/2010 i West Mountain Health Center Title: Job# Dsgnr: Date: 4:08PM, 2 SEP 10 Description Scope I Rev: 560100 User.KW-0602072,Ver5.6.1,25-oa-2002 Multi-Story Seise' is Forces Page 1 (c)1963-2002 ENERCALC Engineering Software I Description Example Problem, d —) General Information Calculations are designed to 1997 UBC Requirements Seismic Zone 2a Building period 0.437 sec UBC 1630.2.3 Simplified Static Force Procedure Hri to Top Level 29.00 ft Ct:Construction Ground Floor Area '11,100.0 ft2 Type Factor 0.035 Occupancy Category Standard Occupancy Max Element Story Shear R rmax 0.67 Seismic Importance Factor 1= 1.00 p :Reliability Factor=2-20/(rmax'sgrt(Ab)) 1.0000 Determine Na&Nv... 1 Site Distance From Known Source 10km Calculated Values:UBC 1630.2.1 Seismic Source Type Seismic Dead Load(Calculated From Story C:Faults Not Capable of Large Quakes&Low Seismic Activ Table on"Building Forces"Tab W= 22.0 k Seismic Coefficients Na= 1.00 Nv= 1.00 Calculated Base Shear V=Cv I W/(RT)= 3.6 k Soil Profile Type SD JJJ Min.Base Shear V=0.11 Ca I W= 0.5 k Seismic Coefficients Ca= 0.22 Cv= 0.32 Structural System... Zone 4:Min.Base Shear V=0.8 Z Nv I R/W= 0.6 k Bearing Wall System: 1b:Light Framed Walls w Base Shear Max Limit V=2.5 Ca I W/R= 2.7 k 1b:Light Framed Walls with Shear Panels,All other light-frame( Overstrength&Global Ductility Coefficient R= 4.600 Final Calculated Values Horiz Seismic Factor Eh/W= 0.122 Seismic Force Amplification Factor Omega= 2.800 Vertical Seismic Factor Ev/D= ] Structure Height Limit 65.0 ft 0.110 JI V:Design Base Shear 2.7 k ' Ft:Top Force 0.000 k Eh"p 2.7 k Em=Omega"Eh 7.5 k Building Seismic Forces Weight Height Wi Hi Ft Fx Lateral ?Story Shear Story Moment Level Wi, Hi Force @ Level Force k ft k-ft k k k k k-ft 1 22.00 12.00 264.0 2.689 2.689 Total Base Shear 2.689 k Base Overturning Moment 32.267 k-ft Diaphragm Forces - Weight Lateral Force burnmation ot Summation of Min Req'd Calculated Max Req'd Diaphragm Lateral Forces Level Wpx @this Level Above Level Weights Force @Level Force @Level Force @Level Force:Fpx k _ k k-ft k k k -k k 1 22.00 2.69 2.69 22..000 2.420 2.689 4.840 2.689 Ll j , 1 West Mountain Health Center Title: Job# Dsgnr: Date: 4:07PM, 2 SEP 10 Description I l Scope Rev: 560100 User KW-0602072,Ver5.6.1,25-Oct-2002 Multi-Story Seismic Forces Page 1 (c)1983-2002 ENERCALC Engineering Software Description Example Problem, y� General Information Calculations are designed to 1997 UBC Requirements Seismic Zone 2a Building period 0.437 sec UBC 1630.2.3 Simplified Static Force Procedure Hn to Top Level 29.00 ft Ground Floor Area 11,100.0 ft2 Ct:Construction Type Factor 0.035 Occupancy Category Standard Occupancy Maz Element Story Shear R rmax 0.67 Seismic Importance Factor 1= 1.00 p :Reliability Factor=2-20/(rmax*sgrt(Ab)) 1.0000 Determine Na&Nv... l Site Distance From Known Source 10km Calculated Values:UBC 1630.2.1 I Seismic Source Type Seismic Dead Load(Calculated From Story C:Faults Not Capable of Large Quakes&Low Seismic Activ Table on"Building Forces"Tab W= 22.0 k Seismic Coefficients Na= 1.00 Nv= 1.00 Calculated Base Shear V=Cv I W/(RT)= 3.6 k Soil Profile Type SD-' Seismic Coefficients Ca= 0.22 Cv= 0.32 Min.Base Shear V=0.11 Ca 1 W= 0.5 k Structural System... Zone 4:Min.Base Shear V=0.8 Z Nv I R/W= 0.6 k j Bearing Wall System:1 b:Light Framed Walls w Base Shear Max Limit V=2.5 Ca I W/R= 2.7 k Ib:Light Framed Walls with Shear Panels,All other light-frame( Overstrength&Global Ductility Coefficient R= 4.500 Final Calculated Values Horiz Seismic Factor Eh/W= 0.122 Seismic Force Amplification Factor Omega= 2.800 Structure Height Limit 65.0 ft Vertical Seismic Factor Ev/D= 0.110 V:Design Base Shear 2.7 k Ft:Top Force 0.000 k Eh*p 2.7 k l Em=Omega*Eh 7.5 k Bu Idino Seismic Forces Weight Height Wi*Hi Ff Fx Lateral Story Shear Story Moment Level Wi Hi Force @ Level Force k ft k-ft k k k k k-ft 1 .22.00 12.00 264.0 2.689 2.689 Total Base Shear 2.689 k Base Overturning Moment 32.267 k-ft I Diaphragm Forces Weight Lateral Force burnmation of Summation of Min Req'd Calculated Max Req'd Diaphragm Lateral Forces Level Wpx @ this Level Above Level Weights Force @ Level Force @ Level 'Force @ Level Force Fpx k k k-ft k k k k k 1. 22.00 2.69 2.69 22.000 2.420 2.689 4.840 2.689 STRUCTURAL DESIGN BITE CLASS.A classification assigned to a site based on the o33 0_167 and the design spectral response acceleration_. S Iypes of soils present and their engineering properties as, __.__ath-second period,1,SD,, determined in accordance . n; defined in Section 1615:1.5. 'with Section 1615.1,is less an or a ual to 0:067 -o,14. F. .. zSITE COEFFICIENTS.Tlie values of,Fa,and,F„indicated `s all be-categorized-as Seismic Design Category--A- - Tables 1615.1.2(1)and 1615.1.2(2),respectively. and need only comply with Section 1616.4. [EB] 1614.1.1 Additions to existing buildings.An addi- ORY DRIFT RATIO.The story drift divided by the story ei tion that is structurally independent from an existing struc- '��=hght. > ,? tare shall be designed and constructed-as required for a new ewsORSIONAL FORCE DISTRIBUTION. The distribution structure in accordance with the seismic requirements for of horizontal i sesmic forces through a rigid diaphragm when new structures. An addition that is not structurally ��"... y inde- . e center of mass of the structure at the level under consider- pendent from an existing structure shall be designed and . aion does not coincide with the center of rigidity(sometimes constructed such that the entire structure conforms to the N._ eferred to as a diaphragm rotation"). seismic-force resistance requirements for new structures }" unless the following conditions are satisfied: r _TOUGHNESS. The ability of a material to absorb energy g � :without losing significant strength. 1. The addition conforms with the requirements for new w VPIlVD-RESTRAINT SEISMIC SYSTEM. The collection structures, t2bf structural elements that provides restraint of the seismic-iso- 2. The addition does not increase the seismic forces in ated structure for wind loads.The wind-restraint system may any structural element of the existing structure by lie either an integral part of isolator units or a separate device. more than 5 percent,unless the element has the capac- '}. ::. .. _ ity to resist the increased forces determined in accor- �� dance with Sections 1613 through 1622,and VS SECTION 1614 3. Additions do not decrease the seismic resistance of lEARTHQUAKE LOADS-GENERAL -_ __ -- _ _ any structural element of the existing structure by _.., .. 1614.1 Scope.Every structure,and portion thereof shall as a more than 5 percent cumulative since the original x_ ... ' ;�mmimum,be designed and constructed to resist the effects of construction, unless the element has the capacity to �;,K,,,earthquake motions and assigned a seismic design category as resist the forces determined in accordance with Sec- i.:`a tforth in Section 1616.3.Structures determined to be in Seis- lions 1613 through 1622. c Design Category A need only comply with Section 1616.4. [EB]1614.2 Change of occupancy.When a change of occu- �s.�l �;,_ Exceptions: pancy results in a structure being reclassified to a higher seis- mic use group, the structure shall conform to the seismic 1. Structures designed in accordance with the provisions requirements for a,new structure. r *'a of Sections 9.1 through 9.6,9.13 and 9.14 of ASCE 7 shall be permitted. Exceptions: y 2. Detached one-and two-family dwellings as applica- 1. Specific detailing provisions required for a new struc- "' ' ble in Section 101.2 in Seismic Design Categories A, ture are not required to be met where it can be shown ' B and C, or located where the mapped short-period an e covalent level of performance and seismic PPq p safety spectral response acceleration,SS,is less than 0.4 g, contemplated for a new structure is obtained. Such are exempt from the requirements of Sections 1513 analysis shall consider the regularity, overstrength, =r through 1622. redundancy and ductility of the structure within the �l '-3. The seismic-force-resisting.system of wood.frame context of the specific etailing provided. buildings that,conform to the provisions_of Section 2. When a change of use results in a structure being re- ak 2308 are not required to be analyzed as specified in classified from Seismic Use Group I to Seismic Use r Section 161611. Group II and the structure is located in a seismic map _kk_ 4. Agricultural storage structures intended only for inci- area where SDS<0.33,compliance with this section is dental human occupancy are exempt from the require- required- 2* not ments of Sections 1613 through 1623. [EB]1614.3 Alterations.Alterations are permitted to be made W5. Structures located where mapped short-period spec- to any structure without requiring the structure to comply with tral•response acceleration;SS, determined-in accor Sections 1613 through 1623 provided the alterations conform =r G dance----th-Section 1615�1 is less than or equal to q q to the requirements for a new structure. Alterations that increase the seismic force in an existing arnd where the mapped-spectr response accel- y g structural element by eration at 1=second period determined-in accoi- more than 5 percent or decrease the design strength of any ,, dance with Section 1615.1, is less than or equal to existing structural element to resist seismic forces by more than Y o 0.04g-shah be categorized as Seismic Design Cate- 5 percent shall not be permitted unless the entire seis- . r ` gory A. Seismic Design Category A structures need mic-force-resisting system is determined to conform to Sec- ? T; only comply with Section 1616.4. tion 1613 through 1623 for a new structure. ----------------- 6. Structures located where the short-period design Exception: Alterations to existing structural elements-or i P 1� P � g } spectral response acceleration,-SDS,determine additions of new structural elements that are notrequired by P P ,-cordarlcewith Section 1611A is less than-or equal to Sections 1613 through 1623 and are initiated for the pur- ``,,BUILDING CODE OF NEW YORK STATE 291 �! w�v �`fG�•M'F�il'J ''✓vavI-7 • A rL f_ A70% s STRUCTURAL DESIGN?ulf � TOjlZ. '-! �Tt�1 J(o!cP•1; j'tt•o✓�roi{� I T Coti1�otz.rrl g { 1615.2:2 Deterministic limit on maximum considered SMS and S., shall be taken as 1.5 times SDS and SDI, "E earthquake ground motion.The deterministic limit for the respectively. The values so obtained shall not be taken as _ a maximum considered earthquake ground motion shall be less than,80 percent of the values obtained from the general the response spectrum determined in'accordance with Fig- procedures of Section 1615.1. ure 16152.2, where site coefficients,F,,and F„ are deter- =r s mined in-accordance with Section 1615.1.2,with the value of the mapped short-period spectral response acceleration, a; SECTION 1616 SS, taken as 1.5g and the value of the.mapped spectral re- EARTHQUAKE LOADS—CRITERIA SELECTION sponse acceleration at 1 second,SI,taken as 0.6g. - e 1 16.1 Structural design criteria. � _Each structure shall be �. 1615.2.3 Deterministic maximum,considered earth- assigned to a seisiriic design category in accordance with Sec quake ground motion.The deterministic maximum con- tion 1616.8,,Seismic design categories are used in this code to sidered earth' iike''ground motion response spectrum shall determine permissible stiuctural_systems,limitations on height - be calculated as 150 percent of the median spectral response accelerations;SaM,at all periods resulting from a character- 'and irregularity,those components of the structure that must be -� . ` `esigne or seismic resistance and the types of lateral force = istic earthquake on'any known Active-fault within the region: an psis that must e we ormed.Each structure shall be ro, 1615.2.4 Site-specific design ground motion. Where -vided with complete lateral-.and vertical-force-resisting:_sys '< r� site-specific procediiies are used to determine the maxi- _ems caps le of providing.ade quate strength,stbUtness and mum considered earth uake ground motion res onse s ec- ever ssi ation ca aci to withstand the esi earth wake q_ p P. , ; gy P P ty - fr�m, the design spectral response acceleration,Sa, at any ground motions determme m actor ance`wiSection-1-- 615 period shall be determined from Equation.16-48: j`within.the prescribed deformation limits of Section 1617.3 2. The design ground motions shall be,assumed to occur along I Sa =-S (Equation'1 (Equati 16-48) , 3 . any horizontal direction of a structure.A continuous load path, z .and shall be•greater than or equal.to 80 percent of the design or paths,with adequate strength and stiffness to transfer forces spectral response acceleration, Sa, determined by the gen- induced by the design earthquake ground motions from the rr eral response spectrum in Section 1615.1.4. 2 points of application to the finalpointofresistanceshallbepro- x 1615.2.5 Design spectral response coefficients.Whehe.the vided;. F site specific procedure is.used to determine, the design Allowable stress design is permitted to be used to evaluate ground motion in accordance with Section 1615.2.4,the pa- sliding,overturning and soil bearing at the soil-structure inter Y rameter.Ss shall be taken as the spectral acceleration,-Sa, face regardless of the approach used in the design of the strut-:';. -- obtained from the site-specific spectra at aperiod of 0.2 sec- ture, provided load combinations of Section 1605.3 are -1 ond,except that it shall not be taken as less than 90 percent utilized.When using allowable stress design for proportioning Of the peak spectral acceleration,Sa,at any period.The pa- foundations,the value of 0.2 SDSD in Equations 16-50, 16-51, rameter SDI shall be taken as the greater of the spectral accel- 16-52 and 16-53 or Equations 9.5.2.7-1,9.5.2.7-2,9.5.2J.1-1 I . . . p,Sa,at a period of 1 second or two times the spectral and 9.5.2.7.1-2 of.ASCE 7 is permitted to be taken equal to ' acceleration,Sa, at a period of 2 seconds. The parameters zero.When the load combinations of Section 1605.3.2 are uti': lized,a one-third increase in soil allowable stresses is permitted- for all load combinations that include W or E. Sam=1.5F8 1616.2 Seismic use groups and occupancy importance fac- tors.Each structure shall be assigned a seismic use group and a cn� corresponding occupancy importance factor(I,)as indicated in o Table 1604.5- `i° Sam=0.6F/T `=_1616.2:TSeismi=cUse Group I.Seismic Use Group I strut-ram, . ` tunes are those not assigned to either Seismic Use Group II - ¢ or M. l 0 1616.2.2 Seismic Use Group H. Seismic Use Group lI y structures are those, the failure of which would result in a= f.`=• cc substantial public hazard due to occupancy or use as indiw 'raj t Gated by Table 1604.5,or as designated by the code enforce.=,may m ment official. _ ;;ram L cn4 Period T (Sec.) 1616.2.3.Seismic Use Group M. Seismic Use Group III$ h I structures are those having essential facilities that are re.'.s quired for postearthquake recovery and those containing ' substantial quantities of hazardous substances,as indicated? FIGURE 1615.2.2 in Table 1604.5, or as designated by the code enforcement' ' } DETERMINISTIC LIMIT ON MAXIMUM CONSIDERED official. k, _l ` = 298 BUILDING CODE OF NEW YORK STATE t- or es determined in Section 9.5.4.4. At any story, the of the .deflections along any of the edges of the =�ancrement of overturning moment in the story under structure at the top and bottom of the story under =a ��•:consideration shall be distributed to the various vertical consideration. ; .elements of the lateral force-resisting system in the same proportion as the distribution of the horizontal shears to The deflections halllbe determined in accor- those elements, (Sx) (n o ) f` The overturning moments at Level x (Mx) (kip•ft or dance with the following equation: --si''�kN•m) shall be determined from the following'equation: Casxe Sx = I (Eq. 9.5.5.7.1) n Mx = Fi(hi —hx) (Eq. 9.5.5.E where i=x =s.:where Cd = the deflection amplification factor in �� Table 9.5.2.2 Fi the portion of the seismic base shear (V) induced at Level i Sxe = the deflections determined by an '1 hi and hx = the height (in ft or m) from the base to elastic analysis' Level i or x I — the importance factor determined in - — �:t :. -r_��;T: .• accordance with Section 9.1.4 The foundations of structures, except .inverted 3}� pendulum-type structures, shall be permitted to be The elastic analysis of the seismic-force-resisting ::..:. designed for 75% of the foundation overturning design system shall"be made using the prescribed seismic design forces of Section 9.5.5.4. For the purpose of 'moment (M f) (kip•ft or kN m) at the foundation—soil gn x interface determined using the equation for the this Section, the value .of the base shear, V, used overturning moment at Level x (Mx) (kip•ft or kN•m). in Eq. 9.5.5.2-1 need not be limited by the value obtained from Eq. 9.5.5.2.1-3. For determining compliance with the story drift w= 9.5.5.7 Drift Determination and P-Delta Effects. 4rt limitation of Section 9.5.2.8, the deflections at Story drifts and, where required, member forces and the `= ,moments due to P-delta effects shall be determined in center of mass of Level x (Sx) (in. or min) shall be accordance with this Section. Determination of story calculated as required in this Section.For the purposes of this drift analysis only, the upper-bound limitation drifts shall be based on the application of the design specified in Section:9.5.5.3 on the computed funda- ,.. seismic forces to a mathematical"model of the physical mental period; T,in seconds, of the building does not structure. The model shall include the stiffness, and tv strength of all elements that, are significant to apply for computing forces and displacements. the distribution of forces and deformations in the structure Where applicable, the design story drift(A)'(in. and shall represent the spatial distribution of the mass or min) shall be increased by the incremental factor '- relating to the P-delta effects as determined in -- and stiffness of the structure:In addition,the models Section 9.5.5.7.2. comply with the following: When calculating drift,the redundancy coefficient, 1. Stiffness properties of reinforced concrete and p, is not used. masonry elements shall consider the effects of _ - -- cracked sections, and 9.5.5.7.2 P-Delta Effects._P(delta effects on story zzQQQ '''- ' shears and moments, the resulting.member forces V µY. 2. For steel moment resisting frame systems, the and moments, and the story drifts induced by these � contribution of panel zone.deformations to overall effects are not required to be considered when the sta- r? sto drift shall be included. rY bility coefficient(0) as determined by the following equation is equal to or less than 0.10: 5,. 9.5.5.7.1 Story Drift.Determination. The design r story drift(A) shall be computed as the difference 9 = Px (Eq. 9.5.5.7.2-1) ^`° of the deflections at the top and bottom of the story ,h.Cd :: . : r under consideration. Where allowable stress design " . is used, 4 shall be computed using code-specified where {" earthquake forces without reduction. Px = the total vertical design load at and above -.T Level x. (kip or kN); when computing Px,no Exception: For structures of Seismic Design Cat- individual load factor need exceed 1.0 egories C, D, E, and F having plan irregularity 0 = the design story drift as defined in Types la or lb of Table 9.5.2.3.2,the design story Section 9.5.3.7.1 occurring simultaneously •. drift, D,shall be computed as the largest difference with Vx, (in. or mm) 749 Minimum Design Loads for Buildings and Other Structures gi L . Vx = the seismic shear force acting between . for the participation of the diaphragm in the structure's !�) Levels x and x — 1, (kip or kl) dynamic response. In addition, the model shall comply h,x = the story height below Level x, (in. or mm) with the following: Cd = the deflection amplification factor in I! _ Table 9.5.2.2 1. Stiffness properties of concrete and masonry elements shall consider the effects of cracked The stability coefficient (0) shall not exceed 0,,.. sections, and determined as follows: 2. For steel moment frame systems, the contribution 0.5 of panel zone deformations to overall story drift 0. _ �Cd < 0.25 (Eq. 0.5.5.7.2-2) shall be included. =` � 9.5.6.3 Modes. An analysis shall be conducted to deter- a where P is the ratio of shear demand to shear capacity mine the natural modes of vibration fora c ` the structure, M `— for the story between Level x and x —1. This ratio including the period of each mode,the modal shape vec- may be conservatively taken as 1.0. .4' for <D, the modal participation factor,.and modal mass. When the stability coefficient(0) is greater than The analysis shall include a sufficient number of modes LJ 0.10 but less than or equal to 0,,., the incremental to obtain a combined modal mass.participation of at factor related to P-delta effects (ad) shall be deter- least 90% of the actual mass in each of two orthogo- mined by rational analysis. To obtain the story drift nal directions. ' Lj for including the P-delta effect,the design story drift ± determined in Section 9.5.5.7.1 shall be multiplied by 9.5.6.4 Periods. The required periods, mode shapes, j 1.0/(1 —9). and participation factors of the structure in the direction ` When 9 is greater than 0,,., the structure is under consideration shall be calculated by established L potentially unstable and shall be redesigned. methods of structural analysis for the fixed-base con- When the P-delta effect is included in an auto- dition using the masses and elastic stiffnesses of the ?k mated analysis,Eq. 9.5.5.7.2-2 must still be satisfied, seismic force-resisting system. ,F however,the value of 0 computed from Eq. 9.5.5.7.2- 1 usin the results of the P-delta anal sis in be 9.9.6.5 Modal Base Shear. The portion of the base Y, �1 g y y : shear contributed by the m� mode (V,,,) shall be deter- 'u°z divided by (1 I B) before checking Eq. 9.5.5.7.2-2. . mined from the following equations: W 9.5.6 Modal An alysis Procedure. V. = Csm Wm (Eq. 9.5.6.5-1) !, 9.5.6.1 General. Section 9.5.6 provides required stan- n 2 "N ; dards for the modal analysis procedure of seismic analy- w=0im y sis of structures.See Section 9.5.2.5 for requirements for W. — (Eq. 9.5.6.5-2) n W j use of this procedure. The symbols used in this method a a_rjr of analysis have the same meaning as those for sim- w;�tm filar terms used in Section 9.5.3, with the subscript m where denoting quantities in the mt' mode. 5 Csn = the modal seismic design coefficient i 9.5.6.2 Modeling. A mathematical model of the strut- determined belowz Wm = the effective modal gravity load ' i tore shall be constructed that represents the spatial dis- gr tY tribution of mass and stiffness throughout the structure. w= = the portion of the total gravity load of the M,r For regular structures with independent orthogo- structure at Level it nal seismic force-resisting systems, independent two- the displacement amplitude at the ith level of 4 A5 dimensional models are permitted to be constructed to the structure when vibrating in its mt' mode represent each system. For irregular structures or strut- The modal seismic design coefficient (Csn,) shall be tares without independent orthogonal systems, a three- determined in accordance with the following equation: dimensional model incorporating a`minimum of three , xt dynamic degrees of freedom consisting of translation C Sam (Eq. 9.5.6.5-3) in two orthogonal. plan directions and torsional rotation R/I about the vertical axis shall be included at each level where of the structure. Where the diaphragms are not rigid S � p gmsam the design spectral response acceleration at fk, compared to the vertical elements of.the lateral force- period Tm determined from either the general r resisting system, the model should include representa- design response spectrum of Section 9.4.1.2.E lion of the diaphragm's flexibility and such additional or a site-specific response spectrum per dynamic degrees of freedom as are required to account Section 9.4.1.3 r —a 150 ASCE 7-02 L. 9.5.2.7.1 Special Seismic Load. Where specifically and constructed to act as an integral unit in resisting indicated in this Standard, the special seismic load seismic forces unless separated structurally by a of Eq. 9.5.2.7.1-1 shall, be used to compute E for distance sufficient to avoid damaging contact under total use in load combination 5 in Section 2.3.2 or load deflection(SX) as determined in Section 9.5.5.7.1 combination 3 in 2.4.1 and the special seismic load of Eq. 9.5.2.7.1-2 shall be used to compute E in load 9.5.3 Index Force Analysis Procedure for Seismic combination 7 in Section 2.3.2 or load combination 5 Design of Buildings. See Section 9.5.2.5.1 for,limitations =13- in Section 2.4.1: on the use of this procedure. An index force analysis shall consist of the application of static lateral index forces to a linear mathematical model of the structure independently E= SZoQE-{-0.2SDSD (Eq. 9.5.2,7.1-1) P Y in each of two orthogonal directions. The lateral index E= i2o QE —0.2SDsD (Eq. 9.5.2.7.1-2) forces shall be as given by Eq. 9.5.3-1 and shall be applied simultaneously at each floor level.For purposes.of analysis, The value of the quantity Q,QE in Eqs. 9.5.2.7.1- the structure shall be considered to be fixed at the base: _ 1 and 9.5.2.7.1-2 need not.be taken greater than the capacity of other elements of the structure to transfer Fx =0.01 wz (Eq. 9.5.3-1) force to the component under consideration. Where,allowable stress design methodologies are where ti used with the special load of this Section applied in load combinations 3 or 5 of Section 2.4.1, allowable Fx = the design lateral force applied at story x wz = the portion of.the total gravity load of the structure, stresses are permitted to be determined •using an W, located or assigned to Level x . allowable stress increase of 1.2. This.lacrease shall W = the effective seismic weight of the structure, not be combined with increases in allowable stresses including the total dead load and other loads or load combination reductions otherwise permitted mot- listed below: j by this standard or the material reference standard 1. In areas used for storage, a minimum of 25% of v except that combination with the duration of load the floor live load (floor live load in public 1 i 12 f increases permitted in Re . 9- . s permitted. garages and open parking structures need not be included.) 9.5.2.8 Deflection,Drift Limits,and Building Separa- 2. Where an allowance for partition load is lion. The design story drift (A) as determined in : included inthe floor load design, the actual ? Section 9.5.5.7 or 9.5.6.6,shall not exceed the allowable partition weight or a minimum weight of 10 psf -a• story drift(40 .as obtained from.Table 9.5.2.8 for •(0.48 kN/m2) of floor area, whichever is greater. any story. For structures with significant ,torsional 3. Total operating weight of permanent equipment. r deflections, the maximum"drift shall include.torsional 4. 20% of flat roof snow load where flat roof snow c effects. All portions of the structure shall be.designed load exceeds 30 psf(1.44 kN/0). I TABLE 9.5.2.8 ALLOWABLE STORY DRIFT,Aaa Seismic Use Group _ Structure ° t 11 III Structures,other than masonry shear wall or masonry wall 0.025h,,., 0.020h,,x 0.015h,s s _ frame structures,four stories or less with interior walls, partitions,ceilings and exterior wall systems that have been designed to accommodate the story drifts. 3 'Masonry cantilever shear wall structures` 0.010h.,,, 0.010h,., 0.010h,,., Other masonry shear wall structures 0.007h,,x •0.007h,,X 0.007h,., Masonry wall frame structures 0.013h.,x 0.013h,, 0 010h,,s t All other structures 9.020h,,x 0.015h,,s 0.010h,.s a hSx is the story height below Level x. b There shall be no drift limit for-single-story structures with interior walls,partitions, ceilings,and exterior wall systems that have been designed to � accommodate the story drifts.The structure separation requirement of.Section 9.5.2.8 is not waived. I °Structures in which the basic structural system consists of masonry shear walls designed as vertical elements cantilevered from their base or foundation support which are so constructed that moment transfer between shear walls(coupling)is negligible. Minimum Design Loads for Buildings and Other Structures 145 1 - IIi i , ., TABLE 9.5.2.2 DESIGN COEFFICIENTS AND FACTORS FOR.BASIC SEISMIC FORCE-RESISTING SYSTEMS Structural System Limitations - v�•' and 'z Building Height(ft)Limitations' Response System Over- Deflection Seismic Design Category Modification strength Amplification p Basic Seismic Force-Resisting System Coefficient,Ra Factor,go Factor,C i`7. A&B C f Dd El Fa :• Bearing Wall Systems Ordinary steel concentrically braced frames 4 2 32 NL NL 35k 35k NPk == Special reinforced concrete shear walls 5 22 5 NL NL 160 160 100 : . Ordinary reinforced concrete shear walls 4 21 4 NL NL NP NP `Np Detailed plain concrete shear walls 21 21 2 NL NP NP NP NP ` z z Ordinary.plain concrete shear walls 11 2a 11 NL NP NP NP NP Special reinforced masonry shear walls 5 21 31 NL NL 160 160 100 ; 2 2 } ' Intermediate reinforced masonry shear walls 31 21 21 NL NL NP NP NP Ordinary reinforced masonry shear walls 2 21 11 NL 160 NP NP NP Detailed plain masonry shear walls 2 21 13 NL NP NP` NP NP z a Ordinary plain masonry shear walls 11 22 11 NL NP NP NP NP _ Light-framed.walls,sheathed with wood-,",. -6 , 3 f` 41 NL NL 65 65 65 structuralJpdnels rated for shear resistance 3 "P `-.or_steel sheets- - ' Light-framed walls with shear panels of all 2 21 2 1 NL NL 35 NP NP y,= Y: other materials 2 Light-framed wall systems using flat strap 4 2 31 NL NL 65 65 65 bracing Building Frame Systems Steel eccentrically braced frames,moment 8 2 4 NL NL . 160 160 100 resisting,connections at columns away from links ' Steel eccentrically braced frames 7 2 4 NL .NL 160 160 100 --� Y , non-moment resisting,connections at columns away from links Special steel concentrically braced frames 6 2 5 NL NL 160 160 100 P Y Ordinary steel concentrically braced frames 5 2 4z NL NL 35k 35k NPk Special reinforced concrete shear walls 6 21 5 NL 'NL 160.: 160 100 EN' 2 Ordinary reinforced concrete shear walls 5 2Z 42 NL NL NP NP NP Detailed plain concrete shear walls 3 22 22 NL NP NP ' NP NP Ordinary plain concrete shear walls 2 22 2 NL NP NP NP NP Composite eccentrically braced frames 8 2 4 NL NL 160 160 100 1 Composite concentrically braced frames 5 2 41 NL NL 160 160 100 Ordinary composite braced frames 3 2 3 NL NL NP NP NP r=: Composite steel plate shear walls 61 21 5-1 NL NL 160 160 100 2 2 2 ' Special composite reinforced concrete shear 6 22 5 NL NL 160 160 100 ;. walls with steel elements t., Ordinary composite reinforced concrete 5 21 41 NL NL NP NP NP ;. ary. shear walls with steel elements 2 a Special reinforced masonry shear walls 52 22 4 NL NL 160 160 100 E- Intermediate reinforced masonry shear walls 4 21 4 NL - NL NP NP NP 2 Ordinary reinforced masonry shear walls 2Z 22 21 NL' 160 NP NP. -NP Minimum Design Loads for Buildings and Other Structures 133 J . I � � �, � t t j,�..^ �d, J�'S,d'r�s�,�� T�` '�'c ��il;""t'.�c'v n,-t`6'''�df• � w� � � s DESIGN'"C0EFFICIENT9AND``0 `iA�!CATEOiLFESO17R�61'2�� M•et�d` CxRC�'xE�.'Es ES Fa l&a��r'n DETAILING RESPONSE "SYSTEM DEFLECTION-' SYSTEM'LIMITATIONS AND BUILDING HEIGHT.'LIMITATIOFIS(FEE )BY g: n REFERENCE MODIFICATION OVERSTRENGTH AMPLIFICATION SEISMIC DESIGN:CATEGORY°.AS DETERMINED IN SECTION 1b - 3 o BASIC SEISMIC-FORCE-RESISTING SYSTEM SECTION COEFFICIENT,R ' FACTOR,n.9 FACTOR,C; A or B C D° E' G F, p H. Ordinary plain concrete shear walls 1910.2.1 2 21/2 2 NL NP NP NP NP m I. Composite eccentrically : (14)k 8 2 4 NL NL 160 160 100 I Composite concentrically braced frames, k 1 < (13) 5 2 4/2 NL NL 160 160 100 W K. Ordinary.composite braced frames, (12)k 3 2 3 NL NL NP NP NP'-- a L. Composite steel plate shear walls (17)k 61/2 21/2 511Z NL NL 160 160 100 m M. Special composite reinforced•concrete shear walls with steel elements (16)k 6 21/2 5 NL NL 160 160. 100 N. Ordinary composite reinforced concrete shear wall with steel elements (15)k 5 21/2 41/2 NL NL NP NP NP -O. Special'reinforced masonry shear walls 1.13.2.2.50 51/2 21/2 4 NL NL 160 160. 100 P. intermediate reinforced masonry shear walls 1:13.2.2.4° 4 21/2 21/2 NL NL NP NP NP Q. Ordinary reinforced masonry shear walls 1'.13,2.2.30 3 21/2 21/4 NL 160 NP 'NP NP' R. DeWled-plain,masonry sheaf'walls 1.13.2.2.20 21/2 21/2 21/4 NL NP NP NP NP S. Ordinary plain masonry shear walls . 1.13.2.2.10 11/2 21/2 ' 11/4 NL NP NP NP NP T. Light frame,walls with shear..panels—wood ` . 2306.4.1/ structural panels/sheet steel.panels 2211 L�_ 21/2 41/2 NL NL 65 65 65 U. Light framed;walls with shear paliels-all other 2306.4.5/ A i materials, --- -- —= -- 2211 2/2_ 21/2 21/i NL NL 35 NP NP V. Ordinary plain prestressed masonry shear walls 2106.1.1.1 11/2 21/2 11/4 NL NP NP NP NP W. Intermediate prestressed masonry shear walls 2106:1,3.2;. .3 21/ 21/ 1.13.1140 2 2 NL 35 NP NP NP X. -Special prestressed masonry.shear walls 2106.1.1.31 41/2 2 21/z 4 NL 35 35 35 35 3.Moment-resisting Frame Sysiems, A. Special steel moment frames. -(V 8 3 51/2 NL NL NL NL NL B. Special steel truss moment frames (12y 7 3 5% NL NL i60 100 NP Cn C Intermediate steel moment frames (10} 41/2 3 4 NL NL 351 NPW Npn,l ' n D: Ordinary steel'moment frames (11}i .31/2 . 3.- 3..• NL NL Npha NPh.1 NPh,I c E.: Special reinforced concrete moment frames (21.1)1: NL NL NL NL ra- we >: (continued). ' r M z -1 L__ _J i_ _i . L _11J J 1 TABLE 2306.4.1 a ALLOWABLE SHEAR(POUNDS.PER FOOT)FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING'OF DOUGLAS-FIR-LARCH,OR SOUTHERN PINEa FOR'.WIND:OR SEISMIC LOADINGb,h,1,] p o• PANELS APPLIED DIRECT TO FRAMING PANELS APPLIED 0 ER'W OR 6W GYPSUM SHEATHING MINIMUM NOMINAL MINIMUM FASTENER PANEL THICKNESS PENETRATION IN NAIL(common or galvanized Fastener Spacing at panel edges(inches) Fastenerspacing et panel edges(Inches) PANEL GRADE (Inch) FRAMING Inches k - (co) or alvanlzed(inches) box)or staple size 6 j. 4 9 NAIL g k _ z° box)ar staple size 6 4 5/16 1114 6d 200- 300 390 510 8d 1 200 300 3990 511 0 11/ 16 Gage 165 245 325 415 2 16 Gage 125 .185 245 315 3 3/8 1 /8 8d 230d - 360d 460d 610d 10d 280 430 550E 730 Structural I 1 11/ 16 Gage 155 235 315 400 216 Gage 155 235 310 400 Sheathing 7/16 13/ 8d 255d 395d 505d 670d lOd 280 430 SSOf 730 1 11/`16 Gage, 170 260 345 440 2 16 Gage 155 235 310 400 13/ 8d 280. 430 550 730 10d f/ ? 280 430 550 730 3z f 1 11/ 16 Gage 185 280 375 475 216 Gage 155. '235 300 400 11/ 10d J 340 510 r 665E 870 lOd e 5/16 or 1/4c 6d 180 270 350 450 8d 180 270 350 450 1 11/ 16 Gage 145 220 295 375 2 16 Gage 110 165 220 285 3 0 111 6d 200 300 390 510 8d 200 300/8 13/ 8d 220d 320d 410d 530d lOd 260 380 390 490E 51 510 1 11/ 16 Gage 140 210 280 360 2'16 Gage 3 g 140 210 280 360 ' 7/16 1 / 8d 240d 350d 450d, SSSd Sheathing, 10d. 260` 380 490f 640 plywood sidings 1 11/ 16 Gage 155 230 310 395 2 16 Gage 140 210 280 360 except Group 5 13/ 8d 260 380 490 640 lOd 260 380 490f 640 Species 35/32 11/ 10d •310 460 600f 770 — 1 11/9,16 Gage 170 255 335 430 2.16 Gage 1 g 140 '210 280 360 19/32 1/ 10d 340 510 665f 870 1 13/4 16 Gage . 185 280 375 475 Nail Size(galvanized casing) Nail Size(galvanized casing) 3/ W 5/ 0 11/ 6d 140 210 275 360 8d 140 210 275 360 8d C 13/ r 160 1 240 1 310 410 t 10d 160 1 240 310E For SI: 1 inch=25.4 mm,1 pound per foot=14.5939 N/m. 410 Z a. Forfranning ofotherspecies:(1)Find specific gravity for species oflumberin AF&PA National Design Specification.(2)For staples find shear value from table above for Structural I panels(regardless ofactual grade)and multiply value by 0.82 for spe- 0 cies with specific gravity of0.42orgreater,or0.65 for 0otherspecies.(3)Fornails find shearvalue from table above fornailsizefor actual grade and multiplyvaluebythefollowingadjustmentfactor.Specific.Gravity AdjustmentFactor=[1-(0.5-SG)], O where SG=Specific Gravity of the framing lumber.This adjustment factor shall not be greater than 1. m b. Panel edges-backed with 2-inchnominalorwiderfiaming.Installpanelseitherhorizontallyorvertically.Space fasteners maximum 6 inches oncenteralongintermediatefratning members for%inch and'/,sinchpanelsinstalled on studs spaced 24 inches on center.For other conditions and panel thickness,space fasteners maximum 12 inches on center on intermediate supports, 0n c. %inch panel thickness or siding with a span rating of 16 inches on center is the minimum recommended where applied direct to framing as exterior siding. MZ d. Shears are permitted to be increased to values shown for"/n inch sheathing with same nailing provided(a)studs are spaced a maximum of 16 inches on center,or(b)if panels are applied with long dimension across studs. e. Framing at adjoining panel edges shall be 3 inches nominal or wider,and nails shall be staggered where nails are spaced 2 inches on center. f. Framing at adjoining panel edges shall be 3 inches nominal or wider,and nails shall be staggered where both of the following conditions are met:(1)lOd nails having penetration into framing of more than 17,inches and(2)nails are spaced 3 inches on center. M g. Values apply to all-veneer plywood.Thickness at point of fastening on panel edges governs shear values. X h. Where panels are applied on both faces ofa wall and nail spacing is less than 6 inches o.c.on either side,paneljoints shall be offset to fall on different framing members.Orframing shall be3 inch nominal orthickerandnailsoneachsideshallbestaggered. -Ni i. In Seismic Design Category D,EorF,where shear design values exceed 490 pounds per lineal foot(LRFD)or350 pounds per lineal foot(ASD)all framing members receivingedgenailingfromabuttingpanelsshal]nailsoneachan eshallbestah eyed. nal member.Plywood joint and sill plate nailing shall be staggered in all cases.See Section 2305.3:10 for sill plate size and anchorage requirements. Galvanized nails shall be hot dipped or tumbled. ' k. Sta le m crown width o r ` c r r P .x ball va a cNmmu '.n.•. -.t _.�. "( r. �i '/f {tt S x )xtr r: r 16t 7 ._rC ^'��'•.�� to rl�t x'..'r'� C :'v.�. 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P"'c<'C ,� i qti�,..nw .•t. dry L yrx s•:/P�Sa d!r,'�'1f.�'+,hiry3•�,`;`ON . r.t 1 ,r �r�?S.Wr� Ef�C' it i '� - � z .^� Y1A3.�. •� T.yA�'�"�il,�7Tdv'�Yi w�} d',�},f F�`-U`PFx"�}�'!*�"N.� F�:S'^.' rt '�' u} ,tie y:k �N.uC -� .'�'`t•:�',� s''�k�a'1''`.' k, £ 38•;:,, rdt ,r�,F.•af .,.,7w_.�,y t z.., �.k ^.i':, _ +a �. ':1xr< 7 ,r_,M. .ti•"asT-. a �:{v.i t' a:.. �m x f -f��., '�I -s.�' .e-c4;-�.. ,, 'S`i+ ^d. - r W. l d• c! r ••4g, .;E .41.t�. -}` "=..�. ;,''f;' na," :''�i,..S,jY e^ a?. s .-v.. 'i .. ,r,:". ._.._ ;_, to ,....-._ _. :_-, -,.. '5.....,..».. .., §�•__ _�+s_,�.f.:'e...�._.._�. .... _ ..•�. _�•. ,s��wta8%;•�...r,lr.i'.,. ....a, .y� STRUCTURAL DESIGN *ties or struts to distribute.the wall anchorage forces into the to the element by the lateral-force-resisting system y3iaphragm. Diaphragm connections shall be positive;me- at yield. chanical or welded-type connections. Sri.r_ 2. Concrete slabs supporting light-framed walls. �k°1620.2.6 Collector elements.Collector elements shall be 1620.2.10 Direction of seismic load.The direction of ap- ryprovided that are capable of transferring the seismic forces plication of seismic forces used in design shall be that which originating in other portions of the structure to the element will produce the most critical load effect in each component. providing the resistance to those forces.Collector elements, The requirement will be deemed satisfied if the design seis- =t plices and their connections to resisting elements shall nric forces are applied separately and independently in each have the design strength to resist the special load combina- of the two orthogonal directions. tions of Section 1605.4. g ._----- — --- - - - _ ff ye " Exception:In structures or portions thereof braced en- 1620.3 Seismic Design Category C. Stractuies assign_ ed to ti ki: Seismic Design Category C see s tirely by light-framed shear walls, collector elements, gn g ry ( Section 1616)shall conform-;r crt ' splices and connections to resisting elements need only ` to therequirements of Section 1620.2 for Seismic Design Cate- p have the strength to resist the load combinations of Sec- i gory B and to Sections 1620.3.1 through 1620.3.2. -- lion 1605.2 or 1605.3. e 1620.3.1 Anchorage of concrete or masonry walls.Con- "` .1620.2.7 Bearing walls and shear walls.Bearing walls and crete or masonry walls shall be anchored to floors and roofs shear walls.and their anchorage shall be designed for an and members that provide out-of-plane lateral support for out-of-plane force;Fp,that is the greater of 10 percent of the the wall or that are supported by the wall.'The anchorage f{ ,weight of the wall,of the quantity given by Equation 16-61: shall provide a positive direct connection between the wall and floor or roof capable of resisting the horizontal forces F =0.40IESDsww (Equation 16-61) P g specified in Equation 16-62 for structures with flexible dia- phragms or in Section 9.6.1.3 of ASCE 7 (using a of 1.0 F, where: P g ( g p 1 s> and RP of 2.5) for structures with diaphragms that are not Vt,IE = Occupancy importance factor(Table 1604.5). flexible. The short-period site design spectral response accel- eration coefficient(Section 1615.1.3 or 1615.2.5). Fp=0.8 SOS (Equation 16-62) 1 "ac-° IEww ivw The weight of the wall. .� where: In addition, concrete and masonry walls shall be'an- °'.. chored to the roof and floors and members that provide lai- FP = The design force in the individual anchors. �y eral support for the wall or that are supported b the,wall. " <'" PP PP Y I = Occupancy importance factor in accordance with E. P Y P `H# The anchorage shall provide a direct connection between Section 1616.2. the wall and the supporting construction capable of resisting SDs = The design earthquake spectral response accelera- F;l.;the greater of the force,FP,as given by Equation 16-61 or lion at short period in accordance with Section (400 SDs IE)pounds per linear foot of wall.For SI:5838 SDs 1615.1.3. .r IE Nlm.Walls shall be designed to resist bending between w = The weight of the wall tributary to the anchor. t av anchors where the anchor spacing exceeds 4 feet (1219 w g ' r�;Fr mm).Parapets shall conform to the requirements of Section Diaphragms shall be provided with continuous"ties or '. A 9.6.2.2 of SCE 7. struts between diaphragm chords to distribute these anchor-' cti - 1620.2.8 Inverted pendulum-type structures.Supporting age forces into the diaphragms. Where added chords are used to form subdia hra such chords shall transmit the columns or of inverted pendulum-type structures shall P g�� z be designed for the bending moment calculated at the base anchorage forces to the main cross ties. The maximum length-to-width ratio of the structural subdia hra s determined using the procedures given in Section 1617.4 g�- . P gm hall n and varying uniformly to a moment at the top equal to be 21/2 to 1.Connections and anchorages capable of resist- in the prescribed forces shall be provided between the dia- F. ;. one the calculated bending moment at the base. g P F;. phragm and the attached components. Connections shall .a 1620.2.9 Elements supporting discontinuous walls or r extend into the diaphragms a sufficient distance to develop.frames.Columns or other elements subject to vertical rear- the force transferred into the diaphragm. _> P gm. E ; tion from discontinuous walls or frames of structures hav- - ing plan irregularity Type 4 of Table 1616.5.1.1 or vertical The strength design forces for steel elements of the wall xr: irregularity Type 4 of Table 1616.5.1.2 shall have the design g ty yp anchorage system shall be 1.4 times the force otherwise re- ' strength to resists special seismic load combinations of See-�O ` gth p quired by this section. tion 1605.4.The connections from the discontinuous walls ;ire c X or frames to the supporting elements need not have the de- In wood diaphragms,the continuous ties shall be in addi- sign strength to resist the special seismic load combinations tion to the diaphragm sheathing.Anchorage shall not be ac- y s, of Section 1605.4. complishedby use of toenails or nails subjectto withdrawal, � H nor shall wood ledgers_or framing be used in cross-grain Exceptions: bending or cross-grain tension. The diaphragm sheathing ` - 1. The quantity,E., in Section 1617.1.1.2 need not shall not be considered effective as providing the ties or exceed the maximum force that can be transmitted struts required b y this section. q Y 313 £" BUILDING CODE OF NEW YORK STATE _. III STRUCTUFDESIGN.. *� 1- _ lions of the discontinuous element to the supporting mem- 1620.2.3_Discontinuities in vertical system. Structures .wt ; ber having plan irregularity Type 4 of Table 9.5.2.3.2 or ver- with a discontinuity in lateral capacity,vertical irregularity j tical irregularity. e 4 of Table 9.5.2.3.3 shall have the Type 5 as defined in Table 1616.5.1.2 shall not.be over two, � ty�'YP . YP -- design strength to resist the maximum axial force that can stories or 30 feet (9144 mm) in hei ht where the "weak"` Al develop in accordance with the special seismic loads of Sec- story has a calculated•strength of 1 s than 65 percent of the , r� tion 9.5.2.7.1. story above. it Exceptions: Exception:Where the"we "story is capable of resist- ing a total seismic force equal to the overstrength factor ; i 1. The.quantity E in Section 9.5.2.7.1 need not ex- 4 . t S2°'as given in Table 1617.62,multiplied by the design; j ceed the maximum force that can be transmitted to the elementby the lateral-force-resisting system at force prescribed in Section 1617.5,the height limitation does not apply. �r yield. ! cti 1620 2.4 Conneons.All parts of the structure,except ate ; 2. Concrete slabs supporting light-framed walls. separation joints,shall-be interconnected and the connec- : ' 1620.1.3 ASCE 7,Section 9.5.2.6.3.Modify ASCE 7,Sec- designed to resist the seismic force, F, in- =y'` ' Y lions shall be deli P Si tion 9.5.2.6.3,to read as follows: duced by the parts being connected.Any smaller portion of,-� r� the structure shall be tied to the remainder of the structure`` _ - ' 9.5.2.6.3 Seismic Design Category C. Structures as- _ the n i signed to Category C shall conform to the requirements for greater of: of Section 9.5.2.6.2 for Category B and to the require- FP=0.133 SDswP (Equation 16-58) -1 ments of this section.Structures that have plan structural t a irregularity Type 1a or lb of Table 9.5.2.3.2 along both or rzd principal plan axes,or plan structural irregularity Type 5 F =0.05 w (Equation 16-59) : of Table 9.5.2.3.2,shall be analyzed for seismic forces in P P compliance with Section 9.5.2.5.2.2. When the square where: s1 *x root of the sum of the squares method of combining di- SDs = The design,5-percent damped,spectral response ac- rectional effects is used,each term computed shall be as- celeration at short periods as defined in Section ,; r i signed the sign that will yield the most, conservative 1615.r-' result. wP = The weight of the smaller portion. : L' The orthogonal combination procedure of Section A positive connection for resisting a horizontal force act , 9.5.2.5.2.2, Item a, shall be required for any column or li wall that forms part of two or mole intersecting seis- mg Parallel to the member shall be provided for each beam, girder or truss to its support for a force not less than 5 perx mic-force-resisting systems and is subjected to axial load .: -' due to seismic forces acting along either principal plan cent of the dead plus live load reaction. F axis equaling or exceeding 20 percent of the axial load }1620.2.5 Diaphragms.Permissible deflection shall be that- design strength of the column or wall. deffecfion up to which the diaphragm and any attached dis�1' ' j -- tributing or resisting element will maintain its structural' 1620.2-Structural component design and detailing,(for use ^ tegrity under design load conditions,such that the resistings' i in the simplified analysis procedure of Section 1617.5).The element will continue to support design loads without dan n - design and detailing of the components of the seis- - ger to occupants of the structure. mic-force-resisting system for structures designed using the simplified analysis procedure in Section 1617.5 shall comply Floor and roof diaphragms shall be designed to resist FP ' t with the requirements of Sections 16201 through 1620.5 in as follows: a + addition to the nonseismic requirements of this code.Buildings .ii :€ I FP=0.2I�DswP-FVPx (Equation 16-60)�; shall not exceed the limitations of Section 1616.6.1. 1 t`t -- - -- - - - - where: ~L � Exception: Structures assigned to Seismic Design Cate- gory A. o Iz-G '� FP = The seismic force induced by the parts. = Occupancy importance factor able 1604.5 Structures assigned to Seismic Design CategorB see Sec- JD E P Y P (T ) tion 1616) shall conform to Sections 1620.21 through DS = The short-period site design spectral response accel'=} s 1620.2.10. _ J eration coefficient(Section 1615). 1620.2.1 Second-order load effects.Where 0 excee 0.10° �. P = The weight of the diaphragm and other elements Q, j r as determined in Section 9.5.5.7.2 in ASCE 7,second-or ei J the structure attached to the diaphragm. r _I load effects shall be included in the evaluation-of compo- The portion of the seismic shear force at the level of ! -- -nent_an_d connection strengths. the diaphragm, required to be transferred to d?e6. I _ - components of the vertical seismic-force-resisting' 1620.2.2 Openings.Where openings occur in shear walls, P diaphragms or other plate-type elements,reinforcement at system because of the offsets or changes in stiffness the edges of the openings shall be designed to transfer the of the vertical components above or below the dia f stresses into the structure.The edge reinforcement shall ex- p�a� °x tend into the body of the wall or diaphragm a distance suffi= Diaphragms shall provide for both shear and bendin;g Y.. cient to develop the force in the reinforcement. stresses resulting fromxhese forces.Diaphragms shall havet_ry SI 312 �. ,� �� P.�274BUILDING CODE OF NEW YORK STATE?;. p STRUCTURAL DESIGN i' F 11 {:-;ties or struts to distribute the,wall anchorage forces into the- to the element by the lateral-force-resisting system ,;diaphragm.Diaphragm connections shall be positive, me- at yield. chanical or welded-type connections. 2, Concrete slabs supporting light-framed walls. ' y.1620.2.6 Collector elements.�Collector elements shall be � 1620.2.10 Direction of seismic load.The direction of ap- _ l provided that are capable of transferring the seismic forces plication of seismic forces used in design shall be that which on in other portions of the structure to the element will produce the most critical load effect in each component. q providing the resistance to those forces.Collector elements, The requirement will be deemed satisfied if the design seis- /� q :� mic forces are applied separately and independently in each I ` splices and their connections to resisting elements shallave the design strength to resist the special load combina- of the two or directions. lions of Section 1605.4. I Exception:In structures or portions thereof braced en- 1620.3 Seismic Design Category C. Structures assigned to i° tirely by light-framed sheaf walls, collector elements, Seismic Design Category C(see Section 1616)shall conform , <_ to the re uirements of Section 1620.2 for Seismic Design Cate- `'16:� splices and connections to resisting elements need only q have the strength to resist the load combinations of Sec- gory B and to Sections 1620.3.1 through 1620.3.2. tion 1605.2 or 1605.3. 1620.3.1 Anchorage of concrete or masonry walls.Con- '+ 1620.2.7 Bearing and shear walls.Bearing walls and Crete or masonry walls shall be anchored to floors and roofs _ shear walls and their anchorage shall-be designed for an and members that provide out-of-plane lateral support for out-of-plane force,Fp,that is the greater of 10 percent of the the wall or that are supported by the wall.The anchorage weight of the wall,or the quantity given by Equation 16-61: shall provide a positive direct connection between the wall _ and floor or roof capable of resisting the horizontal forces I p=0.407ESDsww (Equation 16-61) speed in Equation-16-62 for structures with flexible dia- phragms or in Section 9.6.1.3 of ASCE 7 (using ap of 1.0 1 'where: and RP of 2.5)for structures with diaphragms that are not 7; _ E = Occupancy importance factor(Table 1604.5). flexible. *SDs = The short-period site design spectral response accel- eration coefficient(Section 1615.1.3 or 1615.2.5). FP=0.8 SDSIEww (Equation 16-62) The weight of the wall. where: In addition, concrete and masonry walls shall be an- - `r chored to the roof and floors and members that provide lat` FP = The design force in the individual anchors. eral support for the wall or that are supported by the wall. IE = Occupancy importance factor in accordance with `< a ct connection between Section 1616.2 The anchorage shall provide a dire . the wall and the supporting construction capable of resisting SDs = The design earthquake spectral response accelera- w D' 1 �:Y the greater of the force,FP,as given by Equation 16-61 or Lion at short period in accordance with Section (400 S I)pounds er linear foot of wall.For SI:5838 S x . Ds E P P Ds 1615.1.3. (' �{ IE N/m Walls shall be designed to resist bending between The weight of the wall tributary to the anchor. anchors where the anchor spacing exceeds 4 feet`(1219 w„ = 5 t�.¥`r mm).Parapets shall conform to the requirements- p q Diaphragms shall be provided with continuous ties or of Section 9.6.2.2 of ASCE 7. struts between diaphragm chords to distribute these anchor- tj 1620.2.8 Inverted endulum type structures.Supporting age forces into the diaphragms. Where added chords are q pe -- --- -- used to form subdiaphragms,such chords shall transmit the t _ - columns or piers of inverted pendulum-type stnictures shall be designed for the bending moment calculated at the base anchorage forces to the main cross ties. The maximum . length-to-width ratio of the structural subdiaphragin shall determined using the procedures given in Section 1617.4 and varying uniformly to a moment at the top equal to be 211.2 to 1.Connections and.anchorages capable of resist- `{:w the base. one-half the calculated bending moment at ing the prescribed forces shall be provided between the dia- one- phragm and the attached components. Connections shall 1620.2.9 Elements supporting discontinuous walls or extend into the diaphragms a sufficient distance to develop r frames:jColumns or other elements subjec ertioa>rEac- the force transferred into the diaphragm. tions from,discontinuous walls or frames of structures hav- ing plan irregularity Type 4 of Table 1616.5.1.1 or vertical The strength design forces for steel elements of the wall f ; irregularity Type 4 of Table 1616.5.1.2 shall have the design anchorage system shall be 1.4 times the force otherwise re- ' a strength to resist special seismic load combinations of Sec- quired by this section. lion 1605.4.The connections from the discontinuous walls „,=r or frames to the supporting elements need not have the de- In wood diaphragms,the continuous ties shall be in addi- P Y$ ' sign strength to resist the special seismic load combinations lion to the diaphragm sheathing.Anchorage shall not be ac- Imms of Section 1605.4. complished by use of toenails or nails subjectto withdrawal, E" E nor shall wood ledgers or framing be used in cross-grain I ^�t Exceptions: bending or cross-grain tension. The diaphragm sheathing b-h � " I- 1. The quantity,E., in Section 1617.1.1.2 need not shall not be considered effective as providing the ties or exceed the maximum force that can be transmitted struts required by this section. 313 BUILDING CODE OF NEW YORK STATE ate: The reduction (AV,) shall be computed in actor- drifts shall be determined as for structures without dance with Eq. 9.5.9.2.1-2 with W taken as equal interaction by,taking the square Toot of the.sum of to the'gravity load.W1 defined by Eq. 9.5.6.5-2, Cs the squares of the respective modal contributions. In computed from Eq. 9.5.6.5-3 using the fundamen- the design of the foundation, it shall be to tal period of the fisted-base structure (T1), and CS reduce the overturning moment at the foundation-soil computed.from Eq. 9.5.6.5-3 using the fundamental interface determined in this manner by 10% as for period of the elastically supported structure T1 . structures without interaction. } The period Tl shall be determined from -The effects of torsion about a vertical axis ' Eq. 9.5.9.2.1.1-1, or from Eq. 9.5.9.2.1.1-3 when shall be evaluated in accordance with :the provi- ::_ applicable, taking T = Ti,_evaluating k from sions of Section 9.5.6.5 and the P-delta effects shall Eq. 9.5.9.2.1.1-2 with W= W1, and computing h be evaluated in accordance with the provisions of as follows: Section 9.5.6.7.2 using the story shears and drifts n determined in Section 9.5.9.3.2. TMA MW wj�pllhj .(Eq. 9.5.9.3.1-2) lt7 0 -�1..GL f'l_ 011.E GA .g„L�vrt-Z G eC a ECTION:9.6 wt(Pii ARCHITECTURAL MECHANICAL AND - _ — ELECTRICAL COMPONENTS AND SYSTEMS The above designated values of W, h, T, and 9.6.1 General. Section 9.6 establishes minimum :design kR T also shall be used to evaluate the factor criteria for architectural, mechanical, electrical, and non- a from Eq. 9.5.9.2.1.1-4 and factor rho from structural systems, components, and elements permanently Figure 9.5.9.2.1.2. No reduction shall be made in the attached to structures including supporting structures and shear components contributed by the higher modes attachments (hereinafter referred to as "components"). The r6 ' of vibration. The reduced base shear (V1) shall in no --� design criteria 'establish minimum equivalent static force case be taken less than 0.7V1. levels and zelative displacement demands for the design of L components and their attachments to the structure,'recog- _. 9.5.9.3.2 Other Modal Effects.The modified modal nixing ground motion and structural amplification, compo- seismic forces,story shears,and overturning moments f shall be determined as for structures ,without nent toughness and weight, and performance expectations. Seismic Design Categories for structures -are defined in -,: interaction using the modified base shear(V 1)instead Section 9.4.2.For the purposes of this Section, components l of V1. The modified modal deflections (8) shall be shall be considered to have the same Seismic Design Cat- egory as that of the structure that they occupy or to which Vi [Molh.,, they are attached unless otherwise noted. Sxl = V1 KB { Sxl (Eq. 9,5.9.3.2-1) This Section.also establishes minimum seismic design force requirements for nonbuilding structures that are sup- ; and ported by other structures where the weight of the noribuild- Sxm = Sxm (Eq. 9.5.9.3.2-2) ing structure is less than 25% of the combined weight of the nonbuilding structure and the supporting structure.Seis- for m =2,3, ... mic design requirements for nonbuilding structures that are where supported by other structures where the weight of the non- "- - building'structure is 25% or more of the combined weight Mol = the overturning base moment for the of the nonbuilding structure and supporting structure are fundamental mode of the fixed base prescribed in Section 9.14. Seismic design requirements =` structure, as determined in Section 9.5.6.7 for nonbuilding structures that are supported at grade are using the unmodified modal base shear Vl prescribed in Section 9.14; however, the minimum seismic Sxm the modal deflections at Level x of the design forces for noribuilding structures that are supported 4c-' fixed-base structure as determined in by another structure shall be determined in accordance _ Section 9.5.6.6 using the unmodified modal with the requirements of Section 9.6.1.3 with Rp equal to shears, Vm the value of R specified in Section 9.14 and aP =2.5 for The modified modal drift in.a story (Om) shall be nonbuilding structures with flexible dynamic.characteristics computed as the difference of the deflections (Sxm) at and ap-= 1.0 for nonbuilding structures with rigid dynamic the top and bottom of the story under consideration. characteristics.The distribution of lateral forces for the sup- ported nonbuilding structure and all nonforce requirements 9.5.9.3.3 Design Values. The design values of the specified in Section 9.14 shall apply to supported nonbuild- modified shears, moments, deflections, and story ing structures. Minimum Design Loads for Buildings and Other Structures 157 �- 7 • 3:tii ,I In addition, all.-components are assigned a component Reference 9.6-1 American Society of Mechanicaln4, J importance factor(1p) in this :chapter. The default value Engineers (ASME),ASMEA17.1, .for 1p is LOQ for typical components,in normal service. Safety Code For Elevators and �l Higher values for 1p are assigned for components, which Escalators, 1996. J contain hazardous substances, must have a higher level of Reference 9.6-2 American Society of Mechanical N N.. assurance of function,or otherwise"require additional atten- Engineers (ASME), Boiler And lion because of their life safety characteristics. Component Pressure Vessel Code, including importance factors are prescribed in Section 9.6.1.5. addendums through 1997. ` All architectural, mechanical, electrical, and other non- Reference 9.6-3 American Society For Testing structural components in structures shall be designed and and Materials (ASTM), ASTMN J constructed to resist the equivalent static forces and dis- C635, Standard Specification for placements determined in accordance with this Section.The the Manufacture, Performance, Z-1A design and evaluation of support_structures and architectural and Testing of Metal Suspension �10,1 components and equipment shall consider their flexibility Systems For Acoustical Tile And ; as well as their strength. Lay-in Panel Ceilings, 1997. L Reference 9.6-4 American Society For Testing And Exception_lThe following components are exempt from Materials (ASTM), ASTM C636, r;> the requirements of this Section: Standard Practice for Installation "` �4€: o Metal Ceiling Suspension Sys- ��z I_ 1. All components in Seismic Design Category A. f g p y - ?0"Pit? 2. Architectural components in Seismic Design Cat- terns for Acoustical Tile And Lay- ,r= in Panels, 1996. egory B other than parapets supported by bearingw` LJ walls or shear walls provided that the importance Reference 9.6-5 American National Standards : Institute/American Society of ��; factor (Ip)is equal to 1.0.,. " _i Mechanical Engineers, ASME 8pc 3. Mechanical and electrical components in Seismic ]? B31.1-98, Power Piping. �j DesiRn Cate o _ Reference 9.6-6 'American Society of Mechanical x i 4. Mechanical and electrical components in structures Engineers, ASME B31.3-96, Pro- kf 5 assigned to Seismic Design Category'C .provided- -cess Piping. } j that the importance factor(Ip) is equal to 1,.0. ' t Reference 9.6-7 American Society of Mecham x FMechanical c_ iff e ec c components m eismic cal Engineers, ASME B31.4-92,Categories D, E, and F where Ip = 1.0 Liquid Transportation Systemsforxible connections between the components Hydrocarbons, Liquid Petroleumin and conduit areociated ductwork, pip g, Gas, Anh drous Ammonia, and d and that are mounted at 4 ft (1.22 m) or Alcohols.ve a floor level and weigh 400 lb(1780 N) Reference 9.6-8 American Societe of Mechani-cal Engineers, ASME B31.5-92, ical and electrical com onents in Seismic Re eration Pi in .Pg P g Categories D, E, and F weighing 20 lb Reference 9.6-9 American Society of Mechani- (95 N) or less where 1p = 1.0 and flexible con- cal Engineers, ASME B31.9-96, A3 p; s -- nections between the components and associated Building Services Piping. .v. i ductwork, -piping, and conduit are provided, or Reference 9.6-10 American Society of Mechani- for distribution systems, weighing 5 lb/ft (7 N/m) cal Engineers, ASME B31.11-89 or less. (Reaffirmed 1998), Slurry Trans- portation The functional and physical interrelationship of com- Piping Systems. PY P g ponents and their effect on each other shall be designed Reference 9.6-11 American Society of Mechani- ,� cal Engineers, ASME B31.8-95, . " — so that the failure of an essential or nonessential architec- Gas Transmission and Distribu- tural, mechanical, or electrical component shall not cause ==- - the failure of a nearby essential architectural, mechanical, tion Piping Systems. E j Reference 9.6-12 Institute of Electrical and Elec- >Y ' or electrical component. tropic Engineers(IEEE),Standard 9.6.1.1 Reference Standards. 344, Recommended Practice for F Li Seismic Qualification of Class IE 9.6.1.1.1 Consensus Standards. The following ief- Equipment for Nuclear Power =T< , erences are consensus standards and are to be consid- Generating Stations, 1987. - Bred part of these provisions to the extent referred to •Reference 9.6-13 National Fire Protection Associa- �_, in this chapter: tion PA)> NFPA-13 Standard . -' 158 ASCE 7-02 ,='yt ` STRUCTURAL DESIGN '3 z Where operational access to a Seismic Use Group III a.Seismic Use Group I and II structures located on sites with mapped maxi- ' mum considered earthquake spectral response acceleration at 1-second pe- structure is required through an adjacent structure,the'adja- rind,s equal to or eater than 0.75 shall be assigned to Seismic I• q tit' g. a Design I cent structure shall conform to the requirements for Seismic Category E,and Seismic Use Group III structures located on such site's shall ir. Use Group IQ.structures.Where operational access is less be assigned to Seismic Design Category F. than 10 feet(3048 min)from an interior lot line or less than V. 10 feet(3048 mm)from another structure,access protection TABLE 1616.3(2) SEISMIC DESIGN CATEGORY BASED ON =_:from potential falling debris shall be provided by the owner 1-SECOND PERIOD RESPONSE A CELERTION .-Hof the Seismic Use Group III structure. SEISMIC USE GROUP 1616.2.4 Multiple occupancies.Where a structure is occu- vaLUE of SDI I I II III 'se seismic uled for se group,the struo or more cture shall bancies.not eass assigned the cicluded in the assie SDI<0.067g A A A fication of the highest seismic use group corresponding to 0.067g<_SDI<0.133g I B B C K the various occupancies. Qt' Where structures have two or more. ortions that are 0.133g<_SDI<0.20g C I C D Da structurally separated in accordance with Section 1620, 0.20 g<—SDI Da each portion shall be separately classified.Where a structur- __ k<< a.Seismic Use Group I and II structures located on sites with mapped maxi- .` /lA ally separated portion of a structure provides required ac- mum considered earthquake spectral response acceleration at 1-second e- ;�._ q P P P _- �,,��;�<<�:..-: cess to, required egress from or shares life Safety riod,St,equal to or greater than 0.75g,shall be assigned to Seismic Design components with another portion having a higher seismic . Category E,and Seismic Use Group III structures located on such sites shall use group,both portions shall be assigned the;higher leis- be assigned to Seismic Design category F ��„�•��,.;, mic use group. 1616.3.1 Site limitation for Seismic Design Category E i or F.A structure assigned to Seismic Design Category E or 1616.3 Determination of seismic design category.`All strac= p shall not be sited over an identified active fault trace. es shakbe assigned to a-seismic design category based on i . -3 as applicable icable in Sec- >]eir seismic useg group and the design spectral response accel Exception: Detached Group fi eration coefficients,SDs and SDt,'determined in accordance with tion 101.2 of light-frame construction. � t ,Section 1615.1.3 or 1615.2.5.Each building and structure shall 1616.4 Design requirements for Seismic Design Category s+ be assigned-to the-most severe seismic design category in A. Structures assigned to Seismic Design Category A need accordance with Table 1616.3(1)or 1616.3(2),irrespective of �_� :�< only comply with the requirements of Sections 1616.4.1 . .....;.the fundamental period of vibration of the structure, T;. through 1616.4.5. Exception:The seismic design category is permitted to be determined from Table 1616.3(1)alone when all of the fol- 1616.4.1 Minimum lateral force.Structures shall be pro- vided with a complete lateral-force-resisting system de- lowing apply: signed to resist the minimum lateral force, Fs, applied i f 1. The approximate fundamental period of the structure, simultaneously at each floor level given by Equation 16-49: TQ, in each of the two orthogonal directions deter- F -.0.01 w mined in.accordance with Section 9.5.5.3.2 of ASCE ,- _ (Equation 16-49}, 7, is less than 0.8 T determined in accordance with S where: Y=, Section 1615. . , 14 Fx = The design lateral force applied at Level x. a- 2. Equation 9.5.5.2.1-1.of ASCE 7 is used to determine the seismic response coefficient,Cs,and wx = The portion of the total gravity load of the structure, W,located or assigned to Level x. 3. The diaphragms are rigid as defined in Section 1602. n= . W = The total dead load and other loads listed below: ' TABLE 1616.3(1) 1. In areas used for storage,a minimum of 25 per SEISMIC DESIGN CATEGORY BASED ON cent of the reduced floor live load (floor live r:= SHORT-PERIOD RESPONSE ACCELERATIONS load in public garages and open parking struc- SEISMIC USE GROUP tares need not be included). VALUE OF S Ds I u m 2. Where an allowance for partition load is in- cluded in the floor load design,the actual parti- tion SDs<.0.167g �A A A � b'n, weight or a minimum weight of 10 psf 0.167g<_SDs<0.33g B B C (0.479 kN/m2) of floor area, whichever is { 0.33g_<SDs<0.50g C C D greater. O.SOg<_SDs Da Da 3. Total operating weight of permanent equipment. 4. Twenty percent of flatroof snow load where flat zr<.. roof snow load exceeds 30 psf(1.44 kN/m?). .rz lei • BUILDING CODE OF NEW YORK STATE 299 STRUCTURAL DESIGN ns t TABLE 1615.1.1 A it SITE GLASS DEFINITIONS r; AVERAGE PROPERTIES IN TOP 100 feet,AS PER SECTION 1615.1.5 SIfE SOIL PROFILE Soil shear wave Standard penetration Soil undrained pgS NAME velocity,v S,(ft1s) resistance,N shear strength,s ,(psf) A Hard rock vs >5,000 N/A N/A 'B Rock 2,500<v, <_5,000 N/A N/A C Very dense soil and soft rock 1,200<v, <_2,500 N>50 s >_2,000 LLKD Stiff soil profile i600_v, 1200 15 _N_50 ,'� 1,000,_S. _2,000.', `.E Soft soil profile v, <600 N < 15 s < 1,000 Any profile with more than 10 feet of soil having the following characteristics: E 1.Plasticity index PI>20, — 2.Moisture content w>_40%,and ' 3.Undrained shear strength W. <500 psf r , Any profile containing soils having one or more of the following characteristics: F 1.Soils vulnerable to potential failure or collapse under seismic loading such as liquefiable soils,quick and highly sensitive clays,collapsible weakly cemented soils. g — 2.Peats and/or highly organic clays(H> 10 feet of peat and/or highly organic clay where °s H=thickness of soil) 3.Very high plasticity clays(H>25 feet with plasticity index PI>75) 4.Very,thick soft/medium stiff clays.(H>120 feet) F l or SI:1 foot=304.8 mm,1 square foot=0.0929 n 2,1 pound per square foot=0.0479 kPa.N/A=Not applicable SQ = 0.6 DS T+0.4SDs (Equation 16-42) where: To vs; = The shear wave velocity in feet per second(m/s). $ d• = The thickness of any layer between 0 and 100 feet x. S. = Tr (Equation 16-43) (30 480 mm). f k where: „ S The designspectral response acceleration at short. d; ' g Ds eriods as e ermined m Section 1615.1.3. v — =1 (Equation 16-44) P5— n S = The design spectral response acceleration at 1-sec- di Dl P P Eva and period as determined in Section 1615.1.3. ;. Fundamental period (in seconds) of.the structure n (see Section 9.5.5.3 of ASCE 7). d;=100 feet(30 480 mm) T a' To = 0.2 SD1/SDs Ts = SDI ISDs Ni is the Standard Penetration Resistance(ASTM D 1586) not to exceed 100 blows/foot(mm)as directly measured in 1615.1.5 Site classification for seismic design.Site classi- the Meld without corrections. fication for Site Class C,D or E shall be determined from n ... Table 1615.1.5. ==r; N= i=1 (Equation 16-45) The notations presented below apply to the upper 100 feet n p-z; di u=� (30 480 mm) of the site.profile. Profiles containing dis- Ni } 'tinctly different soil layers shall be subdivided into those i=1 layers designated by a number that ranges from 1 to n at the d, 4 bottom where there is a total of n distinct layers in the upper N�, _ ,n . (Equation 16-46) ; 100 feet(30 480 mm).The symbol,i,then refers to any one d, - x of the layers between 1 and n. N`=i DR S 295 BUILDING CODE OF NEW STATE ( Y �i STRUCTURAL DESIGN ="< Li --1 - - TABLE 1604.5._. CLASSIFICATION OF BUILDINGS AND OTHER STRUCTURES FOR IMPORTANCE FACTORS j SEISMIC SNOW WIND h s ! �f .CATEGORYa NATURE OF.00CUPANCY FACTOR IE FACTOR Is FACTOR Ipq Buildings and other structures that represent a low hazard to human life in the fi - event of failure including,but not limited to: ILJ i� I •Agricultural facilities . 1.00 0.8 0.87b •Certain temporary facilities •Minor storage facilities r II' Buildings_and other structures except those listed m Categories I,III and IV :.1:00 1.0 1.00 „ Buildings and other structures that represent a substantial hazard to human life in the event of failure including,but not limited to: ut 4 •Buildings and other structures where more than 300 people congregate in one area •Buildings and other structures with elementary school,secondary school or i day care facilities with an occup"ant`load greater than 250 •Buildings and other structures with an'occupant load greater'than 500 for colleges or adult education facilities •Health care facilities with an occupant load of 50 or more resident patients but not 1.25 1.1 1.15 �y 1 having surgery or emergency treatment facilities ' �-{ •Jails and detention facilities •I�r •Any other occupancy with an occupant load greater than 5,000. •Power-generating stations,water treatment for potable water,waste water VCR ti(�v treatment facilities and other public utility facilities not included in Category IV •Buildings and other structures not included in Category IV containing sufficient = quantities of toxic or explosive substances to be dangerous to the public if releaseds, Buildings and other structures designated as essential facilities including,but not J limited to: s •Hospitals and other health care facilities having surgery or emergency treatment facilities . •Fire,rescue and police stations and emergency vehicle garages •Designated earthquake,hurricane or other emergency shelters. _ •Designated emergency preparedness,communication,and operation centers and N other facilities required for emergency response 1.50 1.2 1.1.5 •Power-generating stations and other public utility facilities required as emergency —� backup facilities for Category IV structures •Structures containing highly toxic materials as defiped by Section 307 where the quantity of the material exceeds the maximum allowable quantities of Table 307.7(2) AMU? •Aviation control towers,air traffic control centers and emergency aircraft hangars ;,X •Buildings and other structures having critical national defense functions 4R. •Water treatment facilities required to maintain water pressure for fire suppression s a..For the purpose of Section 1616.2,Categories I and II are'considered Seismic Use Group p 1,Category III is considered Seismic Use Group II and Category IVY i - equivalent to Seismic Use Group.IIT_I. .,-b.--a hurricane--prone regions`with V>100 miles per hour,Ix,shall be 0.77. ; ..jgYs :.,+i.. 266 BUILDING CODE OF NEW YORK STATE :ar . r I'^`f a.•'> ,'"•�t �':?^Y'�,� ]yry1�"'Y z�S„'h�,up�i�'^a.�f r�4;,�, Spiv '�j�,,,i f . _ ___ — _ I� {°Ya .{,x. yea];y �;F tilr�4*,yr��x�L{•,Nf•�'�aW�+,i,��(�'rf'x.,r�"s'x,'C�?�'G�'`�'�i,`7iL'�Yti��.•:��a.� � y � : �' r.,<". ., .-.y, F7�.,N.... Ii c .�„7s:1r. r 'i.a3`d`d'r�f�'�Yv�N` N y3w..�'; dj�l � ,j�;.?�}5at�a4'} .,X�-"°�'�v' '�^ i,,a.,. w�•". s. 7' ' �?a W. ., ., ..;z +•`•�i,:,.F:f:�, �'/1y,`Yi,7�Y� t ✓. �.4ydy"r..�yi.w'i"�' -ch'�aM v;r4 � r�x }.�;.,� F. : M`r,�{. r ,ti, o' + ;.,;..3 �, n' �r�i+�. .�fa.��le�;• t"Yr'�+ �uF � � �'!k L.x. 3�3yi'4'7'vy��}C- j pp`? � DESIGN COEFFICIENTS AND FACTORS FOR:BA$IC SEISINIC=FORCE-RESISTING.SY$TEM3 ' 'n DETAILING RESPONSE 'SYSTEM DEFLECTION" SYSTEM LIMITATION$,AND BUILbING.HEIGHT LIMITATIONS,(FEE�BY n REFERENCE MODIFICATION OVERSTRENGTH AMPLIFICATION SEISMIC 1616.3 DESIGN CATEGO . RY`AS DETERMINEDIN SECTION ° 0 BASIC SEISMIC-FORCE-RESISTING SYSTEM v SECTION COEFFICIENT,A° FACTOR,0.0 -FACTOR,Ce A or B C b° E. F° p H. Ordinary plain concrete shear.walls 1910.2.1 2 21/2 2 NL NP NP NP NP z I. Composite eccentrically:braced frames (14)k 8 2 4 NL NL 160 160 100 J. Composite concentrically braced frames.. (13)k 5 2 41/2 NL NL 160 160 100 K. Ordinary composite braced frames. (12)k 3 2 3 NL NLNP NP , n L. Composite steel plate shear walls (17)k 61/2 21/2 51/2 NL NL 160 160 100 m M. Special composite reinforced concrete shear walls with steel elements (16)k 6 21/z 5 NL NL 160 160 100 N. Ordinary composite reinforced concrete shear . walls with steel elements (15)k 5 21/z 41/z NL NL NP NP NP O. Special-reinforced masonry shear walls 1.13.2.2.50 51/2 21/2 4 NL NL 160 160 100 P. Intermediate reinforced masonry shear walls 1.13.2.2.40 4 21/2 21/2 NL NL NP NP NP Q. Ordinary reinforced masonry shear walls 1.13.2.2.30 3 21/2 21/ ° NL 160 NP NP NP- R. Detailed plain masonry shear walls 1.13.2.2.20 21/2 21/z 21/4 NL NP NP NP NP S. Ordinary plain masonry shear walls 1.13.2.2.10 11/2 21/2 11/4 NL ' NP NP NP NP T. Light frame walls with shear panels—wood 2306.4.1/ • structural panels/sheet steel panels 2211 7 21/2 41/2 NL NL 65 65 65 U:: 'Light framed•.walls with sheat.panels=all other 2306.4:5/ 21/2 =2i/Z 1 - 21/ ) 1 3$ NP Np materials j _22111 1 NL V. Ordinary plain prestressed masonry shear walls 2106.1.1.1 11/2 " 21/z 11/4 NL NP NP NP NP- W. Intermediate prestressed masonry shear walls 2106.1`.1.2,, .3 21/ 21/ 1.1322.40 z z NL 35 NP. NP NP X. Special prestressed masonry,shear walls 21016.1.1.3,, 41/z 21/z 1.13.2.2.5 4 NL 35 35 35 35 I Moment-resisting Frame Systems, A.. Special steel moment frames (9y 8 3 5% NL NL NL NL NL B. Special steel-truss moment frames (12y 7 3 51/2 NL NL 160 100 NI? C: Intermediate steel moment'frames (10y 41/2 3 4 NL NL 35h Npnd Npn,I I c D. Ordinary steel moment frames:. . 3: 3..: NL. NI, Npn,1 Npn,t Npna E. Special reinforced concrete moment frames (2,.1)1' 8,,: = 3 :;..51/z NL NL' NL NL LD., u, (continued). 0 z " 4 WOOD TABLE 2306.2.1 �{ � sheathed lumber diaphragms shall be in accordance with WALL STUD BENDING STRESS INCREASE FACTORS Table 2306.3.3. Y.3 STUD SIZE SYSTEM FACTOR 1306.3.6 Gypsum board 'diaphragm ceilings. Gypsum I 2 x 6 1.4 board diaphragm ceilings shall be in accordance with Sec- ' 2x8 1.3 lion 2508.5. I x 2 x 10 1.2 2306.4 Shear walls.Panel sheathing joints in shear walls shall oc- ' 2 x 12 1.15 cur over studs or blocking.Adjacent panel sheathing joints shall occur over and be nailed to common framing members(see Sec- tion 2305.3.1 for limitations on shear wall bracing materials). k 2306.3.3 Diagonally sheathed lumber diaPhragms:Di- FY, agonally sheathed lumber diaphragms shall be nailed in ac- 2306.4.1 Wood structural panel shear walls.The allow- °'= cordance with Table 2306.3.3. able shear capacities for wood structural panel shear walls tshall be in accordance with Table 2306.4.1.These capacities 2306.3.4 Single diagonally sheathed lumber dia- phr Single diagonally sheathed lumber diaphragms are permitted to be increased 40 percent for wind design. r _ agms. Shall be constructed of minimum 1-inch (25 mm) thick Shear walls are permitted to be calculated by principles of ' mechanics without limitations by using values for nail nominal sheathing boards laid at an angle of approximately f 45 degrees(0.78 rad)to the supports.The shear capacity for strength given in the NDS and wood structural panel design . single diagonally sheathed lumber diaphragms of southern properties given in the APA/PDS. pine or Douglas fir-larch shall not exceed 300 if 4378 y.. P g P ( 2306.4.2 Lumber sheathed shear walls.Single and double y" Min)of width.The shear capacities shall be adjusted by re- diagonally sheathed lumber diaphragms arepermitted using ur is "r duction factors of 0.82 for framing members of species with the construction and allowable load provisions of Sections a specific gravity equal to or greater than 0.42 but less than 2306.3.4 and 2306.3.5. 0.49 and 0.65 for species with a specific gravity of less than �a. 0.42,as contained in the NDS. 2306.4.3 Particleboard shear walls.The design shear ca- -�'v�'' 2306.3.4.1 End joints. End joints in ad acent boards pacity of particleboard shear walls shall be in accordance } ' J 1 with Table 2306.4.3.Shear panels shall be constructed with shall be separated by at least one stud or joist space and particleboard sheets not less than 4 feet by 8 feet(121:9 mm r}x:i there shall be at least two boards between joints on the Y by 2438 mm),except at boundaries and changes in framing. same support. Particleboard panels shall be designed to xesist shear only, 2306.3.4.2 Single diagonally sheathed lumber dia- and chords,collector members and boundary elements shall phragms. Single diagonally sheathed lumber dia- be connected at all comers.Panel edges shall be backed with ,- - phragms made up of 2-inch(51 mm)nominal diagonal 2-inch(51 mm)nominal or wider framing.Sheets are permit- lumber sheathing fastened with 16d nails shall be.de- ted to be installed either horizontally or vertically. For signed with the same shear capacities as shear panels us- 31-inch(9.5 mm)particleboard sheets installed with the long g . ( ) dimension parallel to the studs spaced 24 inches(610 rpm) in 1-inch 25 mm boards fastened with 8d nails, provided there are not splices in adjacent boards on the o.c,nails shall be spaced at 6 inches(152 mm)o.c.along in- a`$1 same support and the supports are not less than 4 inch termediate framing members.For all other conditions,nails (102 mm) nominal depth or 3 inch (76 mm) nominal of the same size shall be spaced at 12 inches(305 mm)o.c. thickness. along intermediate framing members. Particleboard panels 2306.3.5 Double diagonally sheathed lumber dia- less than 12 inches (305 mm) wide.shall be blocked. `x Particleboard shall not be used to resist seismic forces in 3x phragms. Double diagonally .sheathed lumber dia- structures in Seismic Design Category D,E or E hpragms shall be constructed of two layers of diagonal sheathing boards at 90 degrees(1.57 rad)to each other on 2306.4.4 Fiberboard shear walls.The design shear capac- the same face of the supporting members. Each chord ity of fiberboard shear walls shall be in accordance with Ta- 4� shall be considered as a beam with uniform load per foot ble 2308.9.3(4). The fiberboard sheathing shall be applied equal to 50 percent of the unit shear due to diaphragm ac- vertically or horizontally to wood studs not less than 2 inch lion. The load shall be assumed as acting normal to the (51 mm)nominal thickness spaced 16 inches(406 mm)o.c. chord in the plan of the diaphragm in either direction.The Blocking not less than 2 inch(51 mm)nominal in thickness span of the chord or portion thereof shall be the distance shall be provided at horizontal joints.Fiberboard shall not {'~ P=r;< between framing members of the diaphragm,such as the be used to resist seismic forces in structures in Seismic De- �. _ : joists, studs and blocking that serve to transfer the as- sign Category D,E or F. t .t sumed load to the sheathing.The shear capacity of double diagonally sheathed diaphragms of Southern pine. or 2306.4.5 Shear walls sheathed with other materials. . , ,. Douglas fir-larch shall not exceed 600 plf(8756 kN/m)of Shear capacities for walls sheathed with lath andplaster,and M width.The shear capacity shall be adjusted by reduction gypsum board shall be in accordance with Table 2306.4.5. M: "" factors of 0.82 for framing members of species with a spe- Shear walls sheathed with lath,.plaster and gypsum board cific gravity equal to or greater.than 0.42 but less than shall be constructed in accordance with Chapter 25 and Sec- L ' 0.49 and 0.65 for species with a specific gravity of less tion 2j06.4.5.1.Walls resisting seismic loads shall be sub- I, �xZ than 0.42,as contained in the NDS.Nailing of diagonally ject to the limitations in Section 1617,.6E J .439 I � BUILDING CODE OF NEW YORK STATE r ,. i a ta: —� ---------------- 'WOOD TABLE 2306.4.5 ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES FOR SHEAR WALLS OF LATH AND PLASTER OR GYPSUM BOARD WOOD FRAMED WALL ASSEMBLIES L J THICKNESS WALL FASTENER SPACINGb SHEAR VALUE%e MINIMUM ^14- _;� TYPE OF MATERIAL OF MATERIAL CONSTRUCTION MAXIMUM(inches) (Plo FASTENER SIZEC�d hk A �' 1.Expanded metal or woven wire 7 ,, No.11 gage 11/Z'lon ,v116'head =: _ lath and ortland cement plaster /8 Unblocked 6 180 16 Ga.Galv.Staple, /"legs P P „�t) No.13 gage,11/8"1ong;19/64'head, plasterboard nail 2.Gypsum lath,plain or perforated 31s"lath and Unblocked 5 100 16 Ga Galv.Sta le,11/"Ion ` ~ /y plaster P a g 0.120"Nail,min.3/s"head 11/4'long . 1 1/"x 2'x 8' Unblocked 4 75 No.11 gage,13/4'long,7/16 head, diamond-point,galvanizedT ' Blocked 4 175 t/z"x 4' Unblocked 7 100 16 Ga.Galy.Staple,13/4'long .vK _ 3.Gypsum sheathing >;• _ 1 4"edge/ 6d galvanized f 5/8"x 4' Blocked 200 s " 3 7"field 0.120'Nail,min. /s head,1/4"long ;&A - Unblocked 7 75 Unblocked' 4 110 Y -i 5d cooler or wallboard _ x Unblocked 7 100 ' 0.120 Nail,min.3/8 head 11 Z long p , Unblocked 4 125 16 Gage Staple,11/Z"long -- Blockedg 7 125 2 Blockedg 4 150 - Unblocked 8/12h 60 j h `>z Blockedg 4/16 160 . , Blockedg 4/12h 155 No.6-11/4'screws' - Blocked',9 8/12h 70 4.Gypsum board,gypsum veneer 1, Blockedg 6/12h 90 base,or water-resistant gypsum i T 7 ;^115a backing board r Unblocked ___ ---- 6d cooler or wallboard 4 145 1 -- - 0.120 Nail,min.3/S"head,l3/4'lo ng s Blockedg 7 145 16 Gage Staple,11/2 legs,15/s"longs 4 175 Base ply-6d cooler or wallboard_'' 5/" 1%"x 0.120"Nail,min.3/s head j s Blockedg Base ply:9 15/$'16 Ga.Galv.Staple z Two-ply Face ply:7 250 Face ply-8d cooler or wallboard ' t' ? 0.120"Nail,min.3/"head " glon - a ,23/s 15 Ga.Galy.Staple,21/4"long r Unblocked 8/12h 70 No.6-11/4"screw sij r -. Blockedg 8/12h 90 }#' i J For SI: 1 inch=25.4 min,1 foot=304.8 mm,1 pound per foot=14.5939 N/m. a.These shear walls shall not be used to resist loads imposed by masonry or concrete construction(see Section 2305.1.5).Values shown ate for short-term to-.,..n . I due to wind or seismic load.Walls resisting seismic loads shall be subjectto the limitations in Section 1617.6.Values shown shall bereduced 25 percentfornom_ r- loading. yl b.Applies to nailing at studs,top and bottom plates and blocking. t t -- c. Alternate nails are permitted to be used if their dimensions are not less than the specified dimensions.Drywall screws are permitted to be substituted for (cooler)nails listed above.P/4 inches Type S or W,No.6 for 6d(cooler)nails. 'Via: d.-For properties of cooler nails,see ASTM C 514. i xzx e. Except as noted,shear values are based on a maximum framing spacing of 16 inches on center y y µ f. Maximum framing spacing of 24 inches on center g.All edges are blocked,and edge nailing is provided at all supports and•all panel edges. . Y* IA:.•L:rt�.s h.First number denotes fastener spacing at the edges;second number denotes fastener spacing in the field. i. Screws are Type W or S. _ j. Staples shall have a minimum crown width of/16 inch,measured outside the legs. 4n<;r: k.Staples for the attachment of gypsum lath and woven-wire lath shall have a minimum crown width of inch,measured outside the legs. . .•; Viz. —� 446 BUILDING CODE OF NEW YORK'STAr 'iTRUCTURAL DESIGN �Mrj = •5'7�o y r cJI =oaOq a.�j(p t y o-2- ze pose of increasing the strength or stiffness of the seis- dard penetration resistance,N,or from soil undrained shear mic-force-re sistingari ystem of an existing structure need not strength, Y., calculated in accordance with Section `YT be designed for forc conforming to Sections 1613 through 1615.1.5. Where site-specific data are not available to a }l 1623 rovided that en g y pengineering analysis is submitted in- depth of 100 feet(30 480 min),.appropriate soil properties dicating the following: are permitted to be estimated.by the registered design pro- 1. The design strength of existing structural elements re- fessional preparing the soils report based on known geo +x 1 quired to resist seismic forces is not reduced. logic conditions. 2. The seismic force to required existing structural ele- _t When the soil properties are not Down in sufficient detail? ' ments is not increased beyond their design strength. to determine the site class,Site Class D-shall be used unless 3. New structural elements are detailed and connected to the code enforcement official determines that Site Class or f.F soil is likely to be present at the site. - 1 the existing structural elements as required by this _ - --- - __- _._ chapter. 1615.12 Site coefficients and adjusted maximum con- sidered earthquake spectral p p i 4. New or relocated nonstructural elements are detailed � q p ctral response acceleration a- and connected to existing or new structural elements rameters. The maximum considered earthquake spectral �n —' as required by this chapter. P P m, response acceleration for short periods,S and at 1-second period, SMI, adjusted for site class effects shall be deter 4. 5. The alterations do not create a structural irregularity � mined by Equations 16-38 and 16-39,respectively: as defined in Section 1616.5 or make an existing �r"M J structural irregularity more severe. —Stirs=FaSS (Equation 16-38) 6. The alterations do not result in the creation of an un- safe condition. SMI=FvS1 I_• 0.ZI LF (Equation 16-39) 614.4 where: =�x Quality assurance.A quality assurance plan shall be provided where required by Chapter 17. FQ Site coefficient defined in,Table 1615.1.2(1). 4.5 Seismic and wind. When the code-prescribed wind Fv . = Site coefficient defined in Table 1615.1.2(2). !, ign produces greater effects,the wind design shall govern, �k Ss = The-mapped spectral accelerations for short periods-out detailing requirements and limitations prescribed in this as determined in Section 1615.1. referenced sections shall be followed. r - Si = The mapped spectral accelerations for a 1-second. T ..._. period as determined in Section 1615.1. " �- SECTION 1615 ']1r_ 1615.1.3 Design spectral response acceleration paraine f.ARTHQUAKE LOADS--SITE GROUND MOTION:? . ters.Five-percent damped design spectralresponse acceler ! ation at short periods,SDs,and at 1-second period,SDI,shall � z 15.-1 General procedure for determining maximum con- -..lered earthquake and design spectral response accelera- be determined from Equations 16-40 and 16-41, respec f' Ground motion accelerations,represented•by response �tively: I�x� 1 r r tra and coefficients derived from these spectra, shall be S 2 S = d•b(ifiX o•yZ Ds =3 iMs 4 (Equation 16-40) ; rmined in accordance with the general procedure of Sec- - _. ti uon 1615.1, or the site-specific procedure of Section 1615.2. 2 swk T' site-specific procedure of Section 1615.2 shall be used for SDI.=3 SMI : od eVc,x t7.21(i (Equation 16-41), ,1 4 �ctures on sites classified as Site Class F,in accordance with n. 1�•�j hon 1615.1.1. where: AN, x Tie mapped maximum considered earthquake spectralSMs = The maximum considered earthquake spectral re=�r; nse acceleration at short periods (Ss) and at 1-secondsponse accelerations for short period as determined; 5.l; od (SI) shall be determined from Figures 1615(1) and in Section 1615.1.2. j v`N_t d � 1oi5.(2).Where a site is between contours,straight-line inter- SMI = The maximum considered earthquake spectral re << p( .[tion or the value of the higher contour shall be used. spouse accelerations-for-1-secondperiod as deter r mined in Section 1615.1'2. `X e site class shall be determined in accordance with Sec- UIL 1615.1.1. The maximum considered earthquake spectral 1615.1.4 General procedure response spectrum. The:: general design �''' r' f""e"^ nse accelerations at short period and 1-second period g gn response spectrum curve shall be developed, 3i L! ted for site class effects,SMs and SMI,shall be determined as indicated in Figure 1615.1.4 and.as follows: s 2 cordance with Section 1615.1.2. The design spectral 1. For periods less than or equal to To,the design spec �sponse accelerations at short period,_Ss, and at 1-second. tral response acceleration,S.,shall be determined by., may,. ME )e ' d, SDI, shall be determined in accordance with Section Equation 16-42. -I ;�.1.3.The general response spectrum shall be determined 2. Forperiods greater than or equal to To and less than or NQTE:Con scordance with Section 1615.1.4. equal to Ts,the design spectral response accelerations t 15.1.1 Site class definitions.The site shall-be classified ; SQ,shad be taken equal to SDs one of the site classes defined in Table 1615.1.1.Where 3. For periods eater than T the designs ectral re:r soil shear wave velocity,vs,is not known,site class shall sponse acceleration,S,,,shall be determined by Equa • ` oe determined, as permitted in Table 1615.1.1, from stan- lion 16-43. t ING BUILDING CODE OF NEW YORK STATE`;. g ,�LD STRUCTURAVDESIGN O �uu -� SDS - 1 1 �f 5^T Q Sa=SD1� h? L SD1 i. ............... 1 ........ "4 I sy l.0 7.S 1.0 •�� 1 Period T4 L FIGURE 1615.1.4 DESIGN RESPONSE SPECTRUM s TABLE 1615.1.2(1) VALUES OF SITE COEFFICIENT Fe AS A FUNCTION OF SITE CLASS s AND MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS(Ss)- MAPPEDSPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS1 'H SITE CLASS SS<_0.25 7 SS 0.8 0.50 SS=0.75 SS=1.00 } SS z 1.25 A _ 0.8 -- 0.8 0.8 0.8 0.8 >�y r 3 § B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 4.`r D F1.6 1.4 1.2 1.1;� 1.0ri s E 2.5 1.7 1.2 0.9 0.9 ,r'E F Note b Note b Note b Note b Note b s a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at short period,SS. b. Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values,except that for structures vrith pe , nods of vibration equal to or less than 0.5 second,values of Fa for liquefiable soils are permitted to betaken equal to the values for the site class determined" I 3 1 regard to liquefaction in Section 1615.1.5.1. J' TABLE 1615.1.2(2) r, V WJ VALUES OF SITE COEFFICIENT F,AS A FUNCTION OF SITE CLASS 4 "` 1 AND MAPPED SPECTRAL RESPONSE ACCELERATION AT 1-SECOND PERIOD(S,)a i SITE MAPPED SPECTRAL RESPONSE ACCELERATION AT 1-SECOND PERIODS -- CLASS .-S 50.1. � =0.2 S =0.3 S =0.4 20.5 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 i.0 1.0 �1 L- C 1.7 1.6 1.5 1.4 1.3 AX I' D 1 2.4 ) 2.0 1.8 1.6 1.5 E ! r E 3.5 J 3.2 2.8 2.4 2.4 F 1 F Note b Note b Note b Note b Note b a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at 1-second period,S1. a 1 b. Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values,except that for structures vVi. -- nods of vibration equal to or less than 0.5 second,values off,for liquefiable soils are permitted to betaken equal to the values for the site class determined�?�0 regard to liquefaction in Section 1615.1.5.1. 1 296 - BUILDING CODE OF NEW YORK STATE iciy.rt f West Mountain Health Center Title Job# Dsgnr: Date: 1:52PM, 22 SEP 10 'Di Description i -� Scope L_ Rev., 580100 Page 1 User KW-0602072.Ver5.6.1,2-r-Octzo02 Square Footing Design (c)1983-2002 ENERCALC Engineering Software I Description FTG-1 LJ General.lnformation Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 0.800 k Footing Dimension 3.500 ft Live Load 11.270 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 LJ Seismic Zone 2 Bar Size 4 00 Overburden Weight 90.000 psf Rebar Cover 3.0. Concrete Weight 145.00 pcf Pc 3,0000 psi LL&ST Loads Combine Fy 40,000.0 psi w Load Duration Factor 1.330 Column Dimension 16.00 in Allowable Soil Bearing 3,000.00 psf Depth&Width Increases y Increases Based on Depth Increases Based on Width Fig.Base Depth below Surface 4.000 ft Increase per foot of width 0.000 psf Increase per foot of depth 140.000 psf when footing is wider than 0.000 ft II when footing is below 0.000 ft IU Reinforcing Rebar Requitement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.113 in2 200/Fy 0.0050 Total As Req'd 0.397 in2 As Req'd by Analysis 0.0007 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % t mary Footing OK 0ft square x 10.Oin thick with 4-#4 bars ax Static Soil Pressure 1,196.14 psf Vu:Actual One-Way 12.54 psi Allow Static Soil Pressure 3,560.00 psf Vn'Phi:Allow One-Way 93.11 psi -l Max.Short Term Soil Pressure 1,196.14 psf Vu:Actual Two-Way• 27.49 psi J Allow Short Term Soil Pressure 4,734.80 psf Vn'Phi:Allow Two-Way 186.23 psi Alternate Rebar Selections:.. Mu :Actual 1.14 k-ft/ft 2 #4's 2 #5's 1 #6's l Mn Phi:Capacity 4.53 k-ft/ft 1 #Ts 1 #8's 1 #9's 1 #10's i i I 'I West Mountain Health Center Title: Job# Dsgnr: Date: 1:34PM, 22 SEP 10 Description r i Scope: �I 560100 Page 1 r.KW-0602072,Ver5.6.1,25-Oct-2002 Square Footing Design L(R�ev, 83 2002 ENERCALC Engineering Software Description FTG-2 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements L� Dead Load 1.000 k Footing Dimension 3.000 ft Live Load 6.300 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 2 Bar Size 4 LI, Overburden Weight 90.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pd fc 3,000.0 psi tl LL&ST Loads Combine Fy 40,000.0 psi U Load Duration Factor 1.330 l Column Dimension 24.00 in Allowable Soil Bearing 3,000.00 psf Depth&Width Increases L Increases Based on Depth Increases Based on Width Ftg.Base Depth below Surface 5.000 ft Increase per foot of width 0.000 psf ( Increase per foot of depth 140.000 psf when footing is wider than 0.000 ft fl when footing is below 0.000 ft Reinforcing Rebar Requirement mil Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.109 in2 J 200/Fy 0.0050 Total As Req'd 0.328 in2 As Req'd by Analysis 0.0001 in2 Min Allow%Reinf 0.0014 I ll -Min.Reinf%to Req'd 0.0014% L. J Summary Footing OK 3.00ft square x I O.Oin thick with 4-#4 bars Max.Static Soil Pressure 1,021.94 psf Vu:Actual One-Way 0.00 psi Allow,Static Soil Pressure 3,700.00 psf Vn'Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,021.94 psf Vu:Actual Two-Way 5.26 psi J Allow Short Term Soil Pressure 4,921.00 psf Vn'Phi:Allow Two-Way 186.23 psi Alternate Rebar Selections... Mu :Actual 0.21 k-ft/ft 2 #4's 2 #5's 1 #6's Mn'Phi:Capacity 5.06 k-ft/ft 1 #7's 1 #8's . 1 #9's 1 #10's i 'J ( West Mountain Health Center Title: Job# Dsgnr: Date: 1:39PM, 22 SEP 10 Description 1 � Scope Rev. 56oioo Page 1 User.Kw-0602072,Ver5.6.1,25-oa-2002 Square Footing Design (c)1983 2002 ENERCALC Engineering Software Description FTG-3 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements I� Dead Load 2.000 k Footing Dimension 5.000 ft Live Load 4.600 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 � Seismic Zone 2 Bar Size 4 L 'I Overburden Weight 90.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf 0 F ,000.0 psi LL&ST Loads Combine Y 4 ,000.0 psi j ! Load Duration Factor 1.330 1. .. Column Dimension 48.00 in Allowable Soil Bearing .3,000.00 psf Depth &Width Increases Increases Based on Depth Increases Based on Width Ftg.Base Depth below Surface 5.000 ft Increase per foot of width 0.000 psf Increase per foot of depth 140.000 psf when footing is wider than 0.000 It when footing is below 0.000 ft Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.109 in2 �J 200/Fy.. . 0.0050 Total As Req'd 0.546 in2 As Req'd by Analysis 0.0000 in2 Min Allow%Reinf 0.0014 - Min.Reinf%to Req'd 0.0014% Summary Footing OK 5.00ft square x I O.Oin thick with 3-#4 bars Max Static Soil Pressure 474.83 psf Vu:Actual One-Way 0.00 psi Allow Static Soil Pressure 3,700.00 psf Vn'Phi:Allow One-Way 93.11 psi Max Short Term Soil Pressure 474.83 psf Vu:Actual Two-Way 2.22 psi Allow Short Term Soil Pressure 4,921.00 psf Vn•Phl:Allow Two-Way 186.23 psi Alternate Rebar Selections... Mu :Actual 0.09 k-ft/It 3 #4's 2 #5's 2 #6's Mn'Phi:Capacity 2.31 k-ft/It 1 #7's 1 #8's 1 #9's 1 #10's J I I I �.J I7 Richard E. Jones Associates Architects •Planners Z•o x L hs t 339 Aviation Road C X9 ov p S Queensbu7y,New York 128N _ Phone:(518)793-1015 Fax(518)793-2223 �' •' Z�d �g t ' ema77.-mfo@Tejoarchftects com _ VL o. LUe _ a na_ ► _ 7 I I 3 t •fix►. ( f v 1 E -J 2-1 . i �.�....._.__4 � ; mil. _�_._.y,. � ._.._.....x:._� ._.• t � � i �- '-1—.._... lilt L rlk t1e? -:_ 7 -�_aa_z•`_'�_ i_ — i ! J J. 7 ' �._�� r 1 .i..•�(_ a jt,�4G�p 1 1 • I 1 i t [ ; 7 k I 1 I lJ 44 Me. Richard E. Jones Associates 1 Architects •Planners fe hs 1 I 339 Aviation Road Z.q pD P s 1 1 Queensbury,New York 12804 _ Phone:(518)793-1015 Fax(518)793-2223 Z�� pg 1 ! emaS mfoChejaarchitects.comL t 14Sti - -' o � o i L-_"__1 1 5- 1 { yy •�•�, I ' r_._._.1_._ i __ S, �a_S _!� ��: I 1 1 i i — 1 —`-�-�^--- , .'J..._:.— �.1_ i _._..�.. -ram' ,- _--1•--___•j •. _•—_, ___..�_ .., � � • - -_.1.. �+— •.� ,-� i.- .-.r_ lJ iU , . • a i f 5 I 1 . � � .,_ ...............:. _.....5-.._.. ....�._._.._.... .C.e.....5^-..- a.:. .. _ ..-1 ._.�... •.',._.... _..—. :.... .- _.......... .... _ 1 .. - a - - 1 ) - . : 1 r i • -1 Richard E. )ones Associates Architects •Planners } Z•o x L c�J hs 1 ' 339 Aviation Road Ina; Zq dv &7 9 t Queensbury,New York 12804 Phone:(518)793-1015 F=(518)793-2223 G A Z�d pg t emalinfo@r*architects.com _ o. t er 47 j ` 1 t �--.-m ! _ CORI �^ I 4 6 It i { Sox I I ( ► I �, I I E uz I l 1 I ! j ....Ev ; i !ice I _ 1 + •_', ..�.r.......i...... + .L -..�. r,..,, r; : t _ Y Richard E. Jones Associates Now Z.v Xtvk lost ;architects *Planners . Omembw,New York 12504 -2223 -it emd. a taarrhiieels com ° 7y�#. ? {g J S3 =• Gv I i1 rowjr 1 _XF € - .fS. ....ZQ -,ls .w,1�.Z _,_� Z. � ._..g......,,...1«.._< ...�.....w.....y..._._.... _..€,,..»« ...�..... �..._.__. +..a. 3kw».....y ,.,,«A.a,«.....ap:,».r, .,..-€ �aaw, .aye,-.,,,,_�.p�._...��.b --•-f--e_ � .._ s s II i f f t f i l Richard E. Jones Associates _ Architects *Planners ote -- e ,New-fat 1=€ oi i er€ �sfsr��.rcFcls[3e�€s.cc�n i 1 6 FT � _ � s t AM .......... F+- MAP , �40 7F .11:7j f Richard E. Jones Associates j Architects • Planners J�,,��,, - Z•o x L hs I ! 339 Aviation Road tom✓= Z.q dp s 1 Queembury,New York 12SU 1pg 1 _ Phone:(518)793-1015 FcDc(518y793-2223 r ematmfo@re)oowMech.com r L s Zoe 10S1 LZ 10. 0& ~ IF iFt l • �� it ; tE � I + I �3_ _ + ` �� !'1 +1'`�D�..,I�.�•_ J "i ,'�� i. m��l ._ .i i t _�a i a i . 3�... (_�.•._...,...___.1._.._..i `_...T_...._.�..��...�_�. a r- ( � k t i. i j_._. t _. _ i , Richard E. Jones Associates Architects.•Planners LJl 339 Aviation Road Queensbury,New York 12804 Phone:(518)793-1015 Fa}c(518)793-2223 email:info@rejoorehitects.com 0 r4t DWE W. rj tap- -X=L� p g4g P• 1 ( , � p3 o s t o If ,�, 1��....,�.Q��.�.Y....w ,.....,.�......_..�...M,.,, .M,_[.._.�..�._.>,.,.,,,.�„....•,.,.,_ � � - ..i.,....n..� i � � _{� �.,�......,.�,._n...�.:,.m.ey=..�«�,....Ti -c--^-��N:.O 'T'.•-W-�F'��t---+-t�'��-L7-+-(-/�-_�--?��'�-C�� „flnl�lt..."J`-�'a�-�.-?y� T � i�.�i ._�m�!..».-...i.�_._w_..+_��3..._.__1....� M i - u t Richard E. Jones Associates Architects a Planners ` 339 Aviation Road QueensbW,New York 12804 — ,j Phone:(518)793-1015 F=(518)793-2223 ! emag:mfo@rejoorchitecfs.com III a �l -s. -. �- - ---� r I I 2 � I I � t 1 r-'---• I ! r ram' ry West Mountain Health Center Title: Job# Dsgnr: Date: 3:23PM, 10 AUG 10 Description Scope LI Rev' 560100 Page 1 User.KW-0602072,Ver5.6.1,25-od-2002 Single Span Beam Analysis (c)19M2002 ENERCALC Engineering Software Description Girder Truss I General information l Center Span 40.00 It Moment of Inertia 1,000.000 in4 Left Cantilever ft Elastic Modulus 29,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin JI Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... #1 0.309 k/ft #1 k/ft #1 k/ft { Point Loads Magnitude 3.300 k k k k k Location 31.000 ft ft ft ft ft J Trapezoidal Loads Magnitude @ Left k/ft k/ft k/ft k/ft �� Magnitude @ Right 0.747 k/ft Knt k/ft_ k/ft Dist.To Left Side 31.000 ft ft ft ft Dist.To Right Side 40.000 ft ft ft ft Query Values -i Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft -; Shear 7.17 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary Moments... Shears... Reactions... _ Max+@ Center 83.29 k-ft at 23.25 ft @ Left 7.17 k @ Left 7.17 k Max-@ Center -0.00 k-ft at 40.00 ft @ Right 11.85 k @ Right 11.85 k -� Maximum 11.85 k @ Left Cant 0.00 k-ft- @ Right Cant 0.00 k-ft Deflections... @ Center -0.839 in at 20.68 ft _., Maximum = 83.29 k-ft @ Left Cant. 0.000 in at 0.00 ft - @ Right Cant 0.000 in at 0.00 ft I s i ._J i2 _J f West Mountain Health Center Title: Job# Dsgnr: Date: 3:23PM, 10AUG 10 Description Scope: Rev: 560100 Page 2 User KW-0602072,Ver5.6.1,25-Cdz002 Single Span Beam Analysis (c)1983-2002 ENERCALC Engineering Software Description Girder Truss I I_ Sketch&Diagram Jhk n 1 0.74M 0• 9W I 1 ♦ 1 ♦I�i T ►N T ►♦ 1 j ♦ 0.309krft i 40ft AFF r Pr 00 � l i I - Richard E. Jones Associates �! Architects • Planners ' 339 Aviation Road Queensbury,New York 12804 Phone:(518)793-1015 Fax(518)793.2223 _. emag:mfoCgrejaarchBecls.com . I _ ) -A S. ► Z. .V__ moil Lb 02 121, l ) p' plr ' t . 7 _1 _e - -..... M I 4 l � t 1 1 � r o ( (�,• l Z l 1 7- f 1 I �_ i — - 147 I. 101 e _ 3 t . j West Mountain Health Center Title: Job# I Dsgnr: Date: 3:04PM, 10 AUG 10 J Description Scope: _2 Rev: 5soloo Page 1 User KW-0602072,Ver5•6.1,25-od2002 Single Span Beam Analysis _ (c)1983-2002 ENERCALC Engineering Software Description Girder truss II General Information Center Span 40.00 ft Moment of Inertia 1,000.000 in4 Left Cantilever ft Elastic Modulus 29,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin -� Uniform Loads On Center Span.:. On Left Cantilever... On Right Cantilever... #1 0.309 k/ft #1 k/ft #1 k/ft i Point Loads �i Magnitude 2.460 k k k k k i Location 9.000 ft ft ft ft ft Values Query Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft J Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 8.09 k 0.60 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in r Summary . U Moments... Shears... Reactions... Max+@ Center 73.37 k-ft at 18.20 ft @ Left 8.09 k @ Left 8.09 k Max-@ Center 0.00 k-ft at 40.00 ft @ Right 6.73 k @ Right 6.73 k s @Left Cant 0.00 k-ft Maximum 8.09 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.737 in at 19.56 ft Maximum = 73.37 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at. 0.00 ft =J 1 � u i West Mountain.Health Center Title: Job# Dsgnr: Date: 3:0413M, 10 AUG 10 Description Scope (-- Rev. 560100 User.KW-0602072,Ver5.6.1,25-0a-20o2 Single Span Beam Analysis Page 2 (c)1983-2002 ENERCALC Engineering Software Description Girder truss II L, Sketch&Diagram 146k o• bW r t t r t i + r t t r .r r I IT + r 1 1r r 0.309k/ft 71 40ft f I Lj Li r i . �f I 1 I I i �I I I i —r Richard. E. Jones Associates Architects s Planners 339 Aviation Road QueensbOfy,New York.]2804 Phone:(51 81 793-1 01 5 Fcc'(518)793-2223 Ldemail-infoQrejoorchHecfs.com 4� 1 1 F � 1 i L ,� l 1 1 ' v►[ x C-5le �- . 3 1 -41_4 -TZ 7 Richard E. Jones Associates j Architects •Planners � - Z•a .Y.b V k PSI - .$34 Avialiat ftcd : yip t 9 Queembwy,NewYork 128D4 3, emca:fnfOO.ejaai meCft,=m if$ o �. MIS 4 ► • z a ,- -P I IJ PL � _. z. c t ; L 44- 4 I _ I , i SS t 3 a a , r !l " 111/est Mountain Health Center Title: Job# Dsgnr: Date: 3:21 PM, 8 SEP 10 Description I� Scope Rev: 560100 User.KW-0602072,Ver5.6.1,25o�zoo2 Single Span Beam Analysis Page 1 _ (c)1983-2002 ENERCALC Engineering Software Description hJ General information I J Center Span 19.00 ft Moment of Inertia 1,000.000 in4 Left Cantilever It Elastic Modulus 29,000 ksi j I'I Right Cantilever ft Beam End Fixity Pin-Pin Point Loads Magnitude 0.068 k 0.136 k 0.273 k 0.409 k 0.546 k Location ft 2.710 ft 5.420 ft 8.130 ft 10.840 ft Magnitude 0.683 k 0.819 k 0.956 k k k Location 13.550 ft 16.260 ft 19.000 ft ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 1.09 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary Moments'... Shears... Reactions... Max+@ Center 8.16 k-ft at 10.85 ft @ Left 1.09 k @ Left 1.16 k k 1.77� Right Max-@Center 0.00 k-ft at 19.00 ft @ Ri g @ Right 2.73 k ' @Left Cant 0.00 k-ft Maximum 1.77 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.018 in at 9.86 ft Maximum = 8.16 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft i i f - I it i - l` I Vest Mountain Health Center Title: Job# Dsgnr: Date: 3:21 PM, 8 SEP 10 Description Scope LJI Rev. 560100 User KW-0602072,Ver5.6.1,25-oazoo2 Single Span Beam Analysis Page 2 (c)1983-2002 ENERCALC Engineering Software L] - Description l Sketch&Diagram I 1{ y J, ♦ 1 1 T i.068k 0.136k L73k b.409k 0.546k 0.683k 0.819k 0.956k I 1 19ft I i L_ � I I l r I i r- JJ 1I J r i West Mountain Health Center Title: Job# I Dsgnr: Date: 3:28PM, 8 SEP 10 Description: � Rev. 560100 Scope User.KW-0602072,Ver5.6.1,25.Oct-2002 Single Span-Beam Analysis Page 1 (c)1983-2002 ENERCALC Engineering Software Description j General Information Center Span 32.00 ft Moment of Inertia 1,000.000 in4 Left Cantilever ft Elastic Modulus 29,000 ksi i Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... it #1 0.614 k/ft #1 k/ft #1 k/ft Point Loads Magnitude 2.730 k k k k k Location 17.000 ft ft ft ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 11.10 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary l Moments... Shears... Reactions... I -1 Max+@ Center 100.04 k-ft at 16.99 ft @ Left 11.10 k @ Left 11.10 k Max-@ Center 0.00 k-ft at 0.00 ft @ Right 11.27 k @ Right 11.27 k @Left Cant '0.00 k-ft Maximum -11.27 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.610 in at 16.10 ft Maximum = 100.04 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft i l , 1 'West Mountain Health Center Title: Job# I 1 ' Dsgnr: Date: 3:28PM, 8 SEP 10 L Description yJ,l Scope Rev, 560100 User.KW-0602072,Ver5.6.1,25-0azoo2 Single Span Beam Analysis Page 2 (c)1983-2002 ENERCALC Engineering Software Description Sketch&Diagram 173k 0• t I 11 ► I �I t 1 l f I f 0.614k/ft NIL 32ft I �T1 t„ a ," Tau -�� . rTx x xt r P4 61,ussConnectars F_ �C�� - �s �5 �-,, I � .nev— Fyn-rxwcr. ., a^ X :i.,.... �?: x+t-...�+M-C rk �- .- .+' m M , .sz+'�a�5 �'. ;xc 78k ma�M Hangersi Medium to high load capacity hangers designed I15A•forMTHM _ xf: to carry 2 or 3 trusses.Accommodates right or �143/.'for MTHM 2 _ h ;k left hand hips(at45-degree skews)and can be used for terminal hips with or without the center �> common jack.The MTHM-2 accommodates 2-ply hips or jacks. MTHM 3 k5ry s r . MATERIAL:12 gauge ' FINISH:Galvanized (MTHM-2fibk {rz. INSTALLATION:•Use all specified fasteners. similar) See General Notes. U.S.PatentJ. •All multiple members must be fastened 5,253,465 together to act as a single units •Shall be attached to a double girder /r r.: truss to allow for required minimum °D' " all w nail penetration.See footnote 7. a'ti'Ael.MTHM 2 31 MTHM CODES:See page 12 for Code Reference Key Chart. F� 3�1&MTHM Typical MTHM Installation J 37/1s MTHM-2 (2 Hips and a Jack to Girder Truss) 16. 10 F MTHM MTHM-2 - MTHM Top View Top View a Top View Y Terminal Installation as Left Hand Hi ryp Ri ht Hand Hi �+'Typ• Without Center a - 3 g':Typ. Working P Work ng g P Working Point Installation Point Installation Point Common Jack y Single Ply 2-Ply Hips(ryp.) -I Right or Left Hand Hip Installation (Two Member Conne aT G1 w v.?utL-71LvSS -i 44ipjQ gc_a Fasteners a; ;. � cTybSP;ADowahlertls 'Model Log Code I?, Header Carrymg `4 Upltf)'133a&160 � FloorIOO�r Rnow� 15) Roo125/133/i6D) ° T t I .q _Memher., r ` .. !R.. �ac1c o a,, litp JackTptal X a:aJack TotalP Jack Tu#al p _ 2 ply2x4 22-16d 8-10dx1'h 4-10dxlX 805 270 1075 2185 730 2915 2185 730 2915 2185 730 2915 , MTHM 2 ply2x6 34-16d 8-1 4-10dxlN 805 270 1075 2630 875 3505 2630 875 3505 2630 875 3505 2 12x8 42i6d 77 8-10dxih 4-10dxlh 805 270 1075 3250 1085 4335 3250 1085 4335 3250 1085 4335 140. 2 12x6 39-16d.. 810dx1l A10dx11h i 835 280� 2 '5t+F�280QM 9351 jN--1 800� AM! 735�' 280D 35L 735�! a l l MTHM 2 2 12x& 4716d. 810dx11fz 410dx1'fz i 835 80 t as i 5't 1337� 11 b 500375" 11254500 � 1� s 63371�15 r9500 T "Fasteners �Y r "SPF/H"FAN wable 004s - loot 100 s Snow 7154 �Rouf 25/i33/160 Code T, m 3 H Carrymg, Htp` Jack P ( ] F No INember.. ,r . Ntp; _Jack, ,`Total .HIp.- Jack:;;Total ,tHip Jack .Total,,` Htp. ~Jack'Total ' i; 2 ply 2x4 22-16d 8-10dx% 4-10dxlX 655 220 875 1 1880 625 1 2505 1880 625 2505 1880 1 625 2505 7-7 MTHM 2 ply2x6 34-16d 8-1 4-10dx136 655 . 220 875 12260 755 3015 2260 755 3015 2260 755 3015 y 2 ply2x8 42-i6d 8-10dxl'h 4-10dxl'h 655 220 875 2795 930 3725 2795 930 3725 2795 930 3725 .140 Co. Tl MTHM 2 2 16 3916d = 8:10dx1f 490dx1'fz B8Q 225 ":905 251G:, 835 3345 2510 835. 3345':,2510 `835 345 27 12x8.:. 4716d ..8=]Odxifz 4-10dx1�. 680 5 3875., :2905_ 970— 3875,=2905 , 97t] x3W MTHM MTHM-2 Tap View Top View y.f I '14'ryp. Installation Wemg �t Installation Warlang �s' Point 2-Ply Hi s a Point Single Ply C YPH �¢ Terminal Type Installation (Three Member Connection) single Ply S j Fasteners 3 53;MRb"°°t�'M'i��aI'Mm�S'��'D�SP`A110w�1eL0a Sgi7�n Model y' a s t t }a x s + r e ^s Code -Q Heatler Carrykng Ntps r f 4 P1dt11331r�60)a i,��4 3Floor(100}� now(115� � �Roo;l2br133f1;60, . �a Np .`Member (Total) i JackHiP Jac tal� Ref j Y hack. �Tota) Hi' Jack Total Ili ;J2ckTa 2 ply2x4 22-16d 16-10dx1fz 4-10dxi3ok 715 360 1790 1215. 605 1 3035 1395 700. 3490 1520 760 3800 MTHM 2 ply2x6 34-16d 16-10dx1Y2 4-10dx% 715 360 1790 1860 930 4650 1860 930 4650 1860 930_ 4650 ,._ 2 ply2x8 42-16d 16-10dxif 4-10dx1% 715 360 1790 2010 1005 5025 2010 1005 5025 2010 1005 5025 140 y= 2'12x6. 3916d i 6 10dx1'h 4-1Odx13z 4� 37Q186019b5" 980 4890 955 �980;;;4890 05 �980d890Y a! q' MTHM-2 2 1 2x8 4716d 16.=10[Jxih, :,4;106116f i 45 ,3 7 60,, 247a e1235 6))'i._ 2470 .)235 ,61,7,5:k 2470' F 3 K�75 Fasteners SPF/HFAIIowableLoads ' ModelCode.: Header -Carrymg Htjs Uphft(183&160) Floor(100); ;Snow(115) Roof{125/133/160).r t 3 �N: tJo. Jack rP-- Member': (Total) Htp ,lack Total, H)p Jack Thial Hip_ Jack'`- Tot21 .,Hip Jack• •Total , , 2 ply2x4 22-16d 16-10dx% 4-10dx% 580 290 1450 1055 530 1 2640 1215 605 3035 1320 660 3300 MTHM 2 ply2x6 34-16d 16-10dx116 4-10dx% 580 290 1450 1600 800 4000 1600 800 4000 1600 800 4000 2 ply2x8 42-16d 16-10dxl%, 4-10dx1h 580 290 1450 1730 865 4325 1730 865 4325 1730 865 4325 140 � MTHM 2 2 ply2x6 39-16d 1610dx1'h A-1Odx11z -BOO 300 1500 1680 .840 4260 A680 .84.0` .4200 1680 840 .;4200' 2 ply 2x8 47-16d 1610dxih :'.4-10dx1h 600 =_300 1500. 2125- ;1060 :.5310. 2125 1060 :5310 .2125 1060.T-5310 t 1.Allowable loads have been increased 33%and 60%for earthquake or wind considerANSlffPI 1-2002 wood member design criteria(see page 187for details). loading with no further increase allowed;reduce Where other loads govem. 7.With single 2x carrying members,use 10dx11/z nails with 0.67 of the table values. 2.Hip loads are for each hip. 8.For terminal installation,distribute 40%of total load to each hip member and 3.Roof(125/133/160)is a download rating. 20%to the jack 1' 4.Other hip/jack load distributions are allowed if the sum of all three carried 9.Tabulated hip and jack allowable loads assume that 756/6 of the total load is distributed members does not exceed the total load and the hip members are equally loaded. to the hip and 25%to the jack.It is,permitted to distribute 65%to 85%of the tabulated 5.Combine hip and jack loads for total capacity.For terminal hips divide the total load to the hip,and the remaining percentage of total load to the jack.The total allowable load by 2 to.determine the allowable load for each hip. combined hip and jack load may not exceed the published Total Load. 6.Truss chord cross-grain tension may limit allowable loads.Referto technical 10.NAILS:16d=0.162"dia.x 31/z long,10dx11h=0.148'dia.x 11/z long. bulletins T-ANSITPISPF,T-ANSITPISP and T-ANSITPIDF for allowable loads that See page 16-17 for other nail sizes and information. 127 g�� 0 This product is preferable to similar connectors because of a)easier installation,b)higher loads,c)lower installed cost, I a or a combination of these features. �g The VTC2 is a valley truss to common truss connector.VTC2 is - led on top of the roof sheathing.It provides a positive connection and eliminates 1iF stly support wedge underneath the valley truss or valley truss bottom chord Y� s � cutting.VTC2 is adjustable to slopes between 2:12 to 8:12. RIAL:18 gauge FINISH:Galvanized 'a pLLATION: •See installation sequence below. k a +a 27/e n Ise all specified fasteners.See General Notes. The dome nail holes assist in installing the common truss fasteners 'slanted at an angle approximately 55°from the horizontal level line. stall two 10dx11/z°nails in one vertical stirrup and three 10dx11/Z nails 3{in the other vertical stirrup to the valley truss bottom chord. or use with 7/,s"or 1/2"thick sheathing.Contact Simpson for loads for Afferent sheathing thicknesses or when attached directly to framing. �C2 Y DES:See page 12 for Cade Reference Key Chart. - U.S.Patent 6,840,020 f, of Fasteners� r' gK `Allowabletbads72 del 2xTruss'Ghard "�Uphft `�Download Wind Code a Common Jlalley} Material ^4rzf . J R 1$3/ ef ,1 _ Truss 7ryssa r (133/160) Doug Fir Larch 336 480 550 600 640 47 Typical VTC2 C2 4-10d 5-10dxlh Southern Pine 405 520 600 650 690 134 Installation ±. Spruce-Pine-Fir 310 415 475 520 550 Uplift loads have been increased 33%and 60% for earthquake and wind loading with ; � - n'ofurther increase allowed;reduce where other loads govern. and(1331160)is a download rating. t AILS:10d=0.148"dia.x 3"long,10dx1�/2=0.148"dia:x 11/2 long. See page 16-17 for other nail sizes and information. SF, Common Valley y Truss Truss a l Roof s F Sheathing c j' Typical VTC - Roof View (Install the VTC2 at each specified truss Typical VTC2 Side View , top chord location) VTC2 INSTALLATION SEQUENCE F., Valley- Truss STEP 1: STEP 2: STEP 3: Align the centerline of VTC2 with the Adjust the upslope stirrup Adjust the downslope stirrup vertically common truss top chord centerline. vertically and attach to valley and attach to bottom chord. Attach through the roof sheathing to truss bottom chord. Bend stirrups one time only. the common truss top chord. 137 nD IV 1a 1 a C3=ff- Grip I << ` t 6ri Thickness Thread: UNC Class 2B. plate+1/411 ` sC Clevis Dimensions,Inches Weight Safe Working Number Max.D Max.p b n a IV Pounds Load,Kips* 2 __%_ _ % 1'/16 5I8.. 37/8. 11/1fi 5/165+3/32--0) 4.0 : 7.0 ' 11/-, ---�21/z. - =11/e ;_4,,} i1L4-�• �/16(+%2—0) 2.0 7:5 3 13/e -13 3 - 15/i6— `5 . 1/z 1/z.(+1 2—0) 4.0 15 31/2 11/k 2 31/2 1% 6 13/4 1/2(+t%a2—0) 6.0 18 . I 4 1%-_ 2.1/a-:.—.4.- 13/a=,—_ .6-- 2 ___ ,1f2 +•1�2-0 8.0 5 2" '21/2 5 - 21/a 7 21/z - % +1/16—0� 16.0 _37.5 6 2�/a 3 6 23/4 8 3 3/4+3/a2—0) 26.0 54 7 3, 3%, 7 3 9. 31/2 /e(4-%—.0) 36.0 68.5 8 4 a. .4 8 4 , 10` 4 11/2(+3/s—0) 80.0. 135 ° Safe working load-based on 5:1 safety factor using maximum pin diameter. CLEVIS NUMBERS FOR VARIOUS RODS AND PINS �i Diameter Diameter of Pin,Inches ' of Tap Inches . % % 1/8• 1 11/4 11/2 1% 2 21/4 21/2 .2% -3 . -31/4 31/2 3% 4 % 2 2 21/2 . 21/2 21/2 ' '21/2 3/ 21/2 21/2 11/2 21/2, 21/2 .. 7/8 ... ... 21/2 21/z 21/2 21/2 ... ... ... 3 3 3 3 134 ... ... ... 3 3 3 3 3Y2 1/a 3 3 3 31/2 3/z 4 f 11/2 ... ... ... 31/2 32/2 31/2 4 4 51. 13/4 ... ... ... ... 4 4 5 5 5' 5 I 2 ... 5 5 5 5 5 6 6 i 21/4 ... ... ... ... ... ... .6 6 6 6 6 7 7 21/g .. ... ... ... ... . . ... 6. 6 6 7 7 7 7 .7 ti 23/4 ... ... ... ... ... ... .. .. 7 7 7 7• 8 8 3 ... ... ... ... ... 7 8• 8- 8 8 8 8 31/4 ... ... _. .. 8 8 8 8 8 8 31/2 .. ... ... ... ... ... .. 8 8 8 8 8 8 33/4 .. ... _. ... ... ... .. 8 ' 8 8 9 8 8 4 .. ... ... ... .. 8 8 8 .8 8 8 Above Table of Clevis Sizes-is based on the Net Area of Clevis through Pin Hole being equal to or greater than'•125 percent of Net Area of Rod. Table applies to round rods without upset ends. Pins are sufficient for shear but must be investigated for bending. For other combinations of pin and rod or net area ratios,required clevis size can be cal- culated•by reference to the tabulated dimensions. Weights,and dimensions of clevises are typical. .Products of all suppliers are similar and essentially the same. ' I AMERICAN INSTITUTE OF STEEL CONSTRUCTION Richard E. Jones Associates Architects • Planners as! ' 339 Avlaffon Road. T'v z 2-9 IUD &S► Queensboy,New York 12804 Phone:1518)793-1015 F=1518)793-2223 G 3 ZGjf7 �g 1 t emat inWrejoorehrlecfs.eom Vie s ZOI,w FYI Als g { - --! _ ! # F { _ � 1 - ! -._ f 4_ _ �) ' MAdjustable Variable ! ! M: The VPA-may be sloped in the field,offering a versatile k .solution for attaching rafters to the top plate.It will adjust to A and accommodate slopes between 3:12 and 12:12,making it a complement to the versatile LSSU.This connector eliminates flanges touch Me need for notched rafters,beveled top plates and toe nailing. at 45o` - + s ,.B„Fl - MATERIAL:18 gauge'; - �a E FINISH:Galvanized i� INSTALLATION:- •Use all specified fasteners.See General Notes. VPA2 "A"Flange " " CODES:See page 12 for Code Reference Key Chart. 3 .- p g y U.S.Patent 5,335,469 -: iJ� a Fasteners r �tla F�SPIlewab�e�L. � SPF Allowable Loads Y Joist Model aera� Lateral Eode t Width No W > Carrying Earned � If dt �� a Upltit + PDo�unia �3 � 0 xt� _ a Download {18.3) Member. ember. 3 y � s K1335 16Q). �€_ x<F2 1? a+ r t133) (1 . t 11/2 VPA2 19/s 8-10d 2-10dx11/2 245 1 295 1050 375 1 245 375 250 210 250 870 325 210 325 250 l = 2'/z . .,VPA3 29/e 9-1.Qd'. 210dx1�/z a 5;�9 ,- 230 ,_wgg 3 5 �D 210.,. 250 1020 325 2fi0 ,325. 25Q, 1,121,140 c 3�/z VPA4 39/,s 11-10d 2-10dxll/z 245 1 295 1 1230 375. 245 -375. .250 210 . 250 1020.' . 3.25. 210. 325 1 250 1.Uplift loads include a 33%and 60%increase for earthquake or wind'Idading; 3.NAILS:10d=0.148'dia.x 3•long,10dx11/z=0148'dia.x 11/i'long. k no further increase allowed;reduce where other loads govern. See page 16-17 for other nail sizes and information. CJ 2.Loads may not be increased for short-term loading. I; VPA INSTALLATION . SEQUENCE I -il 10dx11W j ... Nails 3 9 F «A„ „B„ Required Pitch 10d I Flange .. Flange Common Common STEP 1 STEP 2 STEP 3 STEP 4 t r: Install top nails and face PAN Seat rafter with a hammer, Install"B"flange nails . Install 10dx11/2'nail into tab nails in"A"flange to outside adjusting"B"flange to in the obround nail holes, nail hole.Hammer nail in at a ' wall tap plate. the required pitch. locking the pitch. slight angle to prevent splitting. It V1_ HCPHip Corner Plates I j ! The HCP connects a rafter or joist.to double top plates at a 45'angle. 1%a HCP2, € < MATERIAL:18 gauge 3as°H 5 FINISH:HCP2-galvanized or ZMAX®finish;HCP4Z ZMAX finish Plate line INSTALLATION:•Use all specified fasteners.See General Notes. locator HCP2 !' •Attach HCP to double top plates;birdsmouth not required for table loads. for proper " 6°•HCP2 - o •Install rafter and complete nailing.Rafter may be sloped to 45°. installation ". 6sW-HCP4 (HCP4ZSimi/ar) 4 CODES:See page 12 for Code Reference Key Chart - U.S.Patent 5,380,115 i -These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson for details. i 0o r 2%- : RFJS>P ser E i Fasteners �lowablr- Allowable 39/�s' + fi Member.Model �iwL S Loads' Code' HCp2 4,�, - Sae No - Ref HCp4 s 1 S3 1�'D 133&'100 i; s To To �.. :=' ) y Rafters Plates_ `fjpl+f,;tea Uplift E ® . 2x HCP2 6-10dxilh 6-10dxl'/z 645 1 300 555 260 9, 4x . HCP4Z ? 8,10d 8-10d': mOD015 860 =230::' 121 1.Loads may not be increased for short-term loading. 2.The HCP can be installed on the inside and the outside of the wall with a flat bottom z chord truss and achieve twice the load capacity. :; _ [ 3.Uplift loads include a 33%and 60%increase for earthquake or wind loading; no further increase allowed;reduce where other loads govern. j'- 4.NAILS:10d=0.148"dla.x 3'Iong,10dx11/2=0.148'dia.x 11/2'long. '. i• See page 16-17 for other nail sizes and information. Typical Installation .75 WRA �i ? late rlaterall .Hill F1 /� loads only H8 attaching H8 attaching H8 attaching _ y Inst lotion ® stud to sill I- " HI Installation - p of/lnRih rafter to double joist to double top plates (4-8d into plate, top plates L 5-8d into stud) - ® H14 Installation to ` 2 double top plates 8d commons to AVOID A threeholestoH14 MISINSTALLATION 1❑ bottom flange. Plate nails for lateral a k Toads one H10-2 Installation N QN ® (H11Z similar) - H10S Installation H10A / with stud offset Installation 0°optional positive angle nailing c ects shear blocldn rafter. H14 8d commons to header. Installation Raall three triangle Do not make your- $d common nails.Slot allows maxi mg up to a holes to straightened fi of 6/12,use 75%of the table uplift load;bend one time only. to deader 2 hottomflange. own holes or 2x header ❑ overdrive nails;.l linsiderations for Hurricane Tie Selection Hurricane Tie Installations to hat is the uplift load? Achieve Twice the Load (Top View) what is the parallel-to-plate load? hat is the perpendicular-to-plate load? Both connectors shall be same model. . at is the species of wood used for the rafter and the top plates? Select the load table based on the lowest performing species of wood.) _ Wall ill the hurricane tie be nailed into both top.plates or the upper Wall Wall- flop Plate top plate only? Top Plate Top Plate What load or loads will the hurricane tie be taking? „Allowable simultaneous loads in more than one direction on a single honnector must be evaluated as follows: Design Uplift/Allowable Uplift+Design Lateral Parallel to Plate Allowable Lateral Parallel to Plate+Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate<1.0. : The three terms in the unity equation are due to possible directions that exist to generate force on a hurricane tie.The actual number of terms used Install diagonally across Products can be on the Nailing into bottrsides of ;'in the equation for each condition is dependant on designer's method of from each other for same side of the wall a single ply 2x truss may lu calculating wind forces and the utilization of the be in the structural system. minimum 2x truss. provided they are cause the wood w. split. y configured as shown.- Select hurricane tie based on performance,application,installed cost slid ease of installation. I e VB provides lateral resistance force at the bottom of beams 21R Min. "-- p nstalled approximately 45'or more to the vertical plane. ERIAL:12 gauge FINISH:Galvanized Hanger TALLATION:•Use specified fasteners.See General Notes. not shown i6-N54A fasteners are included with the brace. ES:See page 12 for Code Reference Key Chart. Six N54A I: Nails deli �� 4��, t �L�t kFastetieis�. �.Allowahle�Terlston�oa�si„ .��e�e�� ' v }; [Beam QeQih) , (Total) �Floer,(t00);" Root:(125) One N54A 10°-15° 5 16-N54A 990 1240 - f/ in each tab I 15 22%z 7 16 N54A 990 1240 $,3 , , Two N54A 9 88 221ze 281/z° `8' �.6 N54A 990 1240 1 21 Accommodates✓ in seat Q' ' 28h36" 10' 1&=iV54R�� 990 f,et 1240 beam widths of 31/a to 103/a 2` 36"-42° •12' 1 16-N54A 1 990 1 124o Typical VB Installation f loads have been increased 25%with no further increase allowed. 157 4 x 4^�. -_. ,'� 1 r r.rti rrr.�armnvrxrrrrJfC4tu[� ,» ti , •a" ,. "'-'3"' x.A „.. W a r. - .F ours ,•-,�..� .-� - �_ `��'�-�,.�_��:c ��' SUB/'SUL/HSUR/HSULSke wed 45'Hanger's S ?` � �`�FERfO Thfs product is.preferable to similar connectors because of I • aJeasier installation,b)higher loads,c)lower installed cost, i q �.-AZ--+ �A7'I �� combrnabon of these features. h� w S' #The SU"and HSU series of hangers are skewed 45°left J _ A 3 or rig ht Angled nail slots direct nails for proper installation.; MATERIAL SUR and'SUL--16 gauge;HSUR and HSUL-14 gauge3 - f FINISH Galvanized.Some products available in ZMAX®finish; � r see Corrosion Information,page 10-11. - INSTALLATION:•Use all specified fasteners.See General Notes. SUL These hangers will normally accommodate a 40°to 50°skew. .' •Illustration shows left and right skews SUR/L u (SUR=skewed right,SUL=skewed left). '. •The joist end may be square cut or bevel cut. I ca. For installations to-concrete/masonry walls see page 140. - ' HSULC $ 6� Available for 2-2x OPTIONS: and 4x models only C Available with the A2 flange turned in on the 2-2x and 4x models only c (see illustration). "r�l� jn, s N f ��rL 7• v •To order,add"C"'(for concealed)to the product name. Ai For •For example,specify HSURC46,HSULC46,SURC46,or SULC46. $ CODES:See page 12 for Code Reference Key Chart. C Typical SUR I , i Typical SUL Installation with B . - B Installation with Square Cut Joist �y -`� Bevel Cut Joist } (HSUR similar) �45� (HSUL similar) HSUR Typical SUR410 Installation uM ti -These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson for details. - r,� ��,�^� ' � L,�DF/SAS ec�es fea�er#��„ SPFzSpeciesHeadei• ,,� �, y� � ; a� � �_ Dtmens�ons Fasteners I /ST �. -�, � � �ttl oyuable I.Ba "ai Joists �`� Model r 7, bode ` 1 � 4S-fiD v y WOO Roof a , I Size Nu U Itftllhtt : iB5rr6 tis� Gan iilpltlL Uplrit :floor,: Refsr j a 1 rE lld H B A1.• Az face Joist a83 „(160 (i00), u (133j (16t1 {100) novi t;Bnst r}� o 2x4 SUR/1-24 19/6 31/z 1 2 1Y6 11/a 4 i6d 410dz1Yz 450 450 530 610 665 415 450 460 530 1 575 0 W _ j ® 2x6 8 SUR/L26 19/6. 5 2 1Ya is/ia 616d 610dx1Yz 720 765 800 960 1000 625 750 69- 795 860 z z 683, , a, F 2 14044 1 -- � 2xf0 12� SUR/�2'iD i9�6 S11/a 2 11r6 ,=i57s 1D 16d 10 tOdx11/ �x120 125Q�,�33�f„ �'Fv3�;�,�1'�66�t1.,�y04U 125Q �15Q ��3�0 1�4A � z 2x�4 "k SUR/L214 _;..1%6 10 -2 1'/s ishs_ 1216d 1210dX1Yzij171 59, I8595 ,j250 1500 138Q :a585 1725 _ 3x10,12 SUR/1-2.56/9 29/6 813AB 33/,6 11/z 2 14-16d 2-10dx11/2 210 225 2015 2280 2405 180 190 1735 1960 2120 s 170 0 , I 3x14 SUR/L2.56/11 29A6 11 3 1ti6 2% 16-16d 2-10dx1Yz 145 145 2130 2130 2130 120 120 1535 1535 1535 v: , o g'� d (2�2x6,8' SUR/L26 2 '� 415/s 25/6 1�/i@.23/6 .816(1 416dX21/z1II{1315n sf06523U 815 735. 920 1005fl05' 26,83,140,144 0 ; (2)2x6`tf_• HSUR/L262 31a,-416 2s 1/a.. 2�6 12-16d 4-16dx2Az1$50` rt20QQ '620 „74(#'' 1390.-iG00 1740;= 26,33,83,122,144 0 , 1O- 6� (2)2x10,12 SUR/1-210-2 31A 811/6 2% V. 2%1 14-16d 6-16dx2Yz 1065 1275 .1860 2140 2330 920 1105 1610 1850 2010 26,83,140,144 N �` �I o s (2)2x10 12 HSUR/L210 2 31/a 811/16 2'/s 1Ya 23/16 20 i6d 616dx21/z 1070 1285 2680 3080 3350 930 1115 2320 2670 2900 N Y 26,33,83,122,144 2 1, (2)2X14' = HSUA/L214 2. : 1.1 3Ya. 1217/s 2�/s 11/4 23fis 26:16d 8 if dx2lAz 3Uq,, 13 985 4 O T1435 -1235. _i4$5•.3015'- 3470, 3770 h 4x6,8 SUR/L46 3%r1 43/a 25A 1 23/6 8-16d 4-16d 710 815 1065 1225 1330 615 735 920 1005 11005 26,83,122,140,144 N 4x6,8 HSURIL46 39/16 4✓a 2Y16 1 23/s 12-16d 4-16d 715 815 1610 1850 2000 620 740 1390 1600 1 1740 26,33,83,122,144 9 ° 4x10 12 SUR/L410 39/6-.8Yz 25/6 1 " 2% .%¢i6d 6-i6d ri06 , 127 86Q ,2) 2 3i) 920, 1�Q5 1610'"1850 2010. 26,83,140,144 N 4x10 12, HSUR`/D 39/s 81/z 2z/16 1 23/s 2016d, 616d iD 4 285 E268Q-00t30 ;335_0 930 1115 2320'_2670 29Qf). 26,33,83,122,144 U 4x14 SUR/L414 39/1s 121/z 2%, 1 23/6 18-16d 8-16d 1420 1700 2395 2500 2500 1225 1470 1795 1795 1795 26,83,122,140,144 -� 4x14 HSUR/L414 39/s 12Yz 2'/,6 1 23/16 26-16d 8-i6d• 1430 1715 3485 4005 4355 1235 1485 3015 3470 3770 26,33,83,122,144 .; Wi 1.Uplift loads have been increased by 33%and 60%for earthquake or wind loading with no further increase allowed; z x reduce where other loads govern. ` 2 Roof loads are 125%of floor loads unless limited by other criteria. 3 Truss chord crass-grain tension may limit allowable loads.Refer to Technical Bulletins T-ANSITPISPF,T-ANSITPISP and T AN$ITPIDF for allowable loads that consider ANSI/TPI 1-2002 wood member design criteria(seepage 187for details). 4 NAILS led=0.162"dia.x 3Yz°long,16dx21/z=0.162'dia.x 21/2'long,10dx11/z=0.148°dia.x 1W long. See page,16 17 for other nail sizes and information. ter. n . IR IHDAMDHoidowns ® These products are available with additional corrosion protection.Additional products I..., on this page may also be available with this option,check with Simpson for details. k Material Dimensions r - N Fasteners _ Model No. Gae Gayer HBd r= SB W N' B SOr Anchjo uMachineBolts� c ........... __HD2A ----7 12 4s/,6 2�/2_ 23/4 8 2s/,6 3/8 1Y16 file-, 2 file fio s' HD5A 3 10 5% 3 31/a 93/16 39/s 1h 23A6 5/a 2 3/4 HD6A ® HD8A• ND1gA,,� .��a� •7 {� :`:ry'63�6...�, r3Y2,t,:.. 3Y ',�18�i6 ,,.'�'C6 , : 9fs. . :;" 2'/is.,1; a � tf8,;' .,4 ��'r`,`�y`4��_.'��`�/,;i_,: HD14A 3/9 3 7 4 3�/2 20"1 3% 5/8 23/,6 1 4 1 H� HD15 3/9 3 7 4 3'/2 24'/2 47m 35/8 2% 1�/4 5 1 See notes below. A 4 � V 141 ` MV-57 U iar au,v(L- Inc,UH,J C HL 4* a s bIOW € � ielz s f lioldownsioldowns, n rav Kowa a ensten oads y Allowable Tensron Loads w; s S' 4e� W �"DF:S� 33�1ti0' ��...�j ��,� r SPF[HF 133160 '� � � na�z Qetlectioq �Detlectionp r INtldel ' nc �d�� 2 � 31 ! ) �tligheslr p aFH�gli'est Eoder, �. . �; �•�No �.5 ��. �t ��lood Nf`e nheF�Th ekness ��'� 'r ��3 ",�Illowable �l�llowable fRef �: . :5 .;nsewcs. .>:.�hk ,f+,x.� ...:_x-'S. � �,.1-r �F..A`v'.,.->,,:-r•ffia�r.� v._.`.�.`.-.t��` }v; HD2A 1555 2055 2565 2775 2775 2775 2760 1320. 1740 y2165 2570 2565 2565 2550 0.058 0.077 ' ` ® HD5A 1870 2485 3095 3705 . 4010 4010 3980i 1585 `2110 2625 3130 3645 3700. 3680 0.061 0.117 '` S' i F{D8A322p' 13505 ¢ 85 Q Q6. 179D' 2Z#Q '? 655 4530 '548035Q:.'�a4�0 N. ' D U121 40,105, `; ?.Np j0}I !,�94��5„4 �935,��""83�d0 �9540��„�'30ttt�'e�90 3275 `�6QQ �5,745�' ,�045 s �6Q�`• 950Q,_ Jj95 ��>t1269`�"�°'� 122 HD14A - - - - 11080 13380 13380 - - - - 9495 11950 12485 0.215 0.282 HD15 - '.J 1.Allowable loads have been increased for earthquake or wind load durations with 9.Deflection at Highest Allowable Tension Load includes holdown elongation no further increase allowed;reduce where other load durations govern. and anchor bolt elongation(L=5').Additional elongation of anchor bolts 2.HD15 requires a minimum 4x8(in a 3%"wide shearwall)or a 6x6 nominal post longer than 5"shall be added to holdown deflection. to ensure the tension load carrying capacity of the critical net section meets the 10.Structural composite lumber columns have sides that show either the wide holdown capacity. face or the edges of the lumber strandsAteneers.Values in the tables reflect 3.Use a minimum 46 nominal post for the HD14A.Minimum post size is installation into the wide face. ' required to ensure the tension load carrying capacity of the critical net section: 11.To achieve published loads,machine bolts shall be installed with the nut on the meets the holdown capacity.< - opposite side of the holdown(see picture below).If reversed,the Designer shall 4.HB is the required minimum distance from the end of the stud to the center of the reduce the allowable loads shown per NDS requirements when bolt threads are in first stud bolt hole.End distance may,be increased as necessary for installation. the shear plane. 5.The designer must specify anchor bolt type,length and embedment. 12.HDA and HD allowable loads are based on the lower of the 2005 NDS fastener See SB and SSTB Anchor Bolts(page 25-27). values or the ultimate load on a steel test jig divided by 2.5. r 6.Refer to technical bulletin T-ANCHORSPEC for retrofit anchor solutions 13.Post design shall be b Designer. r (seepage i for details). 14.Holdowns may be raised off sill plate.Refer to table for increased 7.Lag bolts willll not develop the listed loads.8.See page 13 15 for testing and other important information. deflection values(if applicable).Refer to note q,page 14 for installation instructions of raised holdowns. SOURCES OF DEFLECTION AT SHEARWALL HOLD OWN i 1 = 1. Bolt slip can occur at holdown stud bolts. M 2. Increased bolt slip can occur if oversized holes are drilled through the stud for holdown stud bolts(oversized holes are when the hole diameter 71U is greater than the bolt diameter plus%6➢per 2005 NDS 11,1.2). ` 1 2 e 3. When a holdown is installed on only one side of the stud,an eccentricity - BP's are required by exists during loading which can cause more movement in the shearwall 3 the City of Los Angeles. 3 system. - `aflDg Check with your local 4. Unrestrained anchor bolt nuts can spin loose during cyclic loading; 4 5- LL ;. ates building code on usage. 1 using steel nylon locking nuts or thread adhesive may prevent nut spin. 6 7 - -- _ (NDS Section 11.1.23 5. Movement can occur when nuts are not tightened enough. Stu --- - requires a metal plate, metal strap,or minimum Retightening bolts before covering wall may prevent this. g 10 of a standard cut washer.) 6. Deflection can occur in the holdown under load caused by stresses due to earthquake or high wind. - 7. Lateral displacement at the top of the wall rotates the stud around its Sill Plate. -- base causing the holdown base plate to displace vertically. _ o 8. Wood shrinkage can occur due to drying of the sill plate,rim joist, Y. t? and/or top plate;nuts may require retightening. o o t 7 3Y 9. Uplift forces on the bolts can cause localized wood crushing at bolt Foundation_ bearing locations.Using larger bearing plates may prevent this. e I Holdown 10.Wood at the end of the studs (sill plates,rim joists,etc.)may crush Anchor under normal dead and live loading;additional compressive forces - due to overturning during earthquake and high wind loads add to ' the deflection. ( QandQdo tapply _ f to the PHD an HDQ.- 41 _,l All HDAs and the HD15 are self-jigging,ensuring code-required ` minimum 7 bolt diameter spacing from the end of the wood member y to the center of the first bolt hole per NDS-2005 Section 11-.5.1. m HD6A,HD8A,HD1 DA and HD14As seat design allows greater installation17 _ m,P adjustability.An overall width of 31/a for the HD6A,HD8A and HD10A;and ; 0 3�/z"for the HD14A provides an easy fit in a standard 254 stud wall. IS -MATERIAL:See table on opposite page LOADS:See table on opposite page + 3 FINISH:HD14A and HD15—Simpson gray paint ,�'�VH e: Other HDAs-galvanized.May be ordered HDG,contact ��''�� Id ; Simpson Strong-Tie. L .ca INSTALLATION:•Use all specified fasteners..See General Notes. 1 _Jc •Contact engineered wood manufacturers for connections „ = that are not through the wide face. •For animproved"coiinection,use a steel nylon locking nut or a " thread adhesive on the anchor bolt._ _ W� i •Bolt holes shall be a minimum of�/�to a maximum of j larger than the bolt diameter-(perNDS,section 11.1.2). i HD5A •With the exception of the HD15,a washer is not required ". (HD2A Similar);: , between the base plate of the holdown and the anchor nut. Use a standard washer on the HD15 anchor. :: , �` •See SSTB Anchor Bolts,Simpson's Anchoring Systems and B Additional Anchorage Designs for anchorage options.The H01 OA Designer may specify any alternate anchorage calculated to (06A,HD8A `sue resist the tension load for a specific job: and HD14A similar) •Locate on wood member to maintain a minimum distance of seven bolt diameters,distance is automatically maintained when Pressure-treated end of wood member is flush with the bottom of the holdown. barrier may be •Stud bolts should be snugly tightened. required. jl •To tie multiple 2x members together,the Designer J must determine the fasteners required to join members t to act as one unit without splitting the wood(see page , � - 20 for SDSvalues). ��, �•��s,f°a�ra��2 •Refer to technical bulletin T-ANCHORSPEC for post- installed anchorage solutions(seepage i87ferdetails). For holdowns,perASTM test standards, k � r Y1 anchor bolt nut should be finger-tights � - CODES:See page 12 for Code Reference Key Chart. plus 1/3 to 1/2 turn with a hand wrench, with consideration given to possible 9 P '�.�,,. t..w •ti �a r future wood shrinkage.Care should be4 J taken to not over-torque the nut. Vertical Wood Impact wrenches should not be used. Member Thickness Vertical HD5A Installation C 6 with SSTB anchor bolt. . Studs/Post Washers are not required at the base. ^a BP HD2AHDG Z' Decking Z. ' 44 post PP.) z l�! Threaded aded r * min.(typ.) Washers must r _ be installed l between bolt i o n ; nuts and wood Washer 2-2x 5/8'diameter galvanized required o p> Blocking machine bolts or an under all-thread rods with bolt nut y:h; 1 4 nuts and washers I BP BP's are required I (Simpson RFB#5x8HDG) 0.® the City of Los Mgeles. H m_ Check with your local _ building code on usage. - (2005NDS Section 11.1.2.3 requires a HD2A installed as a lateral metal plate,metal strap, anchor for a deck guardrail post. Stand off providesor minimum of Refer to techNcal bulletin' minimum end standard cot washer.) distance to end of SQ n F Typical H05A T-HD2AGRDRLfor postfrompostbdlt more information. Tie Between Floors e (Seepage 187 for details) *To achieve table loads,the minimum bolt end distance is seven bolt diameters. Vertical H015, This distance Is designed into holdowns. Installation i i West Mountain Health Center Title: Job# U Dsgnr: Date: 11:48AM, 27 SEP 10 Description i Scope: Rev: 560100 Page 1 User.KW-0602072,Ver5.6.1,25-oa-2002 Single Span Beam Analysis (c)1983-2002 ENERCALC Engineering Software � Description . ..., KAL (WyS � T � General Information U1 Center Span 9.90 ft Moment of Inertia 1,000.000 in4 Left Cantilever ft Elastic Modulus 29,000 ksi it Right Cantilever ft Beam End Fixity Fix-Fix . Point Loads Magnitude 0.140 k 0.253 k 0.356 k 0.478 k k Location 1.330 ft 4.500 ft 6.330 ft 8.500 ft ft Query Values 1 Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft -� Moment -0.85 k-ft 0.00 k-ft 0.00 k-ft Shear 0.41 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in UJ Summary 'I Moments... Shears... Reactions... Max+@ Center 0.57 k-ft at 6.33 ft @ Left 0.41 k @ Left 0.41 k L,_1 Max-@Center -1.32 k-ft at 9.90 ft @ Right 0.82 k @ Right 0.82 k Maximum 0.82 k 111 @ Left Cant -0.85 k-ft iI Deflections... J�J @Right Cant -1.32 k-$ @ Center -0.000 in at 5.24 ft Maximum = 1.32 k-ft. @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft Sketch&Diagram d.14k 0.253k 0.356k 0.478k J Ll v.b2 k Ll 1 1 I € ,'?r� x _sx•.A ,,,.1:1 x�,.,ir s sa�,7'i*, u�"M _.,....,....._urT.tA �m..-r:�.�_._.rt.� ::xi?,�r n 4,,. xw�,..,..-.€ � ..,+z.-xi s`•,.." c ��'..r :s.'."„ YY� � ,,i,' „ »~ w. .»*�-�.', PJateddTrrss��onnecfars 3 �r r r . THARIL422Skewed Truss Hangersr 2�8. Designed for 42 floor trusses and 4x beams,the THAR/1_422 has a standard skew of 45°.Straps must be bent for top flange installation.PAN nailing helps ` r r, eliminate splitting of 42 truss bottom chords. w Y M ITERIAL:16 gauge FINISH:Galvanized o INSTALLATION:•Use all specified fasteners.See General Notes. p i. ------ Nt. Two different installation methods may be used: x, m .. •Maximum Nailing—A minimum of four tap and 12 face nails must be used. r Straps most be field-formed over the header a minimum of 21/2".Install Mer 10dxi 1/2'nails into carried member PAN nail holes and 10d common nail E t tzo7�` " into round nail hole.Install 10d common nails into carrying member. � o IRNoiazj eferto •Minimum Nailing—A minimum of four top and 2 face nails must be used. Straps must be field-formed over the header a minimum of 21/z.Install nails c ' as detailed above.For single 4x carrying members,use 10dx11/z nails andION r pr _ - refer to the table for reduced loads. y Y Typical THAL422 Installed on a l CODES:See page 12 for Code Reference Key Chart. THAL422 Double 4x2 Top Chord Wood Truss f Dlmenstons Mmfmum Fasteners DF/SPAjlowahleloads SPFllllowableioads Chord Effective �r Model � �� Code Ga oft Height �h1 1ift � lift H C Carrying Hefi3 Carrying Member Carded Member k133& Floor gnaw loaf (133& Floor Snow Roof Ref Member ( ) Top )ace ? ;Straight :,Slant, -s4760) �� Single 42 9min. 4-10dx1Y2 2-10dx1Y2 1-10dx116 2-10dxlX — 880 880 880 — 755 755 755 r` THAR/L422(Min) 16 3s/a 22�a 8 9 to 12 — 1440 1440 1440 — 1240 1240 1240 47, _ Double 4x2 4-10d 210d 110d 210dxil >12 1090 1090 1090 935 935 935 134 F L THAR/L422(Max) .i6.3�6 22 a 8 Doilbie4x2 _9giirL 4=10d 3;'S fOd °110tl,"210dx1fz' q3 0' 1673aN67.5 •)675' 255, r1940. 1440 1440 1.Uplift has been increased 33%and 60%for earthquake or wind loading 3.Where the top of the carried member is flush with the top of the carrying member, -s` with no further increase allowed;reduce where other loads govern. Heff is equal to the depth of the carried member.Otherwise,Heff shall be measured 2.Roof loads are 125%of floor loads unless limited by other criteria. from the top of the bearing seat to the top of the carrying member. Floor loads may be adjusted for load durations according to the code 4.NAILS:10d=0.148'dia.x 3°long,10dx1Y2=0.148"dia.x 11/z long. provided they do not exceed those in the roof column. See page 16 17 for other nail sizes and information. 1 ' ILAdjustablelSkewable Truss Hangers ri The THASR/L hangers combine the height adjustability of THA hangers with field r I skewability,offering maximum flexibility for the installer,and eliminating the need for �ispecial orders.Shipped at 45-degrees right or left,the THASR/L hangers can be field d °� °d 1 a skewed down to 22X degrees or up to 84 degrees. oouble�csMm. I NEW!The THASR/L series has been expanded to include a new size for 4x2 trusses �, �, t, and new loads for the skew ranges between 221/2 degrees and 45 degrees. Typical y MATERIAL:16 gauge FINISH:Galvanized ' H THASL218 ea j INSTALLATION:•Use all specified fasteners.See General Notes. Installation I •Product is factory skewed to 45 degrees and may be field skewed from 221/2 degrees (L inl model name=Left . _:. co to 84 degrees. _- i R in model name=Right). a •For full download,both straps must be field formed over the header. W � j C o "y� •For installations where either strap cannot be field-formed over the header,install then' y strap(s)vertical and install,at a minimum,the required top and face nails into the lowest " 3 face nail holes in the strap(s).Loads must be reduced as noted in the table footnotes. S7:T CODES:See page 12 for Code Reference Key Chart. THASL218 2 Top Nails in R Feld Formed Strap _$T INSTALLATION SEQUENCE: zl 3 Face Nails Align back edge r, of carried r - membertothe G,� a ;� `" slotted holes �.r Rotate ,��:_ 4` p- n;1 Fill Lowest - u 3 Nail Holes in z in seat of acute :n STEP 4 „a Vertical Strap o ¢; THASLhan9er a. sdeto ,w4`° E ., PIus2 p desired - Adjust obtuse side S Double2c6Min. STEP 1 angle of hanger flush with Additional o Install carried member into STEP 2 STEP 3 Rotatetc the carrying member. Typical THASL218 n the seat of the hanger.Secure Install 10d nails into header Adjust acute side of hanger desired angle Install 10d nails into Installed with y with 6-10dx11/2'nails. on the acute angle side first to the desired angle header on obtuse side One Strap Vertical $PFADpwable bimenstons_ Fasteners bFJSPAhowableLoadS C` IF Minimum r >;artied Model No Mm Skew Carrying Carded rUplift �or%SnowJRaof%N(ind �p(�ft- Flaar/$now/Roc•PIWmd, R fe N W H C Header (Degree) Member Member r(133/ Member 0)F (100/115/1251133/1$0) (100/15/125/133/160) 1 -t Top - .F,ace Straighti6 k: _.w r_ 160); _ s 2236 795 1915 680 1645 2xTruss THASR/1_218 1% 18 5Y2 2x6 - 23 to 45 4-10d 6-10d 6-10dx1116 440 1635 375 1405 46to84 490 1515 420 1300 129 2x6 410d :6-10d 425 1525 365 x1310 f 2-2zTruss THASR/L218-2. 31/6 18 5Y2 to 84 610dx1Y2 2x8 4- 8 70d 10d 365 ' 2x6 4-10d 6-10d 425 1525 365 1310 Is 4xTruss THASR/L418 35/a 18 5Y2 2x8 2234to84 410d 8-10d 6-10dx11h 425 1665 365 1430 170 1.Wind(133/160)is a download rating. 3.Allowable download for installations with one or both straps installed vertically is 90%of the tabulated download capacities. 2.Minimum heel height shall be 4Y2°. Allowable uplift capacities are 100%of the tabulated uplift load capacities.The lowest 3 nail holes must be filled in each r° vertical strap of the THASR/1.218,and lowest 4 nail holes in each vertical strap of the THASR/L218-2 and THASR/1.418. 123 4.NAILS:10d=0.148'dia.x 3°long,10dx1Y2=0.148'dia.x 11/z long.See page 16-17 for other nail sizes and information. } 4 _ { bl LUS/MUS/HUS/HHUS/HGUS/HUSCDouble Shear Joist Hangers Its v`NEEBEp This product is preferable to similar connectors because of 1'for 2Ks �? a)easierinstallation,b).higher loads,c)lower installed cost, 1'/6'for4x's I Tie or.a combination of these features. All hangers in this series have double shear nailing—an innovation that distributes the load through two points on each.joist nail for greater strength. This allows for fewer nails,faster installation,and the use of all common nails for' the same connection. H l Doulile•shear hangers range from the light capacity LUS hangers to the 1 highest capacity HGUS hangers.For medium load truss applications,the MUS offers a lower cost alternative and easier installation than the HUS or THA U y, hangers,while providing greater load capacity and bearing than the LUS. MATERIAL:See tables below and on page 119 �. FINISH:Galvanized.Some products available in stainless steel or ZMAX®finish; see Corrosion Information,page 10-11. � HUS210 INSTALLATION •Use all specified fasteners.See General Notes. e ( (HUS26 HUS28, •Nails must be driven at an angle through the joist or truss into �jLUS28 MUS 28 and HHUS similar) -the header to achieve the table loads. V •Not designed for welded or nailer applications. •With 3x carrying members,use 16dx2l/�"nails into the header and 16d commons into the joist with no load reduction.With single 2x carrying members,use 10dx11/z nails into the header and 10d '6' `�R"W °. y � commons into the joist,and reduce the load to 0.64 of the table value. OPTIONS:-.LUS and MUS hangers cannot be modified. ; l •HUS hangers available with the header flanges turned in for 2-2x(3r/e) c � ' and 4x only,with no load reduction.See HUSC Concealed Flange illustration. {. �. •Concealed flanges are not available for HGUS and HHUS, F �� 4 ��_•� }, •See Hanger Options,pages 180-181,for sloped and/or skewed HHUS models. __�. •Other sizes available;consult your Simpson representative. HGUS28-2 CODES:See page 12 for Code Reference Key Chart. 3, These products are available with additional corrosion prdtection.Additional products O HHUS210-2 �,A _.,,. HUSC on this page may also be available with this option,check with Simpson for details. �I eat 1"t - Concealed y W � `` ` Dlmenslons- Fasteners fSA�gar $ _ c Modeir' Mln � � �k RA;a! Flanges tleel Ga I bu r (not available Carrymg Carrlert !°optu'i1' for HHUS, Er Melght ��: .8 B;r Meember Memhei. i y u "� � ^.. !t!i HGUS and SINGLE 2x SIZES (Truss Designer b s HUS2x) �_ C� LUS24 235 18 1346 3% 1�/ 4-10d 2-10d to prQvide?ftner LUS26 4'/a 194. 4% i% 4-10d 4-10d quantity for connecting MUS26 ; 4' s 18 19tis 5s 2 610d RAM table on multiple members 6 16d:.:, page 119 for together) '` Typical HUS26 with allowable toads. W' Reduced H +.. HGUS26 4s/is 12 1�'e 5� 5 20-i6d 8-16d eel Height LUS28 4-M6 18 1-gAs 6% 1% 610d 410d MUS28> 1!6 8' $10d ; 81pd Double Shear Dome Double Shear :HUS28 r•, Double 6Yz ;16 ib6 7, 3 2216 . 8160 Nailing � - Nailing Side View 3 HGUS28 6s/is 12 1 7% 5 36-16d 12-16d Shear �n N ' Side View , - available on — Nailingt Do not M a l °LUS210 4'/a 18 i9fis 7��/is 1 8-10d 4-10d W I �-- ��-• some models) Top.View ems. bend tab Z z s HUS210 8�/e 16 1�s 9 3 30 i6d 10-16d U.S.Patent 5,603,580 REDUCED HEEL HEIGHT ALLOWABLE LOADS-DF/SP(See illustration above) No of Z Model Reduced 2.Carrying Member 2x8 Carrymg,Membef a 1.Allowable loads shown consider ANSI/ r' No Heel` Carrlrmg 'Joist Face Upllft TPI 1-2002 member design criteria o Helght, Member. Nails Nails Hoot Snow Roof,Wind Wind Floor Snow Roof:Wmd-Wind 2.For allowable loads an 2x10 girder W c 100 U5 125 .133 160 i00 115 125 13$ ;160 bottom chords,multiple ply hangers a o ( ) ( ) ( ) ( ) ( ) ( j t j ( ) ( ).(_> ) and on SPF/HF header wood species, o a . - LUS26 336 1 3-10d 410d 730 875 700 805 875 .935 1000 700 805 875 935 1000 refer to technical bulletin T-REDHEEL a° _ 2 _ 3 10d 4-10d 730 875 775 890 970 1030 1235 775 890 970 1030 1235 (see page 187 for details). N F MUS26 1 410d &1Od' 725: 725 1000 1150 1250%1330 1390 1000''1150 1250 1330 1$90; 3.HGUS,HHUS and HGUQ hangers w o 33� installed with the joist fastener a i;-<+ 2 ". 4-10d . 6-10d 725. 725• 1110' f230 1390..1420 1420 1110 .1280 1390 1420 .1.420: _w s quantities shown above are 4-10d 14-10d 865 865 1760 1950 1950 f950 1950 1500 1725 1880 1950 1950 recommended for installation on o. T- HUS26 3 416d 14 16d 1035 1035 1980 2155 2155 2155 2155 .1500 1725 1880 2000 2155 minimum 2-ply 2x girder bottom N_ a 2 4-10d 14 10d 865 865 1950 1950 1950 1950 1950 1950 1950 1950 1950 1950 chords.See T-REDHEEL for HHUS :m `TE1 and HGUQ allowable loads(see o 4-16d 14 16d 1035 1035 2425 2695 2695 2695 2695 2425'2695 2695 2695 2695 page 187fordetails). N- N HGUS26 3s/16 2: 6-fOd 20=10d 1510 1510 2350 2350 2350 2350 2350 2350 2350` 2350 2350 2350 4.Allowable loads are based on the " `b 6-16d 20-16d. 1745 1745 2830 2830 2830 2830 2830 2830 2330 2830 2830.2830 lowest joist fastener holes filled. LUS28 336 1 3-10d 6-10d 730 875 700 805 875 935 1000 900 1035 1125 1200 1245 For the LUS,fill the two lowest joist z k 2 fasteners holes on the right side of �". Y 3-10d 6-10d 730 875 775 890 970 1030 1235 1010 1160 1260 1340 1480 the hanger and the single lowest 2 MUS28 334.. i 4-10d 8 10d 775 775 1000 1150 1250 1330 1390 1200 .1300. 1300. 1300 1300 -joist fastener hole on the left side 2 .. 410d 810d 775 775 1110 1280 1390 1420 1420 1345 1550 1695 1690.1690 of the hanger. 1 ; 410d 22-10d 835 835 1760 1950 1950 1950 1950 1980 1980 1980 1980 1980 5.Wind(133)and(i60)is a download J _• HUS28 3 416d 22-16d 1000 1000 1980 2155 2155 2155 2155 2810 2980 2980 2980 2980 6.NAILS:16d=0.162'dia.x 3rh°long, 2 410d 22 10d 835 835 1950 1950 i950 1950 1950 2475 2475 2475 2475 2475 16dx2%2=0.162'dia.x 2W long, Y 4-16d 22-16d 1000 1000 2425 2695 2695 2695 2695 3210 I 3270 3310 3340 3450 10d=0.148'diax 3°long, E x I HGUS28 39l,s 2 6-10d 36-10d 1395 1395 2350 2350 12350 1 2350 2350 3105 3105 3105 3105 3105 10dx1�/z=0.148°dia.x l�R long, 11 6-16d 36-16d 1610 1610 2830 2830 2830 2830 2830 3740 3740 3740 3740 3740 See page 16-17 for other nail sizes " and information. ^' . Richard E. Jones Associates ,°�' � Architects •Planners = •" k �° t '09 Miation Road - inKr^ 2.9 Cc, S r, Qumnshay,New York12804 JPhme:(5181 n-mo15 Fmc lst$1793-2Z3 emoktnio-eja chffec4=m Psi �a. l3tt' � 1 t 1 �• !� G� � h ��' 4— ' c�i: o v X..__�.. 44 { , —t + y r F -# ; jFr. 1__ ( J a i I r , ; r I � Y t } l ' } ' s Richard E..Jones Associates Architects •Planners 339 Aviation Road ` Queensbury,New York 12&9 Phone:[518)793-1015 Fmc(518)793-2223 enrol:info@rejaarchitects.com E �= x - Al -. � � K tiM1�r► S St4H >< 1. I r Lf p qq 1 e r ) �— I � � i I 1 � I ) r •.^••1.•—,--4.. I ��..,_.,.�..,... t �m.j.m.......� ...).,....,.; i —41 MEMO, MENEM ww"NEME ■�i�:� . was��:�i'iiiii:�:',�0 MEN OEM 0 o:mll '! MEMMOMMEMEMEMEMEMEME �� ME !tqmm ME MEISSEN am No��i��■�l�J� r�9�Y�Lullm S�rw mom mom so nmm ■EMEMEMMEMEMOM no W- 1 Imom ON MEMEMEMSEEM ■ SEES 00 MEN EMMEMMMMKIW ��. , ■ r�r�� MEN_ ��WRONE �I ME ' MENEM MEMO mmass M MN �MEEMEM■ ■MEMEM man as amm ME MVMMMMMMMMMMMIMMMMM mm�mmm ME MEOW so « 1 0 ON MOMw ME ONE M MEME S 0 f, r� 0/ Richard E. Jones Associates Architects a Planners v +st�ut.b yYezkI1WF i Pta�ta:��Ib`p 743-tt§45 Ft�tSSEj'r*s3-� El ITT 17 5;r-�4 I II .a � a � J c 44, VA �s .� -,--l=-LLl 1 -L.-J-LILLL E J WOOD === L tyl�� 4 TABLE 2306.3.1—continued RECOMMENDED SHEAR(POUNDS PER FOOT)FOR WOOD STRUCTURAL j PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS-FIR-LARCH, J OR SOUTHERN PINEa FOR.WIND OR SEISMIC LOADING aa ; � IY _ FRAMING BLOCKING %5r IF USED R LOAD — — CASE 1 _ CASE 2 CASE 3 CASE 4 Y'i t r TIT at DIAPHRAGM BOUNDARY CONTINUOUS PANEL JOINTS BLOCK NG FRAMING ?x r CASES !FUSED CASES 3 F 'F 1 � yF CONTINUOUS PANEL JOINTS CONTINUOUS PANEL JOINTS —4 1 x> For SI: 1 inch=25.4 mm,1 pound per foot=14.5939 N/m. a."For framing of other species:(1)Find specific gravity for species of lumber in AFPA National Design Specification.(2)For staples find shear value from table.. ._tom above for Structural I panels(regardless of actual grade)and multiply value by 0.82 for species with specific gravity of 0.42 or greater,or 0.65 for all other spe-;{Y ' I r'� cies.(3)For nails find shear value from table above for nail size for actual grade and multiply value by the following adjustment factor.Specific Gravity Adjust i ment Factor=[1-(0.5-SG)],where SG=Specific Gravity of the framing lumber.This adjustment factor shall not be greater than 1. —� b. Space fasteners maximum 12 inches o.c.along intermediate framin members 6 inches o.c.where supports are spaced 48 inches o.c. . p g g ( PP ) c.Framing at adj oining panel edges shall be 3 inches nominal or wider,and nails shall be staggered where nails are spaced 2 inches o.c.or 21/Z inches o.c. d.Framing at adjoining panel edges shall be 3 inches nominal or wider,and nails shall be staggered where both of the following conditions are met:(1)1Oda nails having penetration into framing of more than V/Z inches and(2)nails are spaced 3 inches o.c.or less. _!. e. 8d is recommended minimum for roofs due to negative pressures of high winds. tY .. £Staples shall have a minimum crown width of 7/16 inch. "' e 2306.4.5.1 Application of gypsum board or lath andx � s plaster to wood framing. 2306.4.5.1.7 Other gypsum boards.Gypsum board rg 2306.4.5.1.1 Joint staggering.End joints of adjacent shall be applied parallel or perpendicular to studs Maximum allowable shear values shall be as set forth. courses of gypsum board shall not occur ovef the in Table 2306.4.5. ` same stud. 2306.4.5.1.2 Blocking. Where required.in Table = 1 2306.4.5,wood blocking having the same cross-sec- SECTION 2307 tional dimensions as the studs shall be provided at LOAD AND RESISTANCE FACTOR DESIGN joints that are perpendicular to the studs. r 2307.1 Load and resistance factor design (LRFD). Th� � I, 2306.4.5.1.3 Nailing. Studs, top and bottom plates structural analysis and construction of wood elements and blocking shall be nailed in accordance with Table '' 2304.9.1. structures using load and resistance factor design (LRFD} ° �r methods shall be in accordance with ASCE 16. _ • ! 2306.4.5.1.4 Fasteners.The size and spacing of nails ~ ! shall be set forth in Table 2306.4.5. Nails shall be =.tc ! ' spaced not less than 3/8 inch(9.5 mm)from edges and ends of gypsum boards or sides of studs,blocking and SECTION 2308 ! top and bottom plates. CONVENTIONAL LIGHT-FRAME CONSTRUCTION.�,��, -i .:. 2306.4.5.1.5 Gypsum lath.Gypsum lath shall be ap- 2308.1 General.The requirements of this section are intended, for conventional light-frame construction. Other methods are; plied perpendicular to the studs.Maximum allowable permitted to be used provided a satisfactory design is submitted i shear values shall be as set forth in Table 2306.4.5. showing compliance with other provisions of this code.lute„�... i I 2306.4.5.1.6 Gypsum sheathing. Four-foot-wide rior nonload-bearing partitions - ,'ceilings and curtain walls gLL'f=ti (1219 mm)pieces of gypsum sheathing shall be ap- conventional light-frame construction are not subject to d?el s plied parallel or perpendicular to .studs. limitations of this section.Alternatively,compliance with flies Two-foot-wide(610 mm)pieces of gypsum sheathing following standard shall be permitted subject to the limitations:_ . ! shall be applied perpendicular to the studs.Maximum therein and the limitations of this code:American Forest an.__ allowable shear values shall be as set forth in Table Paper Association(AF&PA)Wood Frame Construction Man A. �a 2306.4.5. ual for One-and Two-Family Dwellings(WFCM). =?=4 —� 442 BUILDING CODE OF NEW YORK STATE x: I ¥ w. WOOD " -TABLE 2306.3.2 ALLOWABLE SHEAR IN POUNDS PER FOOT FOR HORIZONTAL BLOCKED DIAPHRAGMS UTILIZING MULTIPLE ROWS OF FASTENERS(HIGH LOAD DIAPHRAGMS)WITH FRAMING OF DOUGLAS FIR, Ny LARCH OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADINGb I �s- BLOCKED DIAPHRAGMS 7^ I Cases 1 a%d 2d Fastener Spacing Per Line at Boundaries (inches) MINIMUM MINIMUM MINIMUM NOMINAL 4 2�/ 2 "=sa FASTENER NOMINAL WIDTH OF Fastener Spacing Per Line at Other Panel Edges PENETRATION PANEL FRAMING (inches) {i PANEL FASTENER IN FRAMING THICKNESS MEMBERe LINES OF =f GRADE` AND SIZE (inches) (inch) (inches) FASTENERS 6 4 4 3 3 2 ' 3 2 605 1 815 875 1'150 - -- "/32 4 2 700 915 1,005 1,290 - - =..' 4 3 875 1,220 1,285 1,395 - - '"' 10d 3 2 670 880 965 1,255 - - < ' 19 ,44 w; common 1'/2 /32 4 2 780 990 1,110 10 - - h... nails 4 3 965 1,320 1,405 1 1,790 -'` - Structural grades 3 2 730 955 1,050 1,365 - - : 23/32 4 2 855 1,070 1,210 1,565 - - 4 3 1,050. 1,430 1,525 1,800 - ''r e 15/32 3 2 600 600 860 960 1,060 1,200 y 14 gage 4 3 860 900_ 1,160 1,295 1,295 1,400 staples 2 E 19/ 3 2 600 600 875 960 1,075 1,200 32 4 3 875 900 1,175 1,440 1,475 1,795 3 2 525 725 765 1,010 . - - 15/32 4 2 605 815 875 1,105 - - .` 4 3 765 1,085 1 1,130 1,195 - R•-•=' 10d 3 2 650 860 935 1,225 - - 31. Sheathing common 11/2 19/32 4 2 755 965 1,080 1,370 - - nails 4 3 935 1,290 1,365 1,485 - - single floor '_. and other grades 3 2 710 935 1,020 1,33523 -covered in /32 4 2 825. 1,050 1,175 1,445 - - DOC 4 3 1,020 1,400 1,480 1,565 - - ; PS 1 and pS 2 15/32 3 2 540 540 735 865 915 1,080 4 3. 735 1 810 1,005 1,105 1,105- 1,195 14 gage staples 2 19 3 2 600 60d' 865 960 17065 1,206 / .a^s :• P 32 4 3 .865 900 12130 1,430 1,370 1,485 23132 4 3 865 900 1,130 1,490 17430 1,545 _y;Y or SI: 1 inch=25.4 mm,1 pound per foot=14.5939 N/m. ,a.For framing of the other species:(1)Find specific gravity for species of framing lumber in AFPA National Design Specification, (2)Find shear value from.table g ( )Multiply Y g J L ( p gravity of the framing lumber. above for nail size of actual grade,and 3 Multi 1 value by the following adjustment factor= 1- 0.5-SG)],where SG=Specific y g This adju§tment factor shall not be greater than 1. b."Fastening along intermediate framing members:Space nails 12 inches on center except 6Jnches on center for spans greater than 32 inches. x. .Panels conforming to PS 1 or PS 2: ,This table gives shear values for Cases 1 and 2 as shown in Table 2306.3.1.The values shown are applicable to Cases 3,4,5 and 6 as shown in Table 2306.3.1,pro- viding fasteners at all continuous panel edges are spaced in accordance with the boundary fastener spacing. The minimum depth of framing members shall be 3 inches. TABLE 2306.3.3 °sue DIAGONALLY SHEATHED LUMBER DIAPHRAGM NAILING SCHEDULE M. :� NAILING TO INTERMEDIATE AND NAILING AT THE SHEAR " " END-BEARING STUDS PANEL BOUNDARIES r SHEATHING NOMINAL -Type,size and number of nails per board DIMENSION Common nails Box nails Common nails Box nails 1 x 6 2-8d 3-8d 3-8d 5-8d =Z I x 8 3-8d 4-8d 4-8d 6-8d } 2x6- 2-16d 3-16d 3-16d 5-16d ` 2x8 3-16d 4-16d 4-16d 6-16d ``BUILDING CODE.OF NEW YORK STATE 443