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2007-245 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. P20070245 Date Issued: Friday, January 11, 2008 This is to certify that work requested to be done as shown by Permit Number P20070245 has been completed. Location: 6 HEARTS Way Tax Map Number. 523400-296-016-0001-016-015-0000 Owner. CARDIAC REALTY, LLC Applicant: JOHN DREPS This structure maybe 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 Director of Building&'Code Enforcement Planning Board or Zoning Board of Appeals. TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development- Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20070245 Application Number. A20070245 Tax Map No: 523400-296-016-0001-016-015-0000 Permission is hereby granted to: JOHN DREPS For property located at: 6 CORPORATE Cir in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Value Owner Address: JOHN DREPS Commercial/Industrial $2,500,000.00 NOEL CERGIGLIA 12 RIDGEVIEW Way Total Value $2,500,000.00 LAKE GEORGE,NY 12845-0000 Contractor or Builders Name/Address Electrical Inspection Agency Plans &Specifications 2007-245 19,723 SQ FT BUSINESS OFFICE $2,958.45 PERMIT FEE PAID- THIS PERMIT EXPIRES: Wednesday,May 21,2008 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the To )e;b r21,2007 SIGNED BY for the Town of Queensbury. Director of Building&Code Enforcement CHECKLIST NYS BUILDING CODE(BC) Building: NYS FIRE CODE(FC) NYS PLUMBING CODE(PC) Location: NYS MECHANICAL CODE(MC) NYS FUEL GAS CODE(FGC) Date: �j 2 NYS ENERGY CODE ECC Reviewer: Publication Date: April 2005 COMMERCIAL&z MULTIPLE DWELLING OCCUPANCIES No. Topic Code Page Required Actual Section No. or Allowed 1 jurisdiction BC-101.2 1 2 Flood Plain BC-1603.1.6 285 3 Separated or Non-Separated BC-302.3 18 Occupancies* 4 Occupancy BC-302 17 5 Type of Construction BC-Table 601 81 6 Truss I.D. AM 7 No.of Sleeping Units/Level BC-202 14&z No.of Units-Total 31 No.of Occupants BC-Table 1003.2.2.2 201 8 Covered Malls BC-402 33 Hi-Rise (75'Rule) BC-403 36 Atriums BC-404 37 9 Basement Definition BC-502.1 71 See page 8 of this check list Legend: NR=Not Required NS=Not Shown NA=Not Applicable Note: *Non-separated occupancies impose the most restrictive requirements Page I of:10 No. Topic Code Page Required Actual Section No. or Allowed 10 Heights&r Building Areas Maximum Tabular Area BC-Table 503 72 Maximum Tabular Height BC-Table 503 72 Maximum Stories BC-Table 503 72 Mezzanines BC-505 73 11 Sprinkler System(water) BC-903 168 Basement Sprinkler BC-903.2.10.1 170 Water Source Sprinkler ' BC-903.3.5 172 Water Source Site FC-508.1 31 12. Frontage&t Sprinkler Credits Area Modifications(calc.) BC-506 74 Height Modifications BC-504 73 13. Height&Area Summary: Ht%Area Ht/Area Tabular Area BC-Table 503 72 - Frontage Credit BC-506 74 Sprinkler Credit BC-506.3 75 Total Allowable Area 9? Gov ��7 Z3 Max Aggregate Area BC-503.3 73 (Allowable Area/Flr.x No.of Stories up to 3.maximum 14. Fire Apparatus Road FC-503.1 29 0 150'rule Hydrant Reg. FC 508.5 31 15. Exterior Walls Distance Separation* BC-Table 602 82 Exterior Wall Openings BC-Table 704.8 87 Parapets BC-704.11 88 Exterior Wall Coverings BC-Table 1405.2 257 Exterior Wall Finishes BC-Table 1406.2 261 Combustible Distance separations are doubled if fire fighting water is not available(FC-508.1.3). NOTES: Page 2 of 10 No. Topic Code Page Required Actual Section No. or Allowed 16. Fire Rated Construction Incidental Use Areas BC-Table 302.1.1 17 Accessory Occupancy BC-302.2 18 Mixed Occupancy BC-Table 302.3.3 19 Control Areas BC-414.2 52 Fire Walls BC-705 89 Fire Barrier BC-706 91 Shaft Enclosure BC-707 92 Fire Partition(Tenant Sep.) BC-708 95 Smoke Barriers BC-709 96 Opening Protectives BC Table 714.2 101 Fire Blocking BC-716 107 Draft Stopping BC-716.3 108 IYIR Space ezz Attic Accessory&�Crawl Space BC-1208 250 y A .. , Min.Rm.Dimensions BC-1207.1 251 Min.Ceiling Height BC-1207.2 .251 18. Ventilation Nat. or ech. BC-1202.1 249 19. Light Nat.or Mech.)— BC-1204.1 250 20. Exits ✓��, C �� Remoteness BC-1004.2.2.1 218 Occupancy Load BC Table 1003.2.2.2 201 "9.7xlj,, One Exit Permitted BC Table 1005.2.2 224 Stair Enclosure BC-1005.3.2 224 Emergency Egress BC-1009.1 235 L3J� Distance of Travel BC-Table 1004.2.4 220 0 Aisle Width BC-1004.3.1.1 j 221 G( Corridor Width BC-1004.3.2.2 221 Capacity of Exits (calc.) BC-Table 1003.23 202 P4 Corridor Wall Fire Rating BC-Table 1004.3.2.1 222 <67 Corridor Dead End BC-1004.3.2.3 222 Door Width BC-1003.3.1.1 208 3+6 >3 Door Swing BC-1003.3.1.2 208 Panic Hardware BC-1003.3.1.9 213 Canopies over Exits Stairs = - Riser BC-1003.3.3.3 213 Tread BC-1003.3.3.3 213 Width BC-1003.3.3.1 213 Headroom BC-1003.3.3.2 213 Vertical Rise BC-1003.3.3.6 215 Handrails both sides BC-1003.3.3.11 215 Guards BC 1003.3.2.12 205 Max Rise 12'with landings BC-10033.36 215 Platform top&bottom of BC-1003.3.3.4 214 s stairs Page 3 of 10 �o. Topic Code Page Required Actual Section No. or Allowed 2. Structural yn Snow Loading-Ground BC Fig 1608.2 296 Snow Loading-Roof(calc.) ASCE 7-98 ( 'f` Drifting Snow BC-1608.7 295 Ponding BC-1608.3.5 295 0 Floor Loading BC Table 1607.1 291 Balcony Loading BC-Table 1607.1 291 Wind Loading.(calc.) _ BC-1609 297 Roof Walls Windows Seismic Loading (calc.) BC-1614 315 Foundation Depth BC-1805.2 398 23. Interior Finishes BC-Table 803.4 161 24. Swimming Pools BC-3109 629 25. Sun Rooms BC Appendix 1 693 26. Electrical Exit Lights or Signs BC-1003.2.10 203 , � Emergency Lights BC-1003.2.11.2 204 4e Emergency Power BC-2702 611 General Lighting-Exits- BC-1003.2.11 204 Stairs 27. HC-ACCESS Exempt Buildings BC-1104.4 238 Ok Parking BC-Table 1106.1 239 Route BC-1104.1 238 Entrance BC-1105.1 239 #of Sleeping Rooms BC-Table-1107.6.1_l. 241 #of Dwelling Units BC-1107.6.2 241 Toilet Facilities BC-1109.2 244 Service Counters BC-1109.12.3 246 Areas of Refuge BC-1003.2.13.5 207 Signage Supplemental HC Req'mts Appendix E 681 Push/Pull entrances door ANSI-A117.1-1998 O approach 28. SPECIAL INSPECTIONS BC-1704 379 Notes: Contacts for concrete and structural inspection Z _ �_l. Page 4 of 10 No. Topic Code Page Required Actual Section No. or Allowed 29. Fire Protection Equipment lJ`` Central StationMonitoring FC-901.9 52 Aleef J/0 Sprinkler Systems FC-903 55 Other Extinguishing Syst. FC-904 59 Kitchen HoodExtinguisher FC-609.8 41 Standpipe Systems FC-905 62 Fire Extinguishers FC-906 - 64 Fire Alarm Systems&r SD FC=907.2 66 Fire Alarm Boxes& Zones FC-907.4.1, 907.9 72,73 Smoke Detection FC-907.2.10 68 Hi-Rise Fire Safety FC-907.2.12 69 Visible Alarms FC-Table 907.10.1.2 73 Smoke Control FC-909 75 Smoke Vents FC-910 82 Fire Pumps FC-913 85 Basements FC-903.2.10.1 56 Fan Shutdown 30. Plumbing Code Fixture Count PC-Table 403.1 21 Drinking Fountain,Service Sink Water Supply Service Pipe Size PC-603 33 Fixture Pipe Size PC-603.1 33 Pipe Material PC-Table 605.4 36 Labor Law Art. 10-A UFPBC-904.6 12,340 Pipe Insulation See Energy Code Backflow Prevention PC-Table 608.1 41 Sprinkler System PC-608.16.4 44 Lawn Irrigation PC-608.16.5 44 Pipe Freezing PC-305.6 14 Sanitary Drainage Drain Pipe Size PC-Table 709.1 54 Drain Pipe Material PC-702 47 Labor Law Art.10-A UFPBC-904.6 12,340 Vent size PC-Table 910.4" 63 Pipe Hangers PC-Table 308.5 17 `��•---. Air Admittance Valves PC-917 67 Notes: Page 5 of 10 No. Topic Code Page Required Actual Section No. Or Allowed 3 . Mechanical Code Ventilation Rates MC-Table 403.3 24 Propane Below Grade MC-502.8.10.1 31 Dryer Exhaust MC-504 33 Kitchen Exhaust MC-506 34 Kitchen Hoods MC-507 37 Kitchen Make-Up Air MC-508 39 Chimney Termination MC-Table 511.2 '41 Air Plenums MC-602 47 Fire&r Smoke Dampers MC-607.5.1 52 Combustion Air MC-701 55 Confined Spaces-Def. MC-202 5 Fan Shutdown/Alarm MC-606.2 50 System 32. Fuel Gas Code Appliance Location FGC-303 18 Combustion Air FGC-304 19 Clearance to Combust. FGC-Table 308.2 25 Pipe Material FGC-403 46 Shut Off Valves FGC-409 53 Chimney Termination FGC-Fig.503.5.4 63 Gas Vent Termination FGC-Fig.503.6.6 65 Exit Terminal Location FGC-503.8 68 Clothes Dryer Exhaust FGC-613 96 Unvented Room Heaters FGC-620 99 33. Ener , Code ®' ° Prescriptive Method ECCC-Table 602.1(1) 50 High Truss Credit ECCC-602.1.2 51 ��, _ Pipe Insulation-Heating ECCC-Table 503.3.3.1 44 Duct Insulation-Heating ECCC-Table 503.3.3.3 45 Pipe Insulation Hot Water ECCC-Table 504.2 47 HWH Heat Trap ECCC-504.7 47 Comcheck Computer Software Compliance Report Required 34. S ecial Inspections BC 1704 379 35. Sound Transmission BC 1206 251 36. Ice&z Snow Shield Reg. , 37. No Reinforcing-in Footings Notes: /, �/ n , 71 , u Page 6 of 10 .- OFFICE USE ONLY -- --- ------ i -------- ---------- , TAX MAP NO. � YPIT NO. © EEC P I-\"T ' FEES: PERMIT RECREATION ENGINEERING A , C pf cs� R , .. ........... (If applicable) ,1:.. TOVvw Q;,- ,` . s�00 JRY PRINCIPAL STRUCTURE: BUILDING AND CODE, APPLICATION FOR ZONING APPROVAL & BUILDING PERMIT r A PERMIT MUST BE OBTAINED BEFORE BEGINNING CONSTRUCTION.APPLICATION IS SUBJECT TO REVIEW BEFORE ISSUANCE OF A VALID PERMIT FOR CONSTRUCTION. n APPLICANT/BUILDER:%-*'L- �o.ti�•le,•�,1Cy � W:NER; e>s��.�a �{L \,c. -- _ L.LC- ADDRESS:. U �/�as�t.-►c`Tov� ve ADDRESS:ga 'GO- `}�'� •� (s+�Sal{S w �y /Zzl2- PHONE NOS. S`I$ 4. 2 -SZo C) PHONE NOS. CONTACT PERSON FOR BUILDING&CODES COMPLIANCE:�a�� .vtt.�. PHONE:-7& I"SZSro LOCATION OF PROPERTY: C%+'�-�'e- ' SUBDIVISION NAME: LAs. - . PLEASE INDICATE MEASUREMENTS AS REQUIRED BELOW: CHECK ALL THAT APPLY TO YOUR z - 0 p d LU U_ w PROJECT r Q 0 0 l__ aC 0 w a Fw LL o _ :. FQ- O.� Z z Q a COO 04 0 0 � a = 06 SINGLE FAMILY TWO-FAMILY MULTI-FAMILY (NO.of UNITS TOWNHOUSE BUSINESS OFFICE V /917Z3 19,7z3 �-j l i1 RETAIL-- MERCANTILE FACTORY OR INDUSTRIAL ATTACHED GARAGE(1,2,3) OTHER IF COMMERCIAL OR INDUSTRIAL-KIAME OF BUSINESS: d Pc a c i v cia-tes ESTIMATED CONSTRUCTION COST:_ ,SOO d CV:- FUEL TYPE: �zS —T HEAT TYPE: r a.5 *HOW MANY FIREPLACE(S): O AND/OR WOODSTOVES(S):� ZONING CATEGORY: C McA ARE THERE WETLANDS ON THIS SITE? ► o IS THIS A HISTORIC SITE? IV 4 PROPOSED USE OF BUILDING OR ADDITION: 0_9 c� (C '-�z"��+�) _ *Please complete a separate Application for"Fuel Burning Appliances&Chimneys"available in our office B-3-LGL 11-05 Town of Queensbury• Community Development Office• 742 Bay Road, Qdeensburr/,JYY 12804. ARE THERE STRUCTURES NOT SHOWN ON PLOT PLAN? I4 0 ARE THERE EASEMENTS ON PROPERTY? d I'acknowledge no construction activities shall be-commenced.prior;to.issuance of:a valid permit. I certify that the application, plans, and'supporting"materitils 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 have rea gree tr abo e. Signed �rwv�>r�, �• �d5 v� 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) ..................... ---------- 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: , , 1 , , , 1 BUILDING &CODES APPROVAL 11 4 0 ZONING APPROVAL 01 0 DATE 0 0 DATE 1 .._ ------ ......? CALL 761-8256 OR EMAIL codes0gueensburv.net VISIT OUR WEBSITE FOR MORE INFOkMATION www.aueensburvaiet A, }` Toz\of Queensbu • Communit Develo ment Office • 742 Ba Road, J P y Queensbury,NY 12804 MAX.UJ.ICU U! 14:41 J1tl4JLLtl7tl MJSLlv1VJ•1'ZKV / / 410tl Y.uUl /uU)l • KtCltRJd A.kiSSt K 1%0,xa*HW AY Highway Supernienc Dg FA RX ME N 2'. Restd4RcQ(61%7'i:U 742 Bay Rand• Queeasbury,NY 17,904 Miaraa E Travi Depury Highway Supe.rint Office Fko= (518) 763-8214 Residence(SIS)79M Fax:(348) 7437-4466 D.RWIEWAY PER MT DATE: TELMHONE NO.: ADDRESS TO BE INSPECTED: RETURN ADDRESS: Applicant;must show eaKt loeaffvn and width of driveway(s)to b-,connected to the' highway by placing stakes at the spgdffed location. Tire Slaperintendent of Highways of the Town of queensbury has reviewed this application. The failoMng action has been taken: 53i:P 1: t '} Preliminary Approval NEED: ( }Slight swale ( ) Deep swale ( l exei wr'th the road ( Level with the wing Size culvert pipe to be used (if nec,essary), )I- r ( )24a )36" , Preliminary inspection completed 6 :• Dail: Approval by Highway Sup ' Deputy Supt: Upon completion;please resubmit this approved permit fora final approval. STEP 2; ( )Final Approval t )Rejected • •Date:. _- . Pichard X Missita,Highway Superintendent M AY 8 2007 Michael F. Travis, Deputy Highway Superintendent ---- Town of Queensbury Fire Marshal's Office EMERGENCY CONTACT UPDATE LTRS 2000 TO: WARREN COUNTY SHERIFF'S DEPT. FAX: 743-2502 PLEASE PRINT DATE: a l �'1ci4G BUSINESS NAME: ro BUSINESS ADDRESS: ea,� (,�4 y Q��ek �� I (d-�O BUSINESS PHONE: 7 2 ' 3 HOME _ CONTACT 1: C,�'S�A � -PHONE ADDRESS: HOME p CONTACT 2: Li a j C( �-�� K_CA V PHONE ADDRESS: This form is used to assist Emergency Service personnel who may be called to your business after hours. Please be sure that the persons listed on this form will be willing and available to respond during off-hours to assist Police and/or Fire personnel in gaining entry to your building. PLEASE BE ADVISED THAT FAILURE TO RESPOND TO ASSIST EMERGENCY SERVICE PERSONNEL MAY RESULT IN DAMAGE TO YOUR BUILDING TO FACILITATE ENTRY BY POLICE AND/OR FIRE PERSONNEL. Fire Marshal Mike Palmer Phone 761-8205, FAX 745-4437 Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection etivQueensbuty Building&Code Enforcement Arrive: ` (7Depart: 742 Bay Road, Queensbury,NY 12804 Inspector's Initia NAME: �Qg I P) J)p 1, CA Pp ub PERMI LOCATION: (_0 I Efl U3 el DATE: COMMENTS: Y N NA Chimney/"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish/Grade Complete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in. Platform/Decks Interior[Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in. /Step Risers 7"/Treads 11" Vestibules For Exit doors>3000 s . ft. All Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36 (w)x 44" (1)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator 18" Above Grade Floor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water Temp. I10 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System _ Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stocicroom/Storage/Receiving/Shipping Room(2 hr.), 1 '/z doors > 10%> 1000 s . ft. 3/a Hour Corridor Doors &Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping, 3,000 s . ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan,if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond[Both sides] Active Listening System and Signage Assembly Space Final Electrical _ Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler V �V ` Building Access All Sides by 20' /Driveable Surface 20'wide \ Okay To Issue Temp. or Permanent C/® Oka To Issue C/C L:\Building&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.doc Inspection for Permit to Occupy Fire Marshal's Office Request Rec'd Permit No. __t✓ �� Town of Queensbury 742 Bay Road Queensbury,NY 12804 Scheduled Inspection Date: / ' Time: %✓ y Phone: (518)761-8206 Business Name: �� Fax: (518) 745-4437 Location: Type of ins ecfion N/A - Yeia No EXITS: Exit Access COMMENTS Exit Enclosure Exit Discharge AISLES: Main Aisle Width Secondary Aisle Width EXIT SIGNAGE Sign—normal Sign batter EVAC signs in rooms TRUSS ID SIGNAGE f EMERGENCY LIGHTING FIRE EXTINGUtSHER: Hun r Inspection of extinguisher 6 FIRE ALARM SYSTEM Fan Shutdown Fire Sprinkler System Fire Suppression—kitchen Fire Suppression—Gas Isian Generator r� ><z Hood(n Hood Installation ® Q Elevator Interior Finishes p, Storage Ole Compressed Gas Clearance to Sprinklers Clearance to Electrical Electric Wiring Enclosed/Labeled Combustible Waste Vehicle Impact Protection Knox Box F.D.Si na e—Utility Rooms No Smoking Signs Maximum Occupancy Sin Emergency Eme(gency Evacuation Plan ❑ Approved (if no other approvals apply,the B&C Office will issue the Certificate of Occupancy) Denied / call for Recheck Inspected�By: .f''f ( LAHreMarshal\New Folder\permitto occupyform.doc �3-30 y Inspection for Permit t® Occupy Fire Marshal's Office Request Rec'd Permit No. Town of Queensbury aP 742 Bay Road ,^ Queensbury,NY 12604 Scheduled Inspection Date: 12 2�(7_ Time: Phone: (518)761-8206 Business Name: Fax: (518) 745-4437 Location: Type of Inspection N/A Yes No EXITS: Exit Access Enclosure COMMENTS Exit Exit Discharge AISLES: Main Aisle Width S crc:uv Secondar Aisle Width EXIT SIGNAGE ~� Si!an-normal Sign-battery X // EVAC signs in rooms y�f\o,t��c� TRUSS ID SIGNAGE � -1 6ccc=55 EMERGENCY LIGHTING K—C1f qz -TO c hug{& L FIRE EXTINGUISHER:Hun tuU \ Inspection of extinguisher �lCt��-1Cp� FIRE ALARM SYSTEM Fan Shutdown Fire Sprinkler System p� Fire Suppression-kitchen Fire-Suppression-Gas Isian Generator Hood Installation l� Elevator r Interior Finishes Storacie Compressed Gas Clearance to Sprinklers Clearance to Electrical Electric Ming Enclosed/Labeled ✓ Combustible Waste Vehicle impact Protection �p Knox Sox mow F.D.Si na e-Utility Rooms No Smoking Signs Cl Maximum Occupancy Sin Emergency.Evacuation Plan ' ❑ pproved (if no other approvals apply,the B&C Office will issue th C ificat of Occupancy) Denied / call for Recheck Inspected By: _ L:\FireMarshal\New Folder\permitto occupyform.doc Town of Queensbury Fire Marshal Ica 742 l;ay Road Queensbury,NY 12804 761-8205/761-8206 fax 7454437 Factory Built Gas Fireplace/Stove Inspection Report Notice: New York State requires that all UL Listed,factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance.No deviation from the manufacturer's instructions or specifications is allowed. Permit# � ��., . Schedule Inspection I � � . Time �/)-'am anytime Inspector Name Address Rough In Final Appliance Manufacturer r`l'Model# & A" 31VkL. , Direct Vent Factory Built Chimney Flue Size Double Wall Triple Wall Insulated Yes No N/A Comments Floor Protection Clearances to Combustibles (all sides) Firestop(s) Vertical Chase Wall Penetration Vent Clearances to Combustibles Vent/Chimney Termination (� Chimney height must be 3 feet above roof penetration;2 feet above any combustible �� construction within 10 feet ®/ Gas Shut-Off Valve Combustion Air Hearth Extension (if any) Mantel Height above f/p opening Witness Operation Tank Placement(if LP) White—Building Dept. Yellow &7 er Pink—Flmrdardwl Town of Queensbury Fire Marshal 742 Bay Road Queensbury,NY 12804 761-8205/761-8206 fax 7454437 Factory Built Gas Fireplace/Stove Inspection Report Notice: New York State requires that all UL Listed,factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance.No deviation from the manufacturer's instructions or specifications is allowed. Permit# Schedule Inspection 1 z12/0 10';�Time •VS—.. am(�p,4 anytime Inspectors s Name i Address Rough In Final Appliance Manufacturer L/2 // 9- 0iModel# Direct Vent Factory Built Chimney Flue Size Double Wall Triple Wall Insulated Yes No N/Al Comments Floor Protection Clearances to Combustibles (all sides) Firestop(s) Vertical Chase Wall Penetration Vent Clearances to Combustibles Vent/Chimney Termination Chimney height must be 3 feet above roof penetration;2 feet above any combustible construction within 10 feet Gas Shut-Off Valve Combustion Air Hearth Extension (if any) Mantel Height above f/p opening Witness Operation Tank Placement(if LP) White—Building Dept. Yellow Cas er Pink—Fire Marshal Commercial Final Inspection Deport Office No.: 518 761-8256 Date Inspection re e ec Yved: Queensbuty Building& Code Enforcement Arrive: oo a Depart: am/ 742 Bay Road, Queensbury,NY 12804 Inspector's Initia s: NAME: Rol RD►JDAC PERMIT — LOCATION: DATE: — COMMENTS: X N NA Chimney/"B"Vent/Direct Vent Location V Plumbing Vent Through Roof 6"/Roof Complete e/ Exterior Finish/Grade Complete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in. Platform/Decks Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in./Step Risers 7"/Treads 11" Vestibules For Exit doors>3000 s . ft. All Doors 36 in.w/Lever Dandles/Panic Hardware,if required Exits At Grade Or Platform 36 (w)x 44"(1)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator 18" Above Grade Floor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 '/z doors > 10%> 1000 s . ft. 3/4 Hour Corridor Doors &Closers Firewalls/Fire Separation, 2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping, 3,000 s . ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan, if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible \ Zia- Handicapped Service_Counters, 34 in., Checkout 36" andica ed . Handrails Continuous/12 in.Beyond [Both sides] Active Listening System and Signage Assembly Space —T—C) sa)Es� Final Electrical ��J\ew� 6T Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler z) Building _Access All Sides b 20'_/Driveable Surface 20'wide �� Okay To Issue Temp. orv-fermanew7c/My Okay To Issue C/C L:\Building&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.doc TI . r 72-197 MFEMGM TiEST1Q G,AND MAINTENANCE DATE. iDeeember 29 i 2097 'if1I TEe 4730 pm 'SERVICE ORG.JAI!M, TJ,GN PROPER 1`l;iAME t(IUSQZ � NAI'YM— ciC"'JTALSE U i ''ITY NAME: Adiamda&Cmdiol 1, ADDRESS: 579 CdlnmMa Tarr pike ADDR FM—. 6 Ineaaras`Wgy ]East c r eenbu�b,WY 1112 " ] Qaeensbur �NY 32M )Rl 1PRES04i ATIVE. BaniclA.'Wandrow DER CONTACT Furma UC1ENSEND. 1200091t4-6D2 TEST."TION& 51S 792-1233 M[l MTDRM EINTIiTY APPROVING AGENCY CaAU71ACT: D.-ispateb GOWTACT_ T �wn(orQumsbary TELEPHONE A 966 360-- 7 TELEP]IOM— 518 74.3-D 3 TYPE TRAllr SMSSION "i$RVICE, El 11 IA+Jccal1rab Fli weelihv I monthly W a( arl rl > S nuaU RIF other e • Oar iPMEL MAIRi PACTU RER: HodW Amadm b?OUEL NO., IHMVI m;t 21:27 SIT STYt c: uddmmablu NO-(OF CIR M 2 1 SOFTWARE iMy: 3;7do© LAST DJA.+TE'SYSTF 7HAD.ANY SERVlr—,E PERFORMEDe December2J,20()7 LAsT DATE ANY SOF3' A RE OR COW,GtOR ATii ON WAS RE VA SE»: iDecu mlber Ila•,2M �1"r F ORCU i SJPM � 3 ad&vm&le MA1+7J.irA.11.,�S°T ATiC PMS i 0 NIA 1N l yE I ECI'tM 40 ,addressable IP1l�7iT�3DEfii TQt 3 (by cj=t;rc:ian' DUCT DETECTORS 0 NeA I HEAT D>TEGWRS 2 ressable MI ATEJUI W SWITCM 4 addressable SURFAMISClRY ITC;M8 0 MIA �OTUIII��S'P 1996 ra 249S NATIONAL FEM ALARM COVE 31<!I.,fURM JNOTjFlC.AjnON.PPMCA$MCM AND CMU i ! 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A1P11➢`➢G.,AND SUIMRMBI ORY DEVICE" i TESTS AND WR&PiFMONS u0c&&W DEVICE z' 'L1.AL IFUNCT110NAL FACTORY ORY A,I !s- I PASS FML TM kC! iK TEST 90Tl .lNG .-JiI'77fiA7lc ALL p i➢I stafmm 19 ALL Sm r&e 1Defteio m 21 M�L Apt DMc= 21 AL WMUr,TIDW I 111iiitdttlerT , IF�ig9r�c'�-��.'3 Itas�reaftum�n83' I��nnm NATTONA1L F FRiE ALARM CODE, PMRGENCy C10MWUM11'CAM 07MJEQUIPMMT VISUAL 1FIMMONAL COWD"fl -TS P OTS,%SET JP'ROM JACKS 0 MA OTT-HOOK MD]CATOR E3 NfA NfA NSA CALIL-wit SIGNAL MA SY97EM PERFORMANCE W-A INIERFACEEQUIPMENT VISUAL lDDEVVICE 1ULI A- 1OP;ERAMON OTE>RAMON MICiIWY) TEA SPECIAL HA%7ARU NYSTEM 0 MA PJE ) IEJ NfA ( 'GIF) ICJ MA (MCIFY) I I NtA �FMAL PROO'EI➢ITiM-- CO ENTS: o7Y'IO:A`f FREiV IM MO ITO'RIYNG YES NO MM1E COMM ENTS ALARM SIBNAL 6-loopmi ALARM TORAL- ® &DOPM UROUBLEMIGNAL ► ® I � ::ru S.LUPERVISORY SIGMAL 6-.DOpm -SUPFRVIFSORY RESTOR I, 6-DopmI ?1'DOl!'Li i�7 CA-B ONS TiHlAT IMMG US YES )NO N.M O '3"f.1�!1JE CIO WUSLEI TE DIUJ0LDTNO MANAGEMEW 7:5IDp Mfl ,ORIINOA604CY � 1BUNDING OCC UPAN'd', !Painter 7SAPM THE FOLLOWING]DID NOT OPERATE CGMn,C 9 Y—. NIA SYSTEM RESTORED TO-NO;RIMAL lOP,ERATION DAM Jannan�3a iID(FFi i[I �-" j TJMS"TF:WMG 1'AS MRFORMED IN ACCO"CE` ITA"TLI R7 I M—P7P.1 STA,DA RM NAMEOF1!�� s. DATE )12M7JD' TIMIE SAM SIMNATME IPAl9IB 04F OY'Ni LR iOF RRPjMg;ENTATM 1Da fitfl A.Woodrem DATE 1211707 a j-j TIME S.MMGNATjmR f m C:' vab I[D &, IFOR�4�'�3�MA--s2 tMIEC1[9CdT71FORM4m I��crx'��"� )tncptntiun�nif 7!�esl'vmg',;f'}mm Page 1 of 1 Gary Stillman From: Cheri Shoemaker[cheris@capitalsecudtyonGne_comj Sent, Thursday,January 10,2008 2:59 PM To: Gary Stillman Cc: Dan Woodrow Subject:Adirondack Cardiology Gary, Dan Woodrow asked me to email you the following information: As of January 10, 2008, the secondary phone line for the fire alarm system has been installed, is tested and is working properly. (will have a zone list and owner's manuals and training completed on Friday January 11, 2008. Should you have further questions please don t hesitate to contact Dan directly. Thank you. & Wi Sl oemta4av,Office N(astager Capital Security 579 Columbia Turnpike, Bast Greenbush,NY I206I (518)479 7I22(phone) --(518)935 2I04(fax) email to: cheris@cgpitalsecuriiyonline.com Check us out on line at: hap:ffwww.eapitalsecurityonline_com 1/11/2008 YOU ARE HERE o ► O y LEGEND V-FIRE EXTI GULSHPR cwHU*Wr ® ® �Elrr ®-FIRE ALARM p PULL STATION EVACUATION PLAN L2 IT v A P y P 9 * ❑0' KNOX BOX KEY LIST (Adir. Cardiologists) 1 MAIN DOOR ACCESS KEY FIRE ALARM PANEL KEY SPRINKLER ROOM KEY g � SPRINKLER LOCK.KEY ELEVATOR MACHINE ROOM KEY X FIRE ALARM PULL STATION KEY FIRE ALARM DUCT DETECTOR KEY ROOF HATCH LOCK KEY FIRE ALARM ROOM KEY SECURITY GATE KEY ELEVATOR FIREFIGHTER KEYS ROOM MASTER KEY (HOTELS) MASTERp� LOCKSET KEY KNOX BOX MISCELLANEOUS EMERGENCY CONTACT LIST BUILDING LAYOUT HAZARDOUS CHEMICALS OR STORAGE MSDS SHEETS OR 209u i Framing / Firestoppin;g Inspection Report Office No. (518) 761-8256 Date inspection re st r cei e Queensbury Building&Code Enforcement Arrive;: an/pm art: am/pm 742 Bay Road, Queensbury,NY 12804 Inspec;tor's Initia/s. NAME: D i ROOD G CA RD J L>� PERMIT#: nrj—Z u5 LOCATION: (`� f A E0 J75 L6 INSPECT ON: TYPE OF STRUCTURE: Y Framing N/A COMMENTS Attic Access 22"x 30"minimum Jack Studs/Headers Bracing/Bridging Joist hangers p V— 6m 4 Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. F AtAi f'-)6 FQ;N'1AiN11Z Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 '/z(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side ''/2 inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade Engin:eering., P.C, AVWM% + 1800 Vschers Ferry Road, Clifton Park, New York 12085 •Phone(518)373-88.18 Fax(518)373-8821 December 3,2007 BBL Construction Services,LLC 302 Washington Avenue Ext. Albany,N.Y. 12203 Attu:Dan Wilson Project Manager SUBJECT:Adirondack Medical Structural Inspections Dear Dan, This letter will serve as my notification that I have observed,on numerous occasions,the construction of the building foundations,wood stud framing,roof truss installation and structural steel installation.All work appears to be in conformance with the structural plans provided for the building permit. Yours truly, Michael R:Hutsenpiller,P.E. President Cc: file .y Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection req t r c ve Queensbury Building&Code Enforcement Arrive: pm art: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Init' s: NAME: C_ > .: PERMIT#: LOCATION: , , ' INSPECT ON: 1 Z fl—D7 TYPE OF STRUCTURE: Y N/A Framing COMMENTS Attic Access 22"x 30"minimum L7 RECF-,vE0 Jack Studs/Headers Bracing/Bridging �—E`� F �\� FtK�\\j—FLT (�N Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly E\FA6 G AbTXE _\�� 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 '/z(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1,2, 3 hour Fire wall 2, 3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side11/z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade hCParchitects December 19,2007 To: Dave Hatin Town of Queensbury Building&Codes Department 742 Bay Road Queensbury,New York 12804 Re: Architect's Certification for 6 Corporate Circle Adirondack Cardiology Associates Dear Mr.Hatin, This is to certify that under the terms of our contract for the above-named facility to provide architectural services, the Adirondack Cardiology Associates building has been completed and is in compliance with all provisions of the construction documents and the construction sections of the New York State Building Code. As the responsible professionals for special inspection of the EIFS system, we reviewed the construction in the field and approve its installation. We ask that a certificate of occupancy be granted for this project. Very truly yours, <' � � . It Robert Hatch AIA Project Architect License No.: 12925 ° O F tj�W HCP Architects, LLP Robert Hatch AIA James P. Coleman, AIA Daniel Patane,AIA 302 Washington Avenue Extension • Albany, New York 12203 • p: 518.218.0614 • f: 518.218.0612 • www.hcpdesign.com Town of Queenslury Fire Marshal 4DW 742 Day Road Queensbury,NY 12804 761-8205/761-8206 fax 7454437 Factory Built Gas Firenlace/Stove Insvection Renort Notice: New York State requires that all UL Listed,factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance.No deviation from the manufacturer's / instructions or specifications is allowed Lb Permit# 0 7 a�5 Sc edule Inspectionf ez e �� pm anytime Inspector Name C1 t7 13L Address Rough In Fin -101 e Appliance Manufacturer �` Model# Direct Vent Factory Built Chimney Flue Size/D'ouble Wall Triple Wall Insulated Yes No N/A Comments Floor Protection Clearances to Combustibles (all sides) Firestop(s) Vertical Chase Wall Penetration Vent Clearances to Combustibles Vent/Chimney Termination Chimney height must be 3 feet above roof penetration;2 feet above any combustible construction within 10 feet Gas Shut-Off Valve Combustion Air Hearth Extension (if any) Mantel Height above Vp opening Witness Operation / �� dell Tank Placement(if LP) White—Building Dept Yellow Cas er Pink—Fire Mersha BBL Construction Services, LLC TRANSMITTAL No. 00191 302 Washington Avenue Ext. Phone: 518-452-8200 Project No: 061041 Albany,NY 12203 BBL Job No: 061041 PROJECT: Adirondack Cardio MOB DATE: 12/18/2007 TO: Town of Queensbury RFF: Adirondack Cardiology EIFS System 742 Bay Road. Queensbury,NY 12804 ATTN: David Hatin Phone: 518-761-8253 Fax: 518-745-4437 WE ARE SENDING. SENT =FOR: ACTIONTAKEN. ❑ Submittals ❑ Approval ❑ Approved as Submitted Letter Your Use ❑ Approved as Noted ❑ Prints ❑ As Requested ❑ Returned After Loan ❑ Change Order ❑ Review and Comment ❑ Resubmit ❑ Plans ❑ Submit ❑ Samples SENT VIA ❑ Returned ❑ Specifications [9 Attached ❑ Returned for Corrections ❑ Other: ❑Separate Cover Via: ❑ Due Date: Item Copies Date Type Description mm Submittal Rev Status':. 1 1 12/18/2007 Architects certification of EIFS system NEW Signed: Dan Wilson Expedition® Page r oN Town of Queensbury Fire Marshal 742,Bay Road Queensbury,NY 12804 761-8205/761-8206 fax 745-4437 Factory Built Gas Fireplace/Stove Insmection Report Notice:New York State requires that all UL Listed,factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance.No deviation from the manufacturer's instructions or specifi tions is allowed. Permit# 0 2-2-Y Schedule Inspection l / Time O anytime Inspector6i-' Name Address , L�%� Rough Ins Finalk Appliance Manufacturer Model# Flue Size Double Wall Triple Wall Insulated Direct Vent Factory Built Chimney 4 Yes No NIA. Comments Floor Protection Clearances to Combustibles (all sides) Firestop(s) Vertical Chase Wall Penetration Vent Clearances to Combustibles Vent/Chimney'Termination Chimney height must be 3 feet above roof penetration;2 feet above any combustible construction within 10 feet Gas Shut-Off Valve Combustion Air Hearth Extension (if any) Mantel Height above f/p opening Witness Operation Tank Placement(if LP) White—Bhilding Dept. Yellow Gus er Pink—Fire Marshal Framing / Firestopping Inspection Report` Office No. (518) 761-8256 Date Inspection request eiiv d. Queensbury Building&Code Enforcement Arrive: ,Z�Zam/prr part: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initials(e I NAME: — ) PERMIT#: LOCATION: INSPECT ON: TYPE OF STRUCTURE: Framing Y N N/A COMMENTS \. _ � _ Attic Access 22"x 30"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 Headroom 6 ft. 8 in. I Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %z w 16 gauge(8).16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center t Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3,4 hour Firestopping I Penetration sealed i 16 inch insulation in cavity min. Garage Fire Separation House side%z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade 1 Town of Queensbury Fire Marshal 742 Bay Road Queensbury,NY 12804 761-0205/761-8206 fax 7454437 Factoaw Built Gas Fireplace/Stove Inspection Report Notice:New York State requires that all UL Listed,factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance.No deviation from the manufacturer's 7 instructions or sp cif cations is allowed. Permit# 02V3 Schedule Inspection ,. Time r am f p f anytime Inspector Name /r[- f-1, hfr2-, Address /Ci p'' z.t/r- Rough 4- --Final Appliance Manufacturer1 f � Model# tl Direct Vent Factory Built Chimney Flue Size Z7 Double Wall Triple Wall Insulated Yes No N/A Comments Floor Protection ��✓t`� � ,7 "G.t Wiz' �i ��[. Clearances to Combustibles (all sides) Firestop(s) Vertical Chase Wall Penetration Vent Clearances to Combustibles Vent/Chimney Termination Chimney height must be 3 feet above roof penetration;2 feet above any combustible construction within 10 feet Gas Shut-Off Valve Combustion Air Hearth Extension (if any) P49,6", /0 P�i44,16 Mantel Height above Up opening Witness Operation ?j "" Tani;Placement(if LP) White—Building Dept. Yellow Cast er Fink—Fire Marshal Town of Queensbury Fire Marshal 742 Bay Road Queensbury,NY 12804 761-8205./761-8206 fax 7454437 Factory Built Gas Fireplace/Stove Inspection Report Notice:New York State requires that all UL Listed,factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance.No deviation from the manufacturer's instructions or specifications is allowed. Permit# °Z Schedule Inspection / l7 Time. am p anytime Inspector Name L 4 IMI�ddress � � �Xnlz z o gh inal Appliance Manufacturer _ Model# D 1)/7i A) Direct Vent Factory Built Chimney Flue Size Double Wall Triple Wall Insulated Yes No N/A: Comments Floor Protection Clearances to Combustibles (all sides) Firestop(s) Vertical Chase Wall Penetration Vent Clearances to Combustibles Vent/Chimney Termination Chimney height must be 3 feet above roof penetration;2 feet above any combustible -001Y construction within 10 feet Gas Shut-Off Valve Combustion Air Hearth Extension(if any) _ � 7 , Mantel Height Heiggabove above f/p opening Witness Operation Tank Placement(if LP) White—Building Dept. Yenow Castc Mer Pink—FimMardW Rough Plumbing / Insulation I spection Report Office No. (518) 761-8256 Date Inspection reque ive . Queensbury Building & Code Enforcement Arrive: ',. art: X=6 a' � � 742 Bay Road, Queensbury, NY 12804 Inspector's nit NAME: a PER #: LOCATION: - r/ INSPECT ON: TYPE OF STRUCTURE: Y N N/A Rough Plumbing . Nail Plates 7- Plumbing Vent Vents in Place 1 1/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum ea every 100 feet change of direction e r Test / Vent t Head P.S.I. 10 fk.'above highest connection for 15 minutes Pressure T st pply Piping Q�y Air/ H ad 50 P.S r 15 minutes Ins on Residential Check Commercial Check roper Vent Attic Vent Duct/ Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly No duct tape COMMENTS: LAPam Whiting\Building&CodesUnspection FormsU2ougb Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15,2005 Ij Framing / Firestopping Inspection Report. Office No. (518) 761-8256 Date Inspection reque e eiv d: Queensbury Building&Code Enforcement Arrive: '� am/ a 742 Bay Road, Queensbury,NY 12804 Inspector's Initials: NAME: 1V U PERM T LOCATION: INSPECT ON: — /TYPE OF STRUCTURE: r Y N N/A FramingAttin COMMENTS ss 22"x,30"minimum Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly Headroom 6 ft. 8 in. I _ Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %z w 16 gauge 8) 16D nails each side Draft stopping 1,000 sq.ft. floor trusses I/ `Z 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. Lj� Garage Fire Separation House side %z inch or 5/8 inch Type X �� OWJV-_� Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade Rough Plumbing / Insulation Intpection Report Office No. (518) 761-8256 Date Inspection request r i Queensbury Building &Code Enforcement Arrive: am a a m 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: PE #: < LOCATION: v� IN ECT ON: /C1 -Q:�z TYPE OF STRUCTURE: Y N N/A QRouumbin /fiail Platesumn Vehjlf Vents in Place mimum Drain Size WashingMachine Drain 2 inch minimum �\�`� ��4`'� �� Cle 100 feet change of direction Messijre Te Vent ►�`�7pa�� Air/ Head � Pr� j 5 P. 0 ft. above hi hest connection for 15 minutes essure T upply Piping Air/ Head 50 P.S.I for 15 minutes Insulation Residential Check Commercial Check Proper Vent Attic Vent Duct/ Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly / No duct tape COMMENTS: LAPam Whiting\Building&CodesVnspection Forms\Rough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15,2005. / C �vhl..( �Yv�-A SAPr` /cars Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date `ns ec"on re ue t r Gee e Queensbury Building&Code Enforcement Arrive: I part: 742 Bay Road, Queensbury,NY 12804 Inspector's Initia . NAME: / PERMIT#: J LOCATION: INSPECT ON: TYPE OF STRUCTURE: Y N I N/A COMMENTS Framing Attic s 22"x 30"minimum \-22 1\ Jack Studs/Headers Bracing/Bridging Joist hangers ? Jack Posts/Main Beams Exterior sheeting nailed properly i 12"O.C. i Headroom 6 ft. 8 in. Stairwells 36 in. or more I Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 '/z(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3,4 hour ! Firestopping Penetration sealed 16 inch insulation in cavity min. ' Garage Fire Separation House side %inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date In�pectio�quest received: Queensbury Building&Code Enforcement Arrive:( am/p ep am/pm 742 Bay Road, Queensbury,NY 12804 Inspectors Initials: NAME: A/' ra r J 10 PERMIT#: LOCATION: 6 INSPECT ON: TYPE OF STRUCTURE: / Y N N/A COMMENTS Framing Attic Ac 22"x 30"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 Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 '/z(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2,3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side %z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection requ r la cl U 7 Queensbury Building &Code Enforcement Arrive: a De art: m 742 Bay Road, Queensbury, NY 12804 Inspector's Init NAME: .C4a PERM LOCATION: INSPECT ON: 7 TYPE OF STRUCTURE: -1-7 Y N N/A Rough Plumbin Nail Plates p , ►� umbin Vent Vents in Place 7 z c minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet change of direction Pressure Test DrainL nt Air Head 5 P.S.I. or 0 ft. a -ove highest connection for 15 minutes Pressure Test Water Supply Piping Air] Head 50 P.S.I for 15 minutes =Wggn Residential Check Commercial Check, r iping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly No duct tape COMMENTS: LAPam Whiting\Building&CodesVnspection Forms\Rough Plumbing Insulation R`epoh.revised Nov 17 2003.doc Revised February 15,2005 THE INSPECTOR �4 Electrical wiring in/on this building/structure as pertains to an application duly filed with. "17he Inspector"has been inspected and found i j to comply with the National Electrical Code. t Residence Commercial ` Service x Cover I' Location- f Date (�n r � y\I�nsctor 0 U c 1 1-800-487-0535-IleElleectr callnsppe i ectorcom I d Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request ived• Queensbury Building & Code Enforcement Arrive: 2��a /p epart: - a 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: PER #: LOCATION: (o Cc)P b2.,&TE na\)E INSP CT ON: 1 D --�— TYPE OF STRUCTURE: Y N N/A :Rough Plumbing / Nail Plates — Plumbing Vent/ Vents in Place 1 1/2 inch minimum Drain Size Washing Machine Drain 2 inch minimum Cleanout every 100 feet change of direction rain Vent zpk\--f\ Air ead 5 P.S.I. or 0 ft. above highest connection for 15 minutes Pressure Test Water Supply Piping Air/-Head --- - - _ -- _ - _--_-_ _ - --------- _ 50 P.S.I for 15 minutes Insulation Residential Check Commercial Check Proper Vent Attic Vent Duct/ Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly / No duct tape COMMENTS: I r LAPam Whitin&uilding&Codes\Inspection Forms\Rough Plumbing Insulation Re'port.revised Nov 17 2003.doc Revised February 15,2005 11 *K""'0-Ugh Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection requespic iv Queensbury Building & Code Enforcement -Arrive: a /pm a rt: am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initial NAME: AID pac-t1) CAP'Dtnl� PE T #: 07—Z LOCATION: f6 Dawp INSPECT ON: TYPE OF STRUCTURE: Y N N/A Rough Plumbing / Nail Plates Plumbing Vent/ Vents in Place 1 1/2 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 Air/ Head i 50 P.S.I for 15 minutes Insulation Residential Check/ Commercial Check Proper Vent Attic Vent Duct/ Hot Water Piping Insulation QCA&IF-cv1�1 If required unheated spaces i4 PPF-b%�m- Combustion Air Supply for Furnace 'Pv"-yCG0 nkoo, Duct work sealed properly / No duct tape COMMENTS: i LAPam Whiting\Building&Codes\lnspection Forms\Rough Plumbing Insulation Report.revised Nov 17 20G3.doe Revised February 15,2005 (Architects September 21,2007 To: Town of Queensbury Building and Codes Department Queensbury,New York 12804 Re: Medical Office Building for Adirondack Cardiology 6 Corporate Circle Queensbury,New York 12804 Attn: Dave Hatin,Director Dear Mr.Hatin, This is to certify that I have inspected the installation of the exterior wall spray insulation at the job site on this date and that it is installed in accordance with our specifications and drawings. The insulation thickness was measured in 1.8 separate locations in the exterior walls and found to be an average of 2 1/8" thick which exceeds our specification requirement of 2". Please let me know if you need further information. Very truly yours, <,�,SD ARC, ozw� Robert Hatch AIA ,r Project Architect P ` % `� , tao.�-5-1 4 HCP Architects, LLP Robert Hatch AIA James P.Coleman,AIA Daniel Patone,AIA 302 Washington Avenue Extension • Albany. New York 12203 • p: 518.218.0614 9 f: 518.218.0612 • www.hcpdesign.com Rough Plumbing / Insulation Inspect on Report Office No. (518) 761-8256 Date Inspection r ueVi : 7 Queensbury Building & Code Enforcement Arrive: ampart: = am/pm 742 Bay Road, Queensbury, NY 12804 Inspe or's Initial NAME: C4, 14-o (0 PER #: e),jU7— LOCATION: INSPECT ON: TYPE OF STRUCTURE: `c_2� Y N N/A Rough Plumbing Nail Plates Plumbing Vent/ Vents in Place 1 1/2 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 Air/ Head for 15 minutes Insulati Residential Check Commercial Check. CAL— ro er Vent, Attic Vent Duct/ Hot Water Piping Insulation V%—A%t If required unheated spaces b be)7(D Combustion Air Supply for Furnace Duct work sealed properly No duct toe ! COMMENTS: W f LAPam Whiting\Building&Codes\Inspection FormsiRough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15,2005 Al/ Rough Plumbing / Insulation Inspect on Report Office No. (518) 761-8256 Date Inspection re ceiveo/.. 2 Queensbury Building & Code Enforcement Arrive: a art: a p 742 Bay Road, Queensbury, NY 12804 Inspector's I 'ti r _ NAME: PERM #: � LOCATION: 0o r-o INSPECT ON: TYPE OF STRUCTURE: Y N N/A Rough Plumbing Nail Plates Plumbing Vent Vents in Place 1 1/2 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 4ilroler ply Piping / Head 50 P.S.I for 5 minutes Insulation esidential Check Commercial Check'. er V_enf, Attic Vent �L— Duct/ Hot Water Piping Insulation If re uired unheated spaces F�'c�� CV-1- cJ� Combustion Air Supply for Furnace , Duct work sealed properly No duct tape COMMENTS: LAPam Whiting\Building&CodesUnspection Forms\Rough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15,2005 John O'Brien From: Sandra Jarvis Sent: Thursday, September 20, 2007 10:22 AM To: Dave Hatin; John O'Brien Cc: Mike Shaw Subject: DREPS subdivision Dave and John, I wanted to make you both aware the the Buy-In fee for DREPS subdivision has not yet been paid.There are two buildings that are being constructed now, the medical building and the deli. We ask that you do not issue a C.O.for either of these until we receive the buy-in for Quaker Road Sewer District.We will let you know as soon as this is paid. Thanks Sandy Sandra Jarvis Town of Queensbury Wastewater Dept. 823 Corinth Road Queensbury, NY 12804 (518)745-5589 sandraj@queensbury.net J � L Framing / Firestopping Inspection Re, ort Office No. (518) 761-8256 Date Inspection req r v Queensbury Building&Code Enforcement Arrive: .L part: 1 am/ 742 Bay Road, Queensbury,NY 12804 Inspector's Initi NAME: A. jlklL PERMIT#: V✓ `i'� LOCATION: �-f - INSPECT ON: TYPE OF STRUCTURE: Framing Y N N/A COMMENTS Attic Access 22"x 30"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 Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %z(w) 16 gauge(8) 16D nails each side Draft stopping stqpping 1,000 sq.ft. floor trusses c or olts 6 ft. r less on center/ Ice and water shi d 24 inches from wall e separat 1;2, 3 hour Fire wall 2, 3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. i Garage Fire Separation House side %z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms !, 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade I "Framing / Firestoppin Inspection Report Office No. (518) 761-8256 Date lnspegtio eVstceiyd-d—)Queensbury Building&Code Enforcement Arrive: a : a742 Bay Road, Queensbury,NY 12804 Inspec:tor's Initi s NAME: �' � iJ PERMIT#: LOCATION: ��, �,rz _'�r (_� INSPECT ON: ' 0'7 TYPE OF STRUCTURE: Y N N/A Framing �i COMMENTS t is Access 22"x 30"minimum Jack Studs/Headers „ems Bracing/Bridging �(Jeiot hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for'Notches Top Plate 1 %z(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3,4 hour iv 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. (W) 5.7 sf above/below grade 5.0 sf grade j Framing / Firestoppin,g Inspection Report Office No. (518) 761-8256 Date Ins ection re est re ive Queensbury Building&Code Enforcement Arrive: a in pa 742 Bay Road, Queensbury,NY 12804 Inspector's ials: s. NAME: Ol/ PERMIT It: 4 .7 2 LOCATION: INSPECT ON: TYPE OF STRUCTURE: Framing Y N N/A COMMENTS Attic Access 22"x 30"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 Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 `/a(w) 16 gauge 8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anehor Bolts or less on center . n water shiel 24 inches from wall C Ice and Eire separation, 2, 3 hour \� Fire wall 2, 3,4 hour C Firestopping Penetration sealed 16 inch insulation in cavity min. `�\ Garage Fire Separation �,r/ Q House side '`/z inch or 5/8 inch Type X �Y Garage side 5/8 inch Type X Ceiling/wall _ Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade Framing/ Firestopping Inspection Report Office No. (518) 761-8256 Date Iris ection re u c . e . Queensbury Building&Code Enforcement Arrive: ., L p art: 742 Bay Road, Queensbury,NY 12804 Inspector's Init' Is- NAME: tJ GR PERMIT#: LOCATION: INSPECT ON: Cj ®to TYPE OF STRUCTURE: Y N N/A COMMENTS Framing Attic Access 22"x 30"mi imum Jack Studs/Headers Bracing/Bridging LID�Q—�C.\`O !� 1 5 t tJ 6 Joist hangers + / Jack Posts/Main Beams S Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. i Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls a Metal Strapping for Notches Top Plate 1 %z(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1,2, 3 hour ,T Fire wall 2, 3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side `/z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade Foundation Inspection Report Office No.(518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: - : am/pm Depart: am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: NAME: PERMIT#: LOCATION: p INSPECT ON: TYPE OF STRUCTURE: Comments 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. ._Ma or ose on site. k�t� -/Wallpor Reinforce Footing Dowels or Keyway in place �� fVvc/ui- Foundation Dampproofmg v �, A&ry ,�,rJ Foundation Waterproofmg 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 Report.doc Last printed 12/20/2005 9:24:00 AM evergreen 4.. TESTING&ENVIRONMENTAL SERVICES, INC. 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT: Adirondack.Cardiology-Special Inspections CLIENT: BBL.Construction REPORT NO: F-07-103-6-25-07 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Jointa Galusha DATE: 6-25-07 LOCATION: Wall footings at: 1/13-M/13 and piers at D.9/14 and H/14 JOB NO: FDE-07-103 1 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Conc. Mix No. No. No. No. Yards Batched Sti it Empty Agg. Added: Total Design (in.) Temp Air Temp. Set No. Plant Total Remarks +Field 1 753461 4561 7 1345 1405 1420 5 4.5 86 5.2 80 3000 1 set of 4 cylinders I i i i i I i COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:JS NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Joe of i BBL 1 6540 6-26-07 7-2-07 148.0 7 2530 Transported By: 6541 7-23-07 147.2 28 3070 6542 i 7-23-07 149.5 28 3120 Remarks: 6543 147.7 H Weather: Clear hot and breezy I Specification at 28 Days: 3000 Average 28 Day Strength: 3100 Average 56 Day Strength: i evergreen w TESTING&ENVIRONMENTAL SERVICES, INC . 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT: Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-6-27-07 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Jointa Galusha DATE: 6-27-07 LOCATION: Column footing:8-B,7-F,8-J,5-B,6-F and 5-J.Wall footing line L-1 from 8-9 and line 9 from L-1-M JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Conc. Mix No. No. No. No. Yards (in.) Temp Air Temp. Batched Start Empty Agg. Added: Total Design Set No. Plant Total Remarks +Field 1 753552 1 7.25 1335 1350 15 4.5 95 7.8 87 30000 1 set of 6 cylinders COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:E.Green NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Fred Connoly of BBL 1 6563 6-28-07 7-4-07 147.0 7 2420 Transported By: 6564 7-4-07 147.2 7 2330 6565 7-25-07 147.5 28 3030 Remarks:2nd air test read 5.8% 6566 7-25-07 147.5 28 3000 Weather: Partly cloudy and breezy 6567 146.7 H and 95° 6568 146.5 H Specification at 28 Days: 3000 Average 28 Day Strength: 3020 Average 56 Day Strength: evergreen - TESTING&ENVIRONMENTAL SERVICES,INC. 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT: Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-6-28-07 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Jointa Galusha DATE: 6-28-07 LOCATION: Column footings at line-J-8.9, 11 and line 10-A.8, B.5, E.G and line I-12-7 total JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Conc. Mix No. No. No. No. Yards Batched Start Empty Agg. Added: Total Design (in.) Temp Air Temp. Set No. Plant Total Remarks +Field 1 753575 8.5 1405 1425 1440 4.0 85 5.8 90 30000 1 set of 6 cylinders COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:E.Green NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Joe of BBL 1 6585 6-29-07 7-5-07 148.0 7 2870 Transported By: 6586 7-5-07 148.0 7 2970 6587 7-26-07 149.0 28 3640 Remarks: 6588 7-26-07 148.0 28 3700 Weather:Overcast,breezy 6589 148.0 H 6590 148.0 H Specification at 28 Days: 3000 Average 28 Day Strength: 3670 Average 66 Day Strength: evergreen TESTING&ENVIRONMENTAL SERVICES,INC. 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT:Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-6-26-07 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Jointa Galusha/Pall.ette DATE: 6-26-07 LOCATION: Seven footer piers(interior), north side of building JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Conc. Mix No. No. No. No. Yards Batched Start Empty Agg. Added: Total Design (m.) Temp Air Temp. Set No. Plant. Total Remarks +Field 1 753507 Tom 11.5 1340 1355 1413 7 94 8.0 91 30000 1 set of 6 cylinders COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE NO. NO. RECEIVED TESTED OF CYL. Tested By:J.Mailloux (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Joe of BBL 1 6551 6-27-07 7-3-07 145.7 7 1860 Transported By: 6552 7-3-07 145.4 7 1940 6553 7-24-07 145.2 28 2570 Remarks: 6554 7-24-07 144.7 28 2350 6555 8-21-07 145.4 56 Weather: Bright sun,humid 6556 8-21-07 145.2 56 Specification at 28 Days: 3000 Average 28 Day Strength: 2460 Average 56 Day Strength: evergreen TESTING&ENVIRONMENTAL SERVICES,INC. 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT: Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-7-16-07-1 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Pallette Stone Corp. DATE: 7-16-07 LOCATION: Slab on grade, north half JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Conc. Mix No. No. No. No. Yards Batched I Start Em (in.) Temp Air Temp. pty Agg. Added: Total Design Set NO. . Plant Total Remarks. +Field 1 754072 4561 10 0705 0725 0746 15 1.5 62 2.0 79 35019 1"set of 6 cylinders 5 754076 4559 50 0758 0840 0850 4.5 72 2.1 79 35019 2n°set of 6 cylinders COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:J.Mailloux NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Joe and Billy of BBL 1,2 6849 6855 7-17-07 7-23-07 153.8 151.3 7 4000 3620 Transported By: EG 6850 6856 7-23-07 153.3 153.1 7 3720 3570 6851 6857 8-13-07 154.1 153.1 28 Remarks: 10 CRE added(fiber 6852 6858 8-13-07 153.1 153.1 28 mesh) 6853 6859 154.1 152.8 H Weather:Sunny 6854 6860 154.4 152.6 H Specification at 28 Days: 3500 Average 28 Day Strength: Average 56 Day Strength: evergreen = - TESTING&ENVIRONMENTAL SERVICES,INC. 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT: Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-.7-16-07-2 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Pallette Stone Corp. DATE: 7-16-07 LOCATION: Slab on grade, north half JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Conc. Mix No. No. No. No. Yards (in.) Temp Air. Temp. Set NO. Batched Start Empty Agg. Added: TotalEDesignPlant Remarks +Field 10 754081 4546 100 0938 0950 1015 4.5 76 1.7 80 35019 3rd set of 6 cylinders J COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:J.Mailloux NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Joe and Billy of BBL 3 6861 7-17-07 7-23-07 152.1 7' 3480 Transported By: EG 6862 7-23-07 141.8 7 3570 6863 8-13-07 141.8 28 Remarks: 10 CRE added(fiber 6864 8-13-07 153.6 28 mesh) 6865 143.1 H Weather: Sunny 6866 152.3 H Specification at 28 Days: 3500 Average 28 Day Strength: Average 56 Day Strength: DENTE ENGINEERING , P .C . ,0 594 Broadway Watervliet, New York .12189 Phone: 518-266-0310 Fax:.518-266-9238 ❑ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax: 716-648-3521 LETTER OF TRANSMITTAL DATE: August 3, 2007 Project No. FDE-07-103 Adirondack Cardiology -Special Inspections TO: Mr. Dan Wilson BBL Construction Services 302 Washington Avenue Extension Albany, NY 12203 REPORT ENCLOSED: DATES: - CONCRETE: 7-17-07-1, 7-17-07-2, DENSITY: SITE OBSERVATION: MORTAR (C109): REINFORCING STEEL: SIEVE AND PROCTOR: DISTRIBUTION: evergreen . TESTING&ENVIRONMENTAL SERVICES, INC . 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT: Adirondack Cardiology-Special Inspections CLIENT: BB Construction REPORT NO: F-07-103-7-17-07-2 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Jointa Galusha DATE: 7-17-07 LOCATION: South half floor slab JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Conc. Mix No. No. No. No. Yards (in.) Temp Air Temp. Set No. Batched Start Empty Agg. [Added: Total Design Remarks lant TotalTruck/ Field Hose 10 754136 4561 10 0918 0935 0953 7.25/ 77 2.1 80 35019 3'"set of 6 cylinders 4.75 COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:E.Green NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Bill of BBL 3 6914 7-18-07 7-24-07 154.6 7 3910 Transported By: 6915 7-24-07 154.1 7 4190 6916 8-14-07 153.3 28 Remarks: 6917 8-14-07 153.6 28 Weather:Sunny and windy 6918 153.8 H 6919 152.8 H Specification at 28 Days: 3500 Average 28 Day Strength: Average 56 Day Strength: evergreen TESTING&ENVIRONMENTAL SERVICES,INC . 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT: Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-7-17-07-1 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Jointa Galusha DATE: 7-17-07 LOCATION: South half floor slab JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Conc. Mix No. No. No. No. Yards (in.) Temp Air Temp. Set No. . Batched Start Empty Agg. Added: Total Design Remarks Plant Total Truck/ +Field Hose 1 754127 4548 10 0720 0740 0753 0 7.0 74 1.8 79 35019 1"set of 3 cylinders 6 754131 4563 10 0810 0833 0845 5 7.25 76 2.0 80 35019 2n°set of 3 cylinders 8 /4.5 COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) Tested By:E.Green AS RECEIVED Field Results Reported to:Bill of BBL 1,2 6902 6908 7-18-07 7-24-07 152.3 153.1 7 4050 3880 Transported By: 6903 6909 7-24-07 152.6 153.6 7 4140 4060 6904 6910 8-14-07 153.3 153.1 28 Remarks:Tested at truck 6905 6911 8-14-07 153.1 153.6 28 Weather:Sunny and windy 6906 6912 152.6 153.6 H 6907 6913 152.8 153.3 H Specification at 28 Days: 3500 Average 28 Day Strength: Average 56 Day Strength: 3 DENTE ENGINEERING P . C . ❑ 594 Broadway Watervliet, New York 12189 , Phone: 518-266-0310 Fax:518-266-9238 ❑ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax: 716-648-3521 LETTER OF TRANSMITTAL DATE: August 8, 2007 _Project No. FDE-07-103 Adirondack Cardiology -Special Inspections TO: Mr. Dan Wilson BBL Construction Services 302 Washin ton Avenue Extension Albany, NY 12203 REPORT ENCLOSED: DATES: CONCRETE: 6-29-07 DENSITY: SITE OBSERVATION: MORTAR(C109): REINFORCING STEEL: SIEVE AND PROCTOR: DISTRIBUTION: yam. evergreen TESTING&ENVIRONMENTAL SERVICES,INC. 594 Broadway Watervliet, NY 12189 Phone:518-266-0310 Fax:518 266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT:Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-6-29-07 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Jointa Galusha DATE: 6-29-07 LOCATION: Wall footings line N(southeast segment)from 9-13,column A.8-9 JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Cone. Mix No. No. No. No. Yards Batched Start Empty Agg. Added: Total Design (in.) Temp Air Temp. Set No. Plant Total Remarks +Field 1 753613 1 7.0 1340 1 1408 1423 3.0 4.75 85 6.6 83 30000 1 set of 6 cylinders COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WE AGE COMPRESSIVE Tested By:E.Green NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Fred of BBL 1 6611 7-2-07 7-6-07 147.0 7 2840 Transported By: JS 6612 7-6-07 146.5 7 3050 6613 7-27-07 147.2 28 3510 Remarks: 6614 7-27-07 146.7 28 3630 Weather.Sunny and 85° 6615 146.2 H 6616 146.0 H Specification at 28 Days: 3000 Average 28 Day Strength: 3670 Average 56 Day Strength: 1 Z- BBL Construction Services, LLC TRANSMITTAL No. 00115 302 Washington Avenue Ext. Phone: 518-452-8200 Project No: 061041 Albany,NY 12203 BBL Job No: 061041 PROJECT: Adirondack Cardio MOB DATE: 8/16/2007 TO: Town of Queensbury REF: Concrete Cylinder Break test dated 742 Bay Road 6/29/07 Queensbury,NY 12804 Expedition ATTN: David Hatin Phone: 518-761-8253 Fax: 518-7454437 WEARE SENDING:' SENT'FOR: ACTION TAKEN:' ❑ Submittals Approval Approved as Submitted . ❑ Letter Your Use ❑ Approved as Noted ❑ Prints ❑ As Requested ❑ Returned After Loan ❑ Change Order ❑ Review and Comment ❑ Resubmit Plans Submit ❑ Samples SENT VIA: ❑ Returned ❑ Specifications RrAttachd. ❑ Returned for Corrections Other: ❑Sep-fate Cover Via: ❑ Due Date: Item Copies _ Date e Type rDescriphon .V.�___ _ _ a _-r.____-: _ _.._.__e:__Submittal Rev_e Status 01 EFIle Evergreen Testing-Concrete Filed Observation Report dated NEW 6/29/07(Cylinder Break test) < Distribution > > > BBL Carlton Joe Diotte-Home,39 Weaver,Waterford,NY 12188 Signed: Jacek Wozniak Phi® Page 1 of 1 BBL Construction Services, LLC TRANSMITTAL No. 00130 302 Washington Avenue Ext. Phone: 518-452-8200 Project No: 061041 Albany,NY 12203 BBL Job No: 061041 PROJECT: Adirondack Cardio MOB DATE: 8/29/2007 TO: Town of Queensbury REF: Concrete Cylinder Break test dated 742 Bay Road 7/16/07 Queensbury,NY 12804 Expedition ATTN: David Hatin Phone: 518-761-8253 Fax: 518-745-4437 WE ARE SENDING: SENT FOR: ACTION TAKEN: ❑ Submittals ❑ Approval ❑ Approved as Submitted ❑ Letter 7 Your Use ❑ Approved as Noted ❑ Prints ❑ As Requested ❑ Retumed After Loan ❑ Change Order ElReview and Comment [I Resubmit ❑ Plans ❑ Submit ❑ Samples SENTVIA: ❑ Retumed ❑ Specifications Attached ❑ Retumed for Corrections ❑ Other:' ❑Separate Cover Via: ❑ Due Date: Item Copies Date Type Description__ Submittal Rev Status, 01 EFIle Evergreen Testing-Concrete Filed Observation Report dated NEW 7/16/07(Cylinder Break test) < < < Distribution >_> > BBL Carlton Joe Diotte 6 Corporate Circle Queensbury,NY 12801 ~Phone:518-745-0580 FAX:518-745-0581 Signed: Jacek Wozniak r5cpoditioa® Pap l of 1 i DENTE ENGINEERING , P.C. ❑ 594 Broadway Watervliet, New York 12189 Phone:518-266-0310 Fax: 518-266-9238 ❑ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax: 716-648-3521 LETTER OF TRANSMITTAL DATE: August 16, 2007 Project No. FDE-07-103 Adirondack Cardiology -Special Inspections TO: Mr. Dan Wilson BBL Construction Services 302 Washin ton Avenue Extension Albany, NY 12203 REPORT ENCLOSED: DATES: CONCRETE: 7-16-07-1, 7-16-07-2 DENSITY: �, r SITE OBSERVATION: ? �� MORTAR(C109): REINFORCING STEEL: SIEVE AND•PROCTOR: DISTRIBUTION: evergreen TESTING&ENVIRONMENTAL SERVICES,INC. 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax:518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT: Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-7-16-07-1 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Pallette Stone Corp. DATE: 7-16-07 LOCATION: Slab on grade, north half JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Cone. Mix No. No. No. No. Yards Batched Start Empty Agg. Added: Total Design tin.) Temp Air Temp. Set NO. Plant Total Remarks +Field 1 754072 4561 10 0705 0725 0746 15 1.5 62 2.0 79 35019 1"set of 6 cylinders 5 754076 4559 50 0758 0840 0850 4.5 72 2.1 79 35019 2nd set of 6 cylinders COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:J.Mailloux NO. NO. RECEIVED TESTED OF CYL (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Joe and Billy of BBL 1,2 6849 6855 7-17-07 7-23-07 153.8 151.3 7 4000 3620 Transported By: EG 6850 6856 7-23-07 ' 153.3 153.1 7 3720 3570 6851 6857 8-13-07 154.1 153.1 28 4410 4120 Remarks:10 CRE added(fiber 6852 6858 8-13-07 153.1 153.1 28 4840 4140 mesh) 6853 6859 154.1 152.8 H Weather:Sunny 6854 6860 154.4 152.6 H Specification at 28 Days: 3500 Average 28 Day Strength:463014130 Average 56 Day Strength: eve rg re e n TESTING&ENVIRONMENTAL SERVICES,INC. 694 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT: Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-7-16-07-2 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Pallette Stone Corp. DATE: 7-16-07 LOCATION: Slab on grade, north half JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Cone. Mix No. No. No. No. Yards Batched Start Empty Agg. Added: Total Design (in.) Temp Air Temp. Set NO. Plant Total Remarks +Field 10 754081 4546 100 0938 '0950 1015 4.5 76 1.7 80 35019 3rd set of 6 cylinders COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:J.Mailloux NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Joe and Billy of BBL 3 6861 7-17-07 7-23-07 152.1 7 3480 Transported By: EG 6862 7-23-07 141.8 7 3570 6863 8-13-07 141.8 28 4260 Remarks:10 CRE added(fiber 6864 8-13-07 153.6 28 4440 mesh) 6865 143.1 H Weather:Sunny 6866 152.3 H Specification at 28 Days: 3500 Average 28 Day Strength:4350 Average 56 Day Strength: 3 .I in1 Framing / Firestopping Inspection Report I Office No. (518) 761-8256 Date Inspectio 0quesive Queensbury Building&Code Enforcement Arrive: , ' a742 Bay Road, Queensbury,NY 12804 Inspector's Initial NAME: U G)I C (C CAS C PERMrr#: 07 � 5� LOCATION: Cam. T e ci c INSPECT ON: C� TYPE OF STRUCTURE: F raming Y N N/A COMMENTS Attic Access 22"x 30"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 Headroom 6 ft. 8 in. / Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 �/z w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center r�d1ce 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 ''/z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade Framing/Firestopping Inspection Report t Office No. (518) 761-8256 Date Inspection reque ived- Queensbury Building&Code Enforcement Arrive: a e art: D in4, 742 Bay Road, Queensbury,NY 12804 Inspector's Initia _ NAME: PERMIT#: 0;� 24-S-- LOCATION: INSPECT ON: rQ� TYPE OF STRUCTURE: CA Y N N/A COMMENTS Framing Attic Access 22"x 30"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 Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %z(w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1,2,3 hour Fire wall 2, 3,4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side '/z inch"or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade 711,12107 Foundation Inspection Report Office No.(518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/pmqy Depart: am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: NAME: /37 - PERMIT#: OY7,24s --w LOCATION: 6 repD ' INSPECT ON: TYPE OF STRUCTURE:— Comments 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 Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 or wet eas under slab B cTcf Approv 1 Plumbing Under Slab OL VC/ per Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report 3�Y,�✓ Office No.(518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: �-�ram/pm Depart: am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: NAME: Aw"',al / ; r,;� PERMIT#: LOCATION: 6 r ! INSPECT ON: TYPE OF STRUCTURE: Comments 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 Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Fonns\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM 00 d 60) G%--// /norm Foundation Inspection Report Office No.(518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: !�J,[ am/pm Depart: am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: NAME: BS L PERMIT#: 2 y s- LOCATION: INSPECT ON: TYPE OF STRUCTURE: Comments 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 Dampproofmg 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 (: B A Plumbin .Under Slab Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Fonns\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM DENTE ENGINEERING, P. C. ❑ 594 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 ❑ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax: 716-648-3521 LETTER OF TRANSMITTAL --7 DATE: July 9, 2007 Project No. FDE-07-103 Adirondack Cardiology -Special Inspections TO: Mr. Dan Wilson BBL Construction Services 302 Washtn ton Avenue Extension Albany, NY 12203 REPORT ENCLOSED: DATES: CONCRETE: 6-18-07, 6-19-07 DENSITY: 6-26-07 SITE OBSERVATION: MORTAR(C109): REINFORCING STEEL: SIEVE AND PROCTOR: DISTRIBUTION: JUI. 3 2007 evergreen TESTING&ENVIRONMENTAL SERVICES,INC. 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax:518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT:Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-0-18-07 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: DATE: 6-18-07 LOCATION: Footing line A to 1,and line 1 east from A to D JOB NO: FOE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Conc. Mix No. No. No. No. Yards Batched Start Empty Agg.• Added• Total Design (in.) Temp Air Temp. Set No. Plant Total Remarks 4 Field 1 753237 4561 •7 1334 1400 1426 12 3 64 5.0 82 1 3000 1 set of 6 cylinders COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:JS NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Joe of BBL 1 6461 6-20-07 6 25-07 149.3 7 2900 Transported By:JS 6462 6-25-07 150.3 7 2790 6463 7-16-07 150.3 28 Remarks: 6464 7-16-07 149.3 28 Weather:Clear and hot 6465 149.3 H 6466 149.5 H Specification at 28 Days: 3000 Average 28 Day Strength: Average 56 Day Strength: evergreen TESTING&ENVIRONMENTAL SERVICES,INC. 594 Broadway Watervliet, NY 12189 Phone:518-266-0310 Fax 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT:Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-6-19-07 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: DATE: 6-19-07 LOCATION: Footing:wall line 1 from D to L, 1/L to 5/L,and pier footings at 2/M and 4/M JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Conc. Mix No. No. No. No. Yards Batched Start Empty Agg. Added: Total Design (in.) Temp Air Temp. Set No. Plant Total Remarks +Field 1 763276 4557 7.75 1345 1403 1420 5.75 1 85 -6.1 1 83 3000 1 set of 6 cylinders COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:JS NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Joe of BBL 1 6474 6-21-07 6-26-07 145.7 7 2720 Transported By:JS 6475 6-26-07 146.2 7 2550 6476 7-17-07 146.5. 28 Remarks: 6477 7-17-07 146.2 28 Weather.Clear and hot 6478 147.7 H 6479 147.0 H Specification at 28 Days: 3000 Average 28 Day Strength: Average 56 Day Strength: eve rg ree n TESTING&ENVIRONMENTAL SERVICES, INC. 0 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 O PO Box 482 Orchard Park, NY 14127 Phone:716-649-9474 Fax:716-648-3521 FIELD IN-PLACE DENSITY TEST REPORT PROJECT: Adirondack Cardiology-Special Inspections REPORT NO: F-07-103-6-25-07 CLIENT: BBL Construction DATE: 6-25-07 CONTRACTOR: BBL Construction JOB NO: FDE-07-103 Test Depth Test In—Place InPlace % % Proctor Location and Remarks No. of Depth/ Density Moisture Compaction Req'd Code Probe Elevation (pcf) (%) Along foundation walls nehes 1 10 SG 108.7 7.2 100+ 95 803 A/3- Inside 2 10 SG 106.7 7.0 98.4 95 803 A/5- Inside 3 10 SG 107.4 7.1 99.1 95 803 C/1 - Inside Proctor Maximum Optimum Material Type and Source Code Density Moisture(%) cf 803 108A 13.8 M-F sand, little silt trace C-F gravel Remarks: Results reported to Joe of BBL B—Subbase SSG o Slab Subgrade G-Subgrade TO F=Top of Footing Technician' JS =Grade TOW=Top of Wall G=Bearing Grade FF-Finished Floor Troxler S.N: 23225 =Footing Bottom Foundation Inspection Report Office No. (518)761-8256 Date Inspectio req s c ' ed: Queensbury Building&Code Enforcement Arrive: _ Depart _'� In 742 Bay Rd.,Queensbury,NY 12804 Inspector s Initials. NAME: LOCATION: i SPECT ON: LA 0 a� TYPE OF STRUCTURE: Vii b Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for p viding protection from freezing or 48 hours following the placement of the concrete. terials for tb' _purpose on site. , Foundation/Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump 7F ting Drain Stone: 12 inch width 6 inches above footing 6 mil t areas under slab V'Pill Approval P m mg Under Slab C/Cast/Copper n Insulatio eri0or Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM i - Foundation Inspection Report Office No.(518)761-8256 DL Inspection re ' e Queensbury Building&Code Enforcement A Depart: 1`-M pm 742 Bay Rd.,Queensbury,NY 12804 Iiti NAME: RMIT#: LOCATION: SPECT ON: TYPE OF STRUCTURE: Comments 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 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 Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Fors\Building&Codes\Inspection Fortes\Foundation Inspection Report.doc Last printed.12/20/2005 9:24:00 AM Foundation Inspection Report Office No. (518)761-8256 Date Inspectio eques d: „, Queensbury Building&Code Enforcement Arrive: P- epart: �' p� 742 Bay Rd.,Queensbury,NY 12804 Inspectors Initials: v NAME: _ At)mE�cJOE��\� C:A217tcu,� RMIT#: 0-1AET LOCATION: 6 C� ��p - �p�"C_ INSPECT ON: TYPE OF STRUCTURE: Comments 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. <� �' t� cD Foundation/Wallpour Reinforcement in Place 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 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\lnspec don Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No. (518)761-8256 Date Inspection re st r ce' ed- Queensbury Building&Code Enforcement Arrive: o m Depart: 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initia NAME: Q p RMIT#: D`� —-2 LOCATION: INSPECT ON: TYPE OF STRUCTURE: Comments Y N N/A Piers ` ,v� j_' O- Monolithic Slab l5L N,-o y,�F— \0-vt '\de— %T;0 Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. u ose on site. O`. Foundation/W411 reC�tM DUTY RL (OEAtALO Reinforcement in Place Footing Dowels or Keyway in place ?. p�� Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 0 y o`�et a eas under slab Backfill Approval lumbing Under Slab PVC/Cast/Copper Fou ation Insulation InteriorY Exterior i Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No. (518)761-8256 Date Ins ectio� ive . Queensbury Building&Code Enforcement Arrive: ?- a Depart: m 742 Bay Rd.,Queensbury,NY 12804 Inspector's Ini NAME: RMIT LOCATION: Lo INSPECT ON: TYPE OF STRUCTURE: Comments Y N N/A otings -- — Piers I Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement f the co aterials for this u se on site. F undation/Wallpour a�� Reinforcement in Place r Footing Dowels or Keyway in place Foundation Dampproofmg ; —c> kinvt` Foundation Waterproofing Footing Drain Daylight or Sump D Footing Drain Stone: 12 inch width es a Doting �/�6 mil of for we are under slab Backfill Vial Plumbing Under Slab —LAI )R- Rough C/Cast/Copper undation Insulatio teri xterior Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report v Office No. (518)761-8256 Date Inspection freq :Queensbury Building&Code Enforcement Arrive: ar©� Depart: a742 Bay Rd.,Queensbury,NY 12804 Inspector s InitiNAME: GO\ � UK Y. lt1�1�� 0-7 -ZL �LOCATION: „ p,�&� ��j,N- (�, —Zg —�`7 TYPE OF STRUCTURE: Comments Y N N/Aotin �^ (9*onolithic Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. ose on site. oundation/ +' emforcement in Place Footing Dowels or Keyway in place ) Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump R� Footing Drain Stone: 2 ine width 6 a o ting 6 mil of for wet under slab Back Plumbing Under Slab PVC/Cast/Co Foundation Insulatio Int Exterior R- °a Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM vas 6/Z1/o -7/ 1 �.�- Found tion Inspection Report Office No.(518)761-8256 Date Ins do a rve Queensbury Building&Code Enforcement Arrive: m/ Depart: p 742 Bay Rd.,Queensbury,NY 12804 Inspector's Ini al NAME: / P #: LOCATION: PECT ON: TYPE OF STRUCTURE: Comments Y N NA Footings iers Monolithic Slab Reinforcement in Place V 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 Dampproofmg 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 Fors\Building&Codes\Inspecdon Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM 7K I4 ' evergreen TESTING&ENVIRONMENTAL SERVICES,INC. 594 Broadway Watervliet, NY 12189 Phone: 518 266-0310 Fax: 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT:Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-6-21-07 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Pallette DATE: 6-21-07 LOCATION: Piers at M/2, MA N/2 an d N/4.Wall footings at A/12-D112, D/12-D/13, D113-J/13 JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Conc. Mix No. No. No. No. Yards (in.) Temp Air Temp. Set No. Batched Start Empty Agg. Added: Total Design Plant Total Remarks +Field 1 753352 4560 10.5 1 1406 1420 1444 1 3.75 74 6.9 1 78 3000 1 set of 6 cylinders" COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:JS NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Joe of BBL 1 6601 6-22-07 6-28-07 147.7 7 3770 Transported By: 6502 6-28-07 148.0 7 3850 6503 7-19-07 147.5 28 4780 Remarks: 6504 7-19-07 1472 28 4550 Weather.Clear and mild 6505 147.5 H 6506 148.2 H Specification at 28 Days: 3000 Average 28 Day Strength: 4670 Average 66 Day Strength: evergreen TESTING&ENVIRONMENTAL SERVICES,INC. 594 Broadway Watervliet, NY 12189 Phone:518-266-0310 Fax: 518 266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT: Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO:.F-07-103-7-17-07-1 CONTRACTOR: BBL Construction [CONCRETE SUPPLIER: Jointa Galusha DATE: 7-17-07 LOCATION: South half floor slab JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Cone. Mix No. No. NO. No. Yards rin.) Temp Air Temp. Set NO. Batched Start Empty Agg. Added: Total Design Truck/ Remarks Plant Total +Field Hose 1 754127 4548 10 1 0720 0740 0753 0 7.0 74 1.8 79 35019 1"set of 3 cylinders 6 754131 4563 10 1 0810 0833 0845 5 725 76 2.0 80 35019 a set of 3 cylinders 8 14.5 COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:E.Green NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported-to;Bill of BBL 1,2 6902 6908 7-18-07 7-24-07 152.3 153.1 7 4050 3880 Transported By: 6903 6909 7-24-07 152.6 153.6 7 4140 4060 6904 6910 8-14-07 153.3 153.1 28 4900 4660 Remarks:Tested at truck 6905 6911 8-14-07 153.1 153.6 28 4940 4380 Weather.Sunny and windy 6908 6912 152.6 153.6 H 6907 6913 152.8 153.3 H Specification at 28 Days: 3600 Average 28 Day Strength:4920/4620 Average 66 Day Strength: eve rg re e n TESTING&ENVIRONMENTAL SERVICES,INC. . 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT:Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-7-17-07-2 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Jointa Galusha DATE: 7-17-07 LOCATION: South half floor slab JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Conc. Mix No. No. No. No. Yards (in.) Temp Air Temp. Set No. Batched Start Empty Agg. Added: Total Design Truck/ Remarks Plant Total Hose +Field 10 754136 4561 10 0918 0935 0953 7.75 4. 77 2.1 80 35019 V set of 6 cylinders COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:E.Green NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED. Field Results Reported to:Bill of BBL 3 6914 7-18-07 7-24-07 154.6 7 3910 Transported By: 6915 7-24-07 154.1 7 4190 6916 8-14-07 153.3 28 4760 Remarks: 6917 8-14-07 153.6 28 4820 Weather.Sunny and windy 6918 153.8 H 6919 152.8 H Speccation at 28 Days: 3500 Average 28 Day Strength:4790 Average 56 Day Strength: WI Z: Foundation Inspection Report Office No. (518)761-8256 Date Inspecti r ues v d: Queensbury Building&Code Enforcement Arrive: ,r epart: ? in 742 Bay Rd.,Queensbury,NY 12804 Inspectors Initi s• NAME: P T#: — `Y LOCATION: =I{JSPECT ON: TYPE OF STRUC Comments ' Y N N/A Footings iers 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 Dampproofmg Foundation Waterproofing � C X 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\Buiiding&Codes\lnspection Fams\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No.(518)761-8256 Date Inspection req s r ibC#d? Queensbury Building&Code Enforcement Arrive: - 6 Depart: 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initial . NAME: P RMIT#: — LOCATION: o SPECT ON: (01,9107 TYPE OF STRUCTURE— Comments Y Z NA Footings-Ir iers 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 Dampproofmg 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\Inspecdon Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Reps Office No. (518)761-8256 Date Inspection reque I Queensbury Building&Code Enforcement Arrive: -JQ Depart: A m 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: NAME: RMIT#: LOCATION: 6 INSPECT ON: I TYPE OF STRUCTURE: Comments N N/A Footin vbO111J� iers ky Monolithic Slab l ' 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 Dampproofmg 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$. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM FIRE 11IARSHAL'S OFFICE Town of Queensbury 742 Bay Road, Queensbury, NY 12804 "Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW Adirondack Cardiologists 2007- 5/16/2007 I have reviewed the revised drawing submission for the above, and offer the.following comments: 1) All Fire Marshal concerns from 5/1/2007 review have been satisfied Fire Marshal Michael J Palmer 742 Bay Road Queensbury NY 12804 5-18 7618206 firemarshal@queensbury.net Fire Marshal 's Office Phone: 518-761-8206 ■ Fax: 518-745-4437 firemarshal®queensbury.net • www.queensbuU.net FIRE MARSHAL'S OFFICE Town of Queensbury 742 Bay Road, Queensbury, NY 12804 "Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW Adirondack Cardiologists 2007- 5/1/2007 I have reviewed the current drawing submission for the Fire Alarm above, and offer the following comments: 1) Exit and emergency lighting plan E101 is acceptable 2) Fire alarm plan needs to be modified as follows: A) add pull station at exit 1001 B) heat detectors throughout to be smoke detectors per NYS fire Code Section 907.2 C) note to.be added indicating that system is monitored by central station D) note to be added for duct detection and shutdown if required E) note to added for sprinkler flow and tamper monitoring if required. aNk Fire arshal Michael 7 Palmer 742 Bay Road Queensbury NY 12804 518 7618206 firemarshal@queensbury.net Fi r e M a r s h a 1 's Off f i c e - P h o n e: 518-761-8206 - F a x: 518-745-4437 .firemarshal@queensbury.net • www.queensbury.net FIRE MARSHAL'S OFFICE Town of Queensbury 742 Bay Road, Queensbury, NY 12804 "Horne of Natural Beauty ... A Good Place to Live " PLAN REVIEW Adirondack Cardiologists 2007-245 11/8/2007 I have reviewed the submitted drawings for the above project, and offer the following comments found during our walkthru-on 11/06/07: 1) Provide 5" storz connection @ FDC with a 30 degree elbow 2) Provide Truss ID signage @ FDC'connection as well as the three entrances to building 3) Provide access to the-attic to verify-sprinkler-coverage Deputy Fire Marshal Gary K. Stillman "742 Bay Road Queensbury NY 12804 518 761 8206 Fi r e M a r s h a I 's Off f i c e • P h o n e: 518-761-8206 F a x: 518-745-4437 -firemai-shal@queensbuty.net • www.queenshamet alo V le-��, INSTALL ATION INFORMATION FINISHING MATERIAL' �C"� 7 NOTE:Anyremotewiring r Pi.mnotecontrol, Mallswitch,aII`{E ona ftn)mustbe 4i'N7)Q`e pdar to®®na iffnishing to avoid cosily reconslm�rcteoa. Never obstruct or modify the air inlet or outlet grills (louvers). This may create a fire lazard. Only noncorribustible materialsC_e_bnck,tree,slate,steel,or other materials with a U L fim rating of Zero)may be used to cover the black surface of the -A fib'minims adhesive may be used to attach facing materials to the black surface_Kjointts betweenthe finished wall and the fireplace surround are sealed,a30(rFmuumum sealantmatenal(General Bectac ITV 103 cr equivalent)must be used. VENT INSTALLATION Dead all instructions completely and thoroughly before attempting installation.Failure to do so could result in serious injury, property damage or loss of life. Operation of improperly installed and maintained venting system could result in serious injtt M property damage or loss of life. Failure to follotrothese instructions will void fire vmnanty. INSTALLATION PRECAUTIONS Consultlocal budding codes befombeginning the installation.The installermustmake sum to selectthe ptrapaervent system for" ou_Wove insltallinpa vent lat,the"installer must read this fireplace manual and vent tat imtrnctions. Only a quiMed installerlservice person should install venting system_The installer must follow these safety riles: • gear stoves and safety phases for ru tection. • Use extreme caution when using ladders or when on rooftops_ • Be aware of electrical wiring locahoris in walls and cerlings. The following actions will void the w-duanty on your venting system: • Installation of my dazinged venting courponent • Unauthonzed modification of the venting system_ • Installation of my coinponent part not manufactured or approved by XMIL • lnstallation ether than permitted by these instnrctions. 1.2 ��V ��(�CJ� WD0701 1 Lou- 1 'y VENT INSTALLATION This fireplace must be vented to the outside. The venting system must NEVER be allached to a chimney serving a separate solid fuel burning appliance. Each gas appliance must use a separate vent system.Do not use common vent systems. Horizontal sections of this vent system require A Minimum of T'Clearance a minimum of r clearances to combustibles at to the Top Is Required Along the top of the flue and In clearance at the sides Horizontal Length unfit Flue Pipe Penetrates Outside Wall. and bottom until the flue penetrates the ouisBde walL A minimum In clearance all around the flue is acceptable at this point of penetration. Vertical sections of this vent system require a minimum of In clearance to combustibles on all sides of the pipe. t+ 1+ A Minimum 1" Clearance to Combustibles Permitted All Around Flue at Outside van ' II II' II' Fr-gure 7-Combust-We I P S for Vent Pfpe 5"709 13 1 VENT INSTALLATION OMONAL MP VENT APPUCATION 'T1ke appliance is shipped asa rear vent unkIf the installation, After conversion to top vent layout requires the unittobea top vent configmation The appli- configuration the C(1 )fluepipe ante can be converted by following the steps below should be concentric " in the 651s When removing and refitting The plate sand adapter besumethe (I76mm)outercollar( in1147). associated gaskets are undamaged and refitted as require& 1_ Remove the eight(8)screws securing the fine pipe adapter to the fireplace body See Fdgme ScreWs 2. Set the flue pipe adapter aside,complete with the gasket Flue Pipe Do not damage the gaskets as the adapterandgaskaimist, Cover be refitted_ 3_ Remove the eight(8)screws securing the flue pipe cover to the top of die intake box and remove the cover andgaslwt_ p .See Figure 8. 4. Remove six(6)screws securing the flue pipe to the back 1 of the intake box and remove the pipe and gasket See Figure 9. S. Replace flue pipe to top of firebox_Ensure the gasket is in place and undamaged. Secure with six(6)screws_,fie Figure 10- 6_ Mace the flue pipe cover and gasket removed in step 3 Flue Pipe we over the flue opening in back of the intake box_ Adapter 7. Refit the flue pipe adapter and,gaslwt to the top of fire- Rghre i_RwwWqg s" (16)Screm from place_Secure the adapter with eight(8)screws removed Flue rape Adapter and Rue pipe der in step 1. Flue Pipe Flue screws Comer screws A 0 w A LIB Flue Prise Figure.9-Removing Mire Roe i re 10-Atftchiag Fzue ove W Top Vent Confturaffens i VENT INSTALLATION INSTALLATION PLANNING 'There are two bane types of direct-rent installation_ i Ilorizonw Termination • Mertical'Termination It is important to select the proper length of rent pipe for the type of termination you choose.It is also important to note the gall thickness. FOR HORIZONTAL TERIVQNATIQN tact the amount of vertical rise desired_All horizontal run Never run the vent pipe level or of venting must bare'11,C rise for every 12'of run towards the downvard.This may cause excessive temrination ' temperatures which could cause Nburnay use uptothrm90'ellmmsm this vent cmfiguratio.See aim. Horizontal leeminadon Configrirations on pages 20 and 21. FOR VERTICAL TERMINATION Measure the distance from the fireplace flodx to the ceiling.Add the cep thiclx:ss,the vertical rise in an attic or sedxul sxorN and allow for sufficient vent beight above the roof line_ NOTE_You may use two 450 elbows in place of 900 elbow.You must follow rise to run ratios when using 450 elbow& The appliance is approved for use with three 900 elbows maximum or a combination of 900 and 450 elbows up to a maximum of27dr Fbir two-story applications,firestops are required at each floor level_if an offset is needled m the attic,aMtional pipe and elbows will be required. You may use a chase with a vent termination with exposed pipe on the exterior of the house.See 1m affing K-W System in a Chase below N pipe is enclosed in chase,it is not exposed. It is very imporrtant that the renting system maintain its balance between the combustion air intake and the flue gas exhaust, Certain limitations apply to vent configurations and must be strictly followed. INSTALLING A VENT SYSTEM IN AN OUTSIDE CHASE A chase is a vertical boxlrik-e structure built to enclose venting that runs along the ode of a building.A chase is required for such venting. T reatm nt of firestops and construction of the chase may vary from building type to uilding type. These instructionsare not su for the requirements of local • building codes.You must follow all local building codes. ObustWhen Installing in a chase,you should insulate the chase as you would the outside walls of your home.This is especially important in cold climates. should be considered a com iblee material. Maintain proper clearances to all combustible materials. 5"r®t i� VENT INSTALLATION FOR HORIZONTAL TERMINATION Inside Comer Detail a G -- �D A / E g g O Find / \ u F� w�. e cwsea ® V } ,/ M A pVent Terminal ®Air Supply Inlet Area Where Terminals Not Pe itted F.7-grrre f1-Horizonftl Vert Terminaffon Locaffon MINIMUM DISTANCES A=Clime above the grade,a veranda,poach,deck,or balcomy rlZ'(305mm)minimmml_ B=Clearance to window or door drat maybe opened r 12'(305mm)miniu mm]. C=Clearance to permanently closed window [smimmum 12" (305mm) recommended to prevent event condensation on window] D_Vertical clearance to ventilated soffit located abo`a the terminal within a horizontal distance of two(2)feet(610mm) from the centerline of the terminal[18-(457mm)minimum]. B= Clearance to unventilated soffits[12-(305mm)mimmmul-Ckwrince to vW sQW[30- (76 )l- L= Clearance to an outside carnet See Figure 12. O=Clearance to an inside comer See Figure 12. H �'Nottobe installed above a gas meter/ assembly within tease(3)feet(914mm) yfroin fie centedine; of the regulator_ I= Clearance to service reguhator vent outlet"(914mm)mimmu n]. 1= Clearance to mechanical air supply inlet to bu iti ing or the combustion air inlet to any other appliance r12'p (305mm)minin um]- K=Clearance to a mechanical air supple inlet[*&(1829mm)mimmum]. L= Clearance above a paved sidewalk or paved dnveu-ay located on public property 177(2133mm)minimum]. M=Clearance underverdrida,larch,deck-,or balcony r 12"(305mm)minimum ]. N=Clearance above a roof shall extend a minimum of 2V(610mm)above the highest point when it passes through tine roof space and any other obstruction within a horizontal distance of 18m(457mm)_ As specified in CAN71CGA B149 Installation Codes. Wrote: Local codes or regulations may require different clearances. A vent must not terminate directly above a sidewahk or paved driveway,which is low between two the-family dwellings and senses both dwellings. **Only permitted if veranda,porch,deck,or balcony is fay open on a minimum of two sides beneath the floor. Alvways maintain minimum clearances around vent systeam.The minimum clearances to combustibles for horizontal vent pipe are 3"at the top and In at the sines and baftom of the vent system until the pipe penetrates the meanest vertical v,all (I n required).A • I minimum clearance all around the pipe must be maintained at outside wall and on vertical runs.Do not pack the open air spaces with insulation or other materials.This could cause high temperatures and may present a fire hazard. 16 54DO.701 VENT INSTALLATION TERMINATION CLEARANCES FOR BUILDINGS WITH COMBUSTIBLE AND NONCOMBUSTIBLE EXTERIORS v —I F l�(152mm) — E !aide Coarser Outside Canter H C=NLmd roan depib of 48(1219mm) H far alcove location G tD=11ininumn width for back wall of alcove location Vv —slJ -38"2( n ) E=Clearance fawn comer in alcove location G=Cong shble 24"(610nun) H=2417(610mm) combustible-ti(152mm) Noncomimn4ible 18"(457mm) J=2-( ) Noncombustible--2-(51mm) Balcony with No Side WWI Balcony vifth Alcove Location side v&H Rgure 12-Allowable Venting Chart 40-7 HOW TO USE THE VENT GRAPH 38 The Vent Graph should be read in conjunction with the following 36 m vent inslallalion instructions to determine the relationship between 32 r the vertical and horizontal dimensions of the anent system. ® 3 1_ Determine the bight of the center of tb horizontal vent pipe 28 exiling through the outer wall. Using this dimension on the 26 $� Sidewall Vent Graph below,locate the paint intersecting with 24 the slanted waph line. 22 m 2_ From the point of this intersection,draw a vertical line to the 18 <o botlom Of the POOL a+ 3. Select the indicated dimension,and position the fireplace in accordance with same. 92 - - Example_ if the vertical dimension from the floor of the g fireplace is 11'(3 4m)the horizontal run to the fade off ie 6 --— outer ar R must not exceed 14'(4 3m). . �" 4 eg. B P Example_fftbe vertical dimension from the floaroffhe unit 2 - - o s is T(2.14m), the horizontal run to the face of the outer 2 4 6 8101214161820 grog must not exceed 8112'(21 6m) HofizontEd tension Foam the Cueb Me of Sidewall Vent Graph showing the relationshipbetween vertical and Ternrnaffan to the Back of the Fireplace horizontal dimensions for a Direct Vent flue system_ Figure 13-hear Wall Ong Graph 5400701 1 VENTING INSTALLATION REAR CROUCH THE ALL)I'iPPUCAMO NS '"hen installed as a rear vent mut this appliance may be rented directly to a termination located on the rear malt behind the appliance s The maximum honzontal distance between the rear of the appliance and the outside of termination is 20'(508 m).See Fib 14 ® Only are 45'elbow is eel in these installations. Mamdmurn Female 2(r t Locking Lugs (Vote: Hbrizonial runs of vent Top View Flat Installation must be supported every three feet(914mm)_ Use wall straps Figure 14-bear Vent Application, M 1brthis purpose Aftximum ltor&cntal Distance male Slots 1. Rigid rent pipes and fittings have special ` 1wist4ock,connections.Assemble the desired combination of pipe and elbows to the appli- ance adaptor. Twist lock Procedure: The female ends of the pipes and finings have these locking lug Figure 15-rigid Vent Pipe Connections (indentations). These lugs will slide str&gbt into matching slots On the male end of adja- cent pipes and finings.Push the pipe sections together and twist one section clockwise approximately one-quarter turn until the set 027 tions are fully locked_See Figiou 15. (241 mm) 2_ Locate and cut the rent opening in the wall. II For combustible walls first frame m opening. Combustible Interior Walls:Cut a 11%7H x II 916a"W hole through the 9°W interior wall. — (241 min) —— Combustible Exteriur W2,11s: Cut a 91/A-"H ��. II r 4 x 91/2 W square hole through the.exterior (92mm)Ij wall frame.&e Figare.16. u NoncombusfibieWalls:Holeopening should be 71A"(190mm)in diameter. 3. The center of the hole should line up with the center line of the horizontal rigid vent pipe 74/a II end.Allow 1114"°minimum rise per foot_ Se (190mm) — — Figm a 16 I it Figure 16-Exterior Wall Framing Dimensions 18 5s"7®11 j VENT INSTALLAMON REAR WALL VENT INSTALLAMON (coal n 4 Apply a bead of _ emastic amend the outside . edpofvcntcap Pbswontbeventcapin%ccemlcrof Me on the extmor wall with the word-01"on the vent cap fadanaap LEMMPIOWClearmwoflmtocumbushMesis maintained to the due.Attach the vent cap with four wood Vent Cap screws supplied-,See Figure 17 � Wood ®o not recess vent tomdnafion •�Scn w into any vAdl. This will cause a Apply Mastic to lire �. All Four Sides Figure 17-Installing Horizontal Termination NOTE Repkwe the wood screm wM aWrapdate fastenem for stucco,brick concretk or other types of s%a6ng A viuyl sidiug standaff(part 0950)must be used with the Simpson HOnzcWtd'Termination(part on vinyl„stagy or wood-clad exterior walk Apply non mastic mound outside ealae of the staudeff instead of the gent cap assembly: See Figatae 18 5. Slice the firestop over the vent pipe before connecting the honzamial ran to the vent cap_.See Figure 1,9 6. The termination should overlap the fine a minimum of A/4"Apply silica to the outer pipeAmuimfica connectiow Fasten termination with screws provided- 7 Slide the hrestep against the interior wall surface and attach with screws.,See Figarse 19. Cut Vinyl Siding Away to Frtandotf interior Wall Surface Standof#950 Simpson Firestop Termination �\ •� vent \ #/985 � �®a (Horizontal Apply \� ! Termination) Mastic toAll Fou Sides r Nut �`� '\\ o ft S /� Horizontal Woad Screw Vent Pipe Figure 18-Installing SIMPSW Vinyl S%aling Figure 19-Installing Flrestcp on Stmufaff and Termination Horizontal Vent Pipi 5400701 19 VENT INSTALLATION HORIZONTAL TERMINATION CONFIGURATIONS 40 38 Since it is very important that the venter system maintain its balance 36 baween ffiecombushonahrffitaheandthetlruegase hm ar- 34 tions as to vent co ions app�y anil must be stritfly adhered to,. 32 'The Vent Graphs showing the rdationnsbip between vertical and hodzonlal 30 side wall venting,will help to determine the various dimensions allowable. 26 26 S'ee Figure 20. 24 3 1 rOM Hord sections of this Brent system tyre a minidnim of 30 22 � m clams to comhusftles atifte top of ffm flue and'-clearance at Me 20 sides and bottom wWi umnue dmouWde f,eaH.Amitgmwn 1' 18 o ad all aroutcd the flue is acceptable at this point of - 16 �o -o c Vertical sections of this want system require a minimum of I clurartce 14 �; p ® h to combnWhles on all sides of The pipe 12 Er 10 s When vent exits throngs foundations less tban 20"below outcrop,the fermi- 8 � nation must be dash up with oNrtrtcroppeci rvalfl above. 6 .100 R eT g- It is best to locate the fireplace in such a way that minimizes the number of 20m 2 _ _`A_-- _-- -- offsets and haizoutal vent lcn,--th. The horizontal vent rum refers to the total lemeh of vent pipe from the fine 2 4 6 8101214161820 collar of the fireplace(or the top of the'Transition bebow)to the face of the D7Mmansbn Teminabon to the m the Cuepime outer wall. Figure 20-►tear Wall Varihng Graph When installing the appliance as a rear vent unik the 9,80 or 450 transition elbow attached directly to the rear of the wit is NOT INCLUDED in the folkming criteria and calculations, and unless specifically mentioned should be ignored when calculating venting layouts. • The maximum number of 9Cr elbows per side wall installation is three(3)_See Figure 21. s If a 9 elbow is fitted directly on top of the fireplace Sange the maximum vent run befom the teuminalion of a vertical rise is 36'°'(914 mm).,fee Figure 22. 36" 3 x 80® 1M Max ®bags If ei li IN 3 x 90® � , M MOWS Max It ! Figure 21-tllwamum Three(3)9fr E►bGws Rgwe 22-►lftr mum Hoy&onW►turf Wfth No RfSe Fer►nstal►agon 20 WD0701 VENT INSTALLATION HORIZONTAL TERAlNAMON(ONRGURAT[ON (Confined) • Ifa9O'elbmvisusedintlrhodzemlAven;trun(levelhd& \ �� maintaimM the horizontal vent leng&is reduced by 361". See Figiwes 21 and 22,page 20 This does not apply if the D 9(r elbows am used to i Nxease or redirect a vertical nse. ,See Figure 24. Example_According to the vent graph (page 20) the maxfmum horizontal vent length in a system ndh a 7.5' vertical rise is 20'(6m) and if a 900 elbow is required in Me horizontal vent it must be reduced to 17'(5-2 m)- lnFigmes23 and 24,Dimension A plus B must not be Beater than 17(52m). � � 776"" i • The ma dmum number of 45'elbows permitted per side wall installation is two(2).These elbows can be installed in either the vertical or horizontal run. ®� • For each45®elbowinstalledinthehonzontalnm,the length oftheborizontalrunNIiIJMBred eedby18"(45cm).This does not apply if the 45'elbows are installed on the vertical part of the vent system_ Figure 23-i Run Reducdon • Thema mmmmberofelbowdeg[eminas is . .S'ee Figure 25 Example. Elbow 1 = 90® Elbow 2 = 45' Elbow 3 = 45" Ellbow 4 = W / Total Angular Variation = 270" R B 7' A 10" 1 fil 2 I 3 � 11 4 90'Elbow=T 1 11 • i 2 A+B=1T Maidmum i 3 4 � I ' 11 1 +2+3+4=2700 Figure 24-Mammum l feast/dun wee Egxms Figure 25-Ab mum Elbow Usage 54D0701 21 VENT INSTALL.AMON BELOW GRADE INSTALLATIONS W7aen it is not possible to meet the required vent terminal clearances of 12"above grade level,a snoaimI lit is recommended. It allows installation depth down to 7'(178mm)below wale level-The 7'(178mm)is measured from the center of the horizontal vent pipe as it penetrates tbrouglr the wall. Ensure that sidewaH venting clearances are observed.If venting system as'installed below gad,we recommend a window well with adequate and proper-drahmW to be insfiffied around the termination area. If installing a snodicl,a minimum 2V- vertical rise is necessary.The mwdumm hodzonW run with the 247 vertical pipe is W-'This measurement is taken from the collar of the fireplace(or transition elbow)to the face of the exterior wall.See the Sidewall Venting Graph for extended honzontal run if the vertical exceeds 2V. 1_ Establish vent hole through the wall_See Figure 16 page 1& 2_ Remove soil W a depthof approximately 16°"below base of snodwl.Install drain pipe.Install window well(not supplied), Refill hole with 12'of coarse gravel leaving a clearance of approximately 47 below snodwL See Figure 26 3. Install vent system. 4 Insure a watertight seal is made around the vent pipe coming through the wall_ 5. ApplY high temperature sealant caull-ing(supplied)around the 4-and 7-snorkel collars. 6. Slide the sal into the vent pipes and secure to the wall. 7. Level the sod so as to maintain a 4'clearance below snorkel_See Fig,um 26. • Do not back fill around snorkel. A clearance of at least C must be maintained between the snorkel and the soil. If the foundation is recessed,use recess brad x fs(colt supplied)for se c m nig lower pmfion of the sue dwl_Fast®baadwts to wall first,then secure to sn>&el with self dulling AkIlz sheet metal screws.It will be to extend vent pipes out as far as the protnading null face.See Figaare 27 Screws Firestop Minimum C Clearance Ground Snorkel 0 0 0 o low Well Foundation 24" �' 00000 ;000 Gravel Res 1Nall Screws minimum .. ®rain Watertight Seal Foundation Wall Around Pipe Sheet Metal Screws 000.1 FQu a 27-Strorke!Instal "on, Rgrere 26- Below Grddb►nstallatBen Recessed Founda&on 22 54DO701 i a VENT INSTALLAMON 73CA ROUGH-THE-ROOT)APPUCATIONS Tins Gras Fireplace has been approved for, • Vertical installations uptoW(12m)inheigbt.Uiptoa 10'(3m)horiiontal ventrun can beinstalledwitbinthe vent system using a mwdmumm of two 90'elbous-See Figure 28. NOTE: Harizaidd sections of this vent system require a minimum of 3' clearances to combustibles at the top of the flue and 1'clearance at the sides and bottom until the fibepeneti,afes the outside wall.Aminimum 1'clearance ag around the flue is acceptable at this point of penetradon. kcal sections of this vent system require a minimum of 0" I clearance to combustibles on all sides of the pipe 40"Mammum Height Mawmum 8"Minimum Height I FF Support 0' Straps Support Straps MaDdmum Emery Every 3" j 5"Vertical 40"Mammum Height � I / 8"Minimum Height Support Straps Every 3" Figure 28-Support Straps for Horizontal Runs 1 2 • Up to two 45' elbows may be used witbin the 3 horizontal run_lbf each 45'dbow used on the horizontal plane,the maximum horizontal leVh 4 must(:be reduced by 18-(450mm). Example:Mammum horizontal length No elbows = 10"(3m) i 1x45®elbows = 8.5"(2.6m) 2x45®elbuies = T(2.1 m) • A minimum of an 8" (2.5m) vertical rise is 2- -required. Example_ Elbow 1 = 90® Elbow 2 = 45' 3 • Two sets of 45�elbows offsets maybe used within Elbow 3 = 45' the vertical sections.From 0 to a maximum of 9 t=Jboee 4 = 90® 4 (2S m)of ventpipe canbeusedbetweenelbo Total Angular Variation = 2700 See figure 29 • The minimum anmfar variation allowed in the i I system is 270'.See Figure 29. It • The minimum hergbt of the vent above the hrgb- o o est point of penetration ftougb the roof is 2" (610mm). Figure 29-A�'axtmum Elbow Usage 54DO701 23 h VENT INSTALLATION INSTALLAEON FOR VERMCALTERMINAMON 1. Detemmoderoute)ourveMcdwentm,-wiUtalae_lfcedmgjoisL Roof roof rafters or a+tlor foaming will obstruct the venting system, Flashing consider an offset.See Figure 30 to avoid cutting load bearing � members" Foroptimalflame appearaace,aaestrictmdiskis necessary onshm,4t vertical runs of W of more. wall ® Rums may not incotpoiale elboum Strap • The disk-is part number 4510551 and is included in instal- lation manual packeL 4.50 Elbows • Drop the disk:into a 4"inner collar before installing the first section of flue or install at the last section before installing the termination • An additional disk-maybe installed on runs of 35°or more. Rotate disks perpendicular to each other NOTF-Payspecial . tot hesei ni \ for required clearances(airspace)to combustibles when Ceiling Fiestop passing through ceilings, walls, roofs, enclosures, atgc Figure 30-Offset with Wall Strap and 4V etc Do not pack air spaces with insulation.Also Elbows note maximum vertical rise of the venting system and any Nails maximum horizortial offset M milations Offsets must fall within the parameters shows in Figure 13,page 20 2. Set fireplace in desired location Drop a line plumb down from the ceiling to the position of the flue emL Mark-the center point where the vent will penetrate the ceding Del a small locating hole a this poinL Drop aplumb lane from The inside:of the roof to the ceiling locat- ing hole an the cer7ing,Made the center pint where the vent will Fitest®p penetrate the roof.Drill a small locating hole at this point Figure 31-if AreaAbove is a Room,install FLAT CEILING INSTALLATION R-restop above Framed Hole as Shown 1. (art a 9r//z"'(24Imm)square bale in the ccdimg>ffing the lccatrog hole as a centerpaan The opening shouldbe framed to 91112-'a91//2°' (241mm t?41mm)inside dimensions as shown mFigure 32nsu framing-lumber rho same size as the ceiling joist If the any above the ceiling is an insulated ceiling or a room,nail flrestop from the top side.This prevents loose insulation hem falling into the required clearance space.See Figure 31.tease,install firestop below the fframed bole_,See Figure 32. Z Assemble the desired lengilis of pipee and elbows necessary to reach f um the burner system flue upthrrou&The fires" Besvre pipe and elbow connections are fully twist-locked.See Figure 15 page 10 Nails Firestop 6--agure32-IfA rem 4hoveis Prot a Room,Instaff Fiirestap above Framed hole as Shown 24 54DO701 Y r VENT INSTALLATION 3_ Cat a bole in%c roof using the locating holy as a center point(fiver any exposed open vent pipes before cuffing-hole in roof)_The 91112'!x9vz'(24lmmt?4lmm)holemustbemea u donthehedzmtaLAdualleM&maybelaW on the pitch of the roof.There must be a 1"minimu n clearance from the gent pipe to combuslhMe materials.(Insulation should be considered a combus7h-Me material). 4 erect a section of pipe and extend up through the hole. MOM If an o#116W is needed to avoid obstructions,you must support the vent pipe every three(3)feet Imse wall straps far this purpom See Figure 28,page 23 possible;use 45'elbows i of W elbows The 45'elbow,offers less restriction to the How of the flue gases and intake air. 5. Place the flashing over the pipe section(s)ex tend mg,through the roof_Secure the base of the flashing to the umf and framing YnIh roofing marls.Be sure roofing material overlaps the top edge of the flashing_There must be a I'clearance from the vent pipe to combustible materials. C_ Clontinue to add pipe sections until the height of the vent cap meets the minimum building code mq irements_ (NOTE: You must increase vent height for steep roof pitches. Nearby trees, adjoining roof lines,steels pitched roofs,and other similar factors may cause poor draft or ng in high*ands Increasing the vent height may solve this problems. NOTE:If the vent pipe passes through any occupied areas above the rust floor,inchmmfing storage spaces 54DO701 25 SPRINKLER SYSTEM CHECKLIST Date: 1 - -i-c Name: f)R k Location: N/A YES NO Sprinkler system plan and facility layout provided FDC correct size FDC accesible Tamper switches in place Flow switch in place All sprinkler heads have proper clearance FDC riser piping correct size Letter on file from contractor per NFPA 13 Inspector MAY-09-200T 02:36PM FROM- T-T06 P.002/002 F-921 NRHEngineering, P.C. 1399 Vischers Ferry Road,Clifton Park Now York 12055 • Phone 1518)373.8818 Fox(518)373.8621 1&y 9,2007 Town of Quvosbuq Building Ogparfilent TWO Hall 742 Say Road Queeusbury,N.Y. IZSOt AM.Dave$Rtin Director OfBuildings and Code Enforcement SUUJECT�Adirondatk Medical Struewyal Special inspections Dear Dave, i have been retained by BBL Construction to provide special inspections in regards ro the structawal steel portions of die Adirondack Medical project on Bay Road_I will be performing periodic ip9ections as it relate,;to the provisions listed in the New York State Building'Code, I trust the above information will provide you with the information you requested in this regard.IF you should need anything else,please contuct me. Yourstruiy, Michael R.Iiutsenpiller,P.E. Picsident Cc:file Engineering. P.C. Job .# Dept. Date BY JOB TITLES ��' M.Ckd. Date DESIGN AREA /71,�wi�•� s C Date Sheet i of Z Reference Zz sip/Fri /Zas /�/ Olt' ��Za.'* //Y� �i-d«.+�T" (� d`?"� /�sC�9ra� / �'�/�.ryv�:tJ•,1S T �� SL?rW'1 " v r Engineering.P.C. Job # Dept. By ,V/zW Date JOB TITLE M.ckd.`Date c.ckd. Date DESIGN AREA Sheet 2 of Reference 7 All t Ga/6 S 2��Glr� 93L /L11rl E, ;mV ci. I IL f G sI 0� I,!�,i I A H-h ED"! _j 46, I�IIx O �fd -4 j W12XW' a F.S.0 W : Wi X40Jll i 112� W140 X 'Vj r A ,if � it " 4PI It A o'�R, wr, Tj Cf.) LL-_— q j r 'a . �7 ..... ........ ... ............ ----------V -- 1 4 o00 0 0 0 0 00 © o o © o � ul�l �� I�� 7■I■I■■�■ �'� y, . I� ICI ■i�! _.■!'_�i■.� 1 • ti .• 1- Ili ,• ��! 0- '�� '1■■ ■� `� w �� 11 i YGF7 `� __IfG_ • �— _ ! .r*err O i �-'•�� ►•�■�� ,y� �� , ivy a � .;� MIN ® � TRIAIE �11 •� � - --- �■ ■�� I■I IBC■ �_S � +� � - ' \I ON Oil I min ON I oiT� Frame Static Analysis Repoxt for AdirMed Page 51/57 2 NODE PRISMATIC BEAM ELEMENT -- ELEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL TORSION SHEAR X MOMENT Y MAX MOM/DEFL DIST SHEAR Y MOMENT X MAX MOM/DEFL DIST 7 212 0.0564 -0.0001 -0.0003 0.0055 2.1220 0.0000 10.0138 9.43 215 0.0564 -0.0001 -0.0003 0.0007 -0.0002 8.28 -2.1228 0.0000 -0.0744 9.43 8 212 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 215 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 212 0.0534 -0.0007 -0.0015 0.0315 12.0763 0.0000 56.9675 9.43 215 0.0534 -0.0001 -0.0015 0.0040 -0.0011 8.27 -12.0763 0.0000 -0.4234 9.43 R E A C T I O N S NODE LOAD (* Indicates Reactions Occ= in Nodal Local System) NO COMB PX PY P2 MR MY MZ Units: K K K K -Ft K -Ft K -Ft 1 1 0.0013 14.8338 0.0000 0.0000 0.0000 0.0000 2 0.0002 2.2251 0.0000 0.0000 0.0000 0.0000 3 0.0006 6.7345 0.0000 0.0000 0.0000 0.0000 4 0.0010 11.1253 0.0000 0.0000 0.0000 0.0000 5 0.0010 11.1253 0.0000 0.0000 0.0000 0.0000 6 0.0002 2.0174 0.0000 0.0000 0.0000 0.0000 7 0.0002 2.9668 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.0010 11.8670 0.0000 0.0000 0.0000 0.0000 2 1 -0.0000 38.4066 0.0002 0.0000 0.0000 0.0000 2 -0.0000 5.1945 0.0000 0.0000 0.0000 0.0000 3 -0.0000 17.1571 0.0001 0.0000 0.0000 0.0000 4 -0.0000 28.8050 0.0001 0.0000 0.0000 0.0000 5 -0.0000 28.8050 0.0001 0.0000 0.0000 0.0000 6 -0.0000 4.7097 0.0000 0.0000 0.0000 0.0000 7 -0.0000 6.9260 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 -0.0000 31.4807 0.0001 0.0000 0.0000 0.0000 3 1 -0.0000 40.1766 -0.0002 0.0000 0.0000 0.0000 2 -0.0000 5.5994 -0.0000 0.0000 0.0000 0.0000 3 -0.0000 18.0294 -0.0001 0.0000 0.0000 0.0000 4 -0.0000 30.1324 -0.0001 0.0000 0.0000 0.0000 5 -0.0000 30.1324 -0.0001 0.0000 0.0000 0.0000 6 -0.0000 5.0768 -0.0000 0.0000 0.0000 0.0000 7 -0.0000 7.4658 -0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 -0.0000 32.7107 -0.0001 0.0000 0.0000 0.0000 4 j 0.0000 60.0085 -0.0001 0.0000 0.0000 0.0000 2 -0.0000 7.7728 -0.0000 0.0000 0.0000 0.0000 3 0.0000 26.6378 -0.0000 0.0000 0.0000 0.0000 4 0.0000 45.0063 -0.0001 0.0000 0.0000 0.0000 5 0.0000 45.0063 -0.0001 0.0000 0.0000 0.0000 6 -0.0000 7.0474 -0.0000 0.0000 0.0000 0.0000 7 -0.0000 10.3638 -0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.0000 49.6447 -0.0001 0.0000 0.0000 0.0000 5 1 -0.3712 59.0891 0.0000 0.0000 0.0000 0.0000 2 -0.0474 10.9088 0.0000 0.0000 0.0000 0.0000 3 -0.1644 27.7862 0.0000 0.0000 0.0000 0.0000 4 -0.2784 44.3168 0.0000 0.0000 0.0000 0.0000 J Frame Static Analysis Report for AdirMed Page 52/57 R E A C T I O N S NODE LOAD (* Indicates Reactions Occur in Nodal Local System) NO COMB PX Py P2 Nt MY MZ 5 -0.2784 44.3168 0.0000 0.0000 0.0000 0.0000 6 -0.0430 9.8000 0.0000 0.0000 0.0000 0.0000 7 -0.0632 14.4117 0.0000 0.0000 .0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 -0.3080 44.6774 0.0000 0.0000 0.0000 0.0000 6 1 -0.0004 13.3263 0.0000 0.0000 0.0000 0.0000 2 -0.0001 1.9989 0.0000 0.0000 0.0000 0.0000 3 -0.0002 6.0501 0.0000 0.0000 0.0000 0.0000 4 -0.0003 9.9947 0.0000 0.0000 0.0000 0.0000 5 -0.0003 9.9947 0.0000 0.0000 0.0000 0.0000 6 -0.0000 1.8124 0.0000 0.0000 0.0000 0.0000 7 -0.0001 2.6653 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 -0.0004 10.6610 0.0000 0.0000 0.0000 0.0000 7 1 -0.0779 56.9567 0.0000 0.0000 0.0000 0.0000 2 -0.0099 7.1729 0.0000 0.0000 0.0000 0.0000 3 -0.0345 25.1822 0.0000 0.0000 0.0000 0.0000 4 0.0584 42.7175 0.0000 0.0000 0.0000 0.0000 5 -0.0584 42.7175 0.0000 0:0000 0.0000 0.0000 6 -0.0090 6.5034 0.0000 0.0000 0.0000 0.0000 7 -0.0133 9.5639 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 -0.0646 47.3928 0.0000 0.0000 0.0000 0.0000 8 1 0.0007 71.1712 0.0000 0.0000 0.0000 0.0000 2 0.0001 7.9655 0.0000 0.0000 0.0000 0.0000 3 0.0003 30.9747 0.0000 0.0000 0.0000 0.0000 4 0.0005 53.3784 0.0000 0.0000 0.0000 0.0000 5 0.0005 53.3784 0.0000 0.0000 0.0000 0.0000 6 0.0001 7.2220 0.0000 0.0000 0.0000 0.0000 7 0.0001 10.6206 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.0006 60.5506 0.0000 0.0000 0.0000 0.0000 9 1 -0.0820 50.8651 0.0000 0.0000 0.0000 0.0000 2 -0.0105 6.4876 0.0000 0.0000 0.0000 0.0000 3 -0.0363 22.5293 0.0000 0.0000 0.0000 0.0000 4 -0.0615 38.1488 0.0000 0.0000 0.0000 0.0000 5 -0.0615 38.1488 0.0000 0.0000 0.0000 0.0000 6 -0.0095 5.8821 0.0000 0.0000 0.0000 0.0000 7 -0.0140 8.6501 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 -0.0680 42.2150 0.0000 0.0000 0.0000 0.0000 10 1 0.0144 58.3300 0.0000 0.0000 0.0000 0.0000 2 0.0018 7.3458 0.0000 0.0000 0.0000 0.0000 3 0.0064 25.7893 0.0000 0.0000 0.0000 0.0000 4 0.0108 43.7475 0.0000 0.0000 0.0000 0.0000 5 0.0108 43.7475 0.0000 0.0000 0.0000 0.0000 6 0.0017 6.6602 0.0000 0.0000 0.0000 0.0000 7 0.0025 9.7944 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.0119 48.5355 0.0000 0.0000 0.0000 0.0000 11 1 -0.0001 64.4006 0.0000 0.0000 0.0000 0.0000 2 -0.0000 7.2024 0.0000 0.0000 0.0000 0.0000 3 -0.0000 28.0254 0.0000 0.0000 0.0000 0.0000 4 -0.0001 48.3004 0.0000 0.0000 0.0000 0.0000 Frame static Analysis Report for AdirMed Page 53/57 R E A C T I O N S NODE LOAD (* Indicates Reactions Occur In Nodal Local System) NO COMB PX PY P2 MX MY NZ 5 -0.0001 48.3004 0.0000 0.0000 0.0000 0.0000 6 -0.0000 6.5302 0.0000 0.0000 0.0000 0.0000 7 -0.0000 9.6032 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 -0.0001 54.7973 0.0000 0.0000 0.0000 0.0000 12 1 0.0136 52.1515 0.0001 0.0000 0.0000 0.0000 2 0.0017 6.6440 0.0000 0.0000 0.0000 0.0000 3 0.0060 23.0953 0.0000 0.0000 0.0000 0.0000 4 0.0102 39.1136 0.0000 0.0000 0.0000 0.0000 5 0.0102 39.1136 0.0000 0.0000 0.0000 0.0000 6 0.0016 6.0239 0.0000 0.0000 0.0000 0.0000 7 0.0023 8.8587 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 010000 9 0.0113 43.2929 0.0000 0.0000 0.0000 0.0000 13 1 0.0019 67.1085 0.0000 0.0000 0.0000 0.0000 2 0.0003 8.4514 0.0000 0.0000 0.0000 0.0000 3 0.0009 29.6706 0.0000 0.0000 0.0000 0.0000 4 0.0015 50.3313 0.0000 0.0000 0.0000 0.0000 5 0.0015 50.3313 0.0000 0.0000 0.0000 0.0000 6 0.0002 7.6626 0.0000 0.0000 0.0000 0.0000 7 0.0004 11.2685 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.0016 55.8400 0.0000 0.0000 0.0000 0.0000 14 1 -0.0003 74.7691 0.0000 0.0000 0.0000 0.0000 2 -0,0000 8.3555 0.0000 0.0000 0.0000 0.0000 3 -0.0001 32.5343 0,0000 0.0000 0.0000 0.0000 4 -0.0003 56.0768 0.0000 0.0000 0.0000 0.0000 5 -0.0003 56.0768 0.0000 0.0000 0.0000 0.0000 6 -0.0000 7.5756 0.0000 0.0000 0.0000 0.0000 7 -0.0001 11.1406 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 -0.0003 63.6285 0.0000 0.0000 0.0000 0.0000 15 1 0.0037 53.0974 0.0001 0.0000 0.0000 0.0000 2 0.0005 6.7428 0.0000 0.0000 0.0000 0.0000 3 0.0017 23.5035 0.0000 0.0000 0.0000 0.0000 4 0.0028 39.8230 0.0001 0.0000 0.0000 0.0000 5 0.0028 39.8230 0.0001 0.0000 0.0000 0.0000 6 0.0004 6.1135 0.0000 0.0000 0.0000 0.0000 7 0.0006 8.9904 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.0031 44.1070 0.0000 0.0000 0.0000 0.0000 16 1 -0.0000 9.9646 -0.0000 0.0000 0.0000 0.0000 2 -0.0000 1.4947 -0.0000 0.0000 0.0000 0.0000 3 -0.0000 4.5239 -0.0000 0.0000 0.0000 0.0000 4 -0.0000 7.4734 -0.0000 0.0000 0.0000 0.0000 5 -0.0000 7.4734 -0.0000 0.0000 0.0000 0.0000 6 -0.0000 1.3552 -0.0000 0.0000 0.0000 0.0000 7 -0.0000 1.9929 -0.0000 0.0000 0.0000 0.0000 8 0.0000 0,0000 0.0000 0.0000 0.0000 0.0000 9 -0.0000 7.9717 -0.0000 0.0000 0.0000 0.0000 17 1 -0.0000 32.1586 -0.0000 0.0000 0.0000 0.0000 2 -0.0000 4.4470 -0.0000 0.0000 0,0000 0.0000 3 -0.0000 14.4141 -0.0000 0.0000 0.0000 0.0000 4 -0.0000 24.1190 -0.0000 0.0000 0.0000 0.0000 Steel Design Report Project: AdiriMed(C:1DCCWramel51XPrujectXadmed) Company: MRH Engineering,P.C. Description: Building Frame User. Michael Hutsenpiller,P.E. Date: 04/10/207 08;59 AM Soffivare: Digital Canal Frame Analysis&Design Desian Results (ASD) GROUP DESIGN SUMMARY ID Section Description Section Name Governing Criteria Stress Load Combination Ratio COLLTIVIN'� A' 9.4�: :-CoffibE� -9 'B V 1-6x67 'A Live DCH le'etioti Y' _0 Lower c 76 W18x143 Live Deflection Y 0.901 Combl 21xl W. J 1' -L ive!Ddfld6ti6d---Y- ".00M bl'76 W24x94 tf Live Deflection Y 0.918 Combl 'TSl2x4x5L,-' iddle!C6 -Befidih Axial K_ .O.SW is TS14x4x.375 Axial-Bending 0.893 Combl Sl6x4x.3425,.e f in dihg.`� MQM2� _-,C6 b I 15 TS20x4x.3125 Axial-Bending 0.728 Comb 'u pper, nib __Y C 72 W14x]32 Live Deflection Y 0.945 Combl J,'Qoniv 72 W18x86 Live Deflection Y 0.945 Combl b1_1 Jx%. CRITICAL STRESS SUAWLARY ED Ref. Section Name Governing Stress Load Combination Distance # Criteria Ratio (ft) 4: A-v end i� :Combl- .'TS3 x3k.JL875 1 2 TS4x3x1875 Axial-Bending 0.7273 Combl 13.000 TS in Combl- 5.. 1 4 TS6x3x.125 Axial-Bending 0.6976 Combl 13.000 V `TS5x3 X., .7 ch 0 .9.44V, "J.3'60 2 2 TS6x3x.3125 Axial-Bending 0.8819 Combl 13.000 -T.5Sx3x;5__., A3 436nd4 j_ �'-'-094254 Coin6L xial g____ . . ri-, 3 2 TS6x3x.3125 Axial-Bending 0.9935 Combl 13.000 3. _Cbffibl 1, jm Axial-Beddi 4 2 TS10x3x.25 Axial-Bending 0.9935 Combl 13.000 T". T'S8x3k 375'm 77777:__.-.:AkialwBendihw'_-..,' .9.7 T, 5 2 TS10x3x.25 bf Axial-Bending 0.9826 Combl 1.9500 6 0 C 43T,00 l,,TS3xkJ en mg-_,� i)Jilb 1 A)dW7'B 6 2 TS4x3x.1257 Axial-Bending 0.9008 Combl 13.000 'OL 7442y CombV 3' TS5k3NA25L-',: ending 6 4 TS6x3x.125 Axial-Bending 0.6268 Combl 13.000 7,: J:!,�'�' 0;92*,'r`i'�;: C b V" Li v6Ddf1cctioh%Y,- ont 'L 7 2 W14x61 Live Deflection Y 0.9566 Comb 1 14.760 W16k5Gr _D6fl6dti6d'Y 929 J; om'.�!C bl 7 4 Wl8x46 Live Deflection Y 0.8599 Comb 14.760 ive 03263 Combl )ell dti6d L I e Y-�_-- 7 6 W24x55 Live Deflection Y 0.4535 Combl 14.760 7'50 ...0.9 _'Comb V-_ 'e "W'12X50 W, ,_�,J. 998.', 0;;endi 8 2 W14x48 Axial-Bending 0.9201 Combl 4.7500 V ...... 0_9998""m"Combl m, 0' ,1500., W1 6x4 8 4 W18x40 .'...Combl W21x Axial Benin 0 Axial-Bending 0.9457 Combl 4.7500 d 7927': -n 75 8 6 W24x55 Axial-Bending 0-5674 Combl 4.7500 '9 Orn 9 J.1'__1�4� 0 V12x53 , '_ ,,c, �. C bl 0�:Q 00" 9 2 W14x48 Axial-Bending 0.920 Combl 0.0000 J,9". Comb1"0.8913" V 6 45,' 00000, W18x40 Axial-Bending 0.9483 Combl 0.0000 Steel Design Report for AdirMed Page 2/7 i 1 Axial=Bendm 0:795� _Comb1 :> O'.O,Q00 9 6 W24x55 Axial-Bending 0.5696 Combl 0.0000 10< :1. W12x106 `:Live:Deflection:.Y 0.9987 : :°Comb! 13'386 10 2 W 14x90 Live Deflection Y 0.9327 Combl 13.386 lOs:, " : 3' -:W-16x67 ;_1 ive Deflection.Y 09.767:: 10 4 W18x60 Live Deflection Y 0.9470 Combl 13.386 '10 2,; . . 5_ :-.: W2h62 Live Deflection Y O.Z006, ''Combl. - 13 386 10 6 W24x68 Axial-Bending 0.5132 Combl 20.741 1"1 d:.' :"W12x58 Axial-Bending:.r 0.9789 °':Comb! . s _0:0000 11 2 W14x53 Axial-Bending 0.9829 Combl 0.0000 I I!` 3W16x50 Axial-Bendm 0:9458 Comb 1 ;- 0l0000 11 4 W18x46 Axial-Bending 0.9746 Combl 0.0000 11 5 W21x44 AwaFBendmg 0.9428 Combl r 0 0000 >_ -:> 11 6 W24x55 Axial-Bending 0.6754 Combl 0.0000 12', 1 ' :W12x50 " ;Live Deflection-Y 09604 C6mb1 ;. 12545. 12 2 W14x38 Live Deflection Y 0.9828 CombI 12.545 12: 3 Live Deflection Y: 0:8446 Combl 12 545 W16x36 . 12 4 W18x50 Live Deflection Y 0.4730 Combl 12.545 12i:.'. ; 5 W21x62 LiveDeflectionY- A.2945. Combl 12545 : 12 6 W24x68 Live Deflection Y 0.2068 Combl 12.545 13''.: 'l W12x58 `Live Deflection Y :0:9384 .: 13 2 W14x48 Live DeflectionY 0,9190 Comb] 13.260 3;:.. -:`. W 1bx36 - :.Live Deflection Y: 0".9949 Comb 1 ;': 13:260".:'% 13 4 W18x35 bf Live Deflection Y 0.8740 Combl 13.260 13-•' S W21x44 Live Deflection Y 05287 :•': Combl. 13 6 W24x55 Live Deflection Y 0.3302 Combl 13.260 14 1 TS8x3x.375'� : :Axial-Bendin '0.9004 ;Comb! 13 OQ0 14 2 TSIOx3x.25 Axial-Bending 0.9506 Combl 13.000 15'. :1 TS12x4x 5 Ax'a-Bending, :0:8614 Combl' IS 2 TS]4x4x375 Axial-Bending 0.8929 Comb] 21.500 =:15 3'. TS16xdz 3125: / al-Bending-.;.` 0 9018 Combl 21 500 15 4 TS20x4x.3125 Axial-Bending 0.7282 Comb1 21.500 :1- TS6x3x 5. : ;. Axial-Bendin :Oi9571 .-":'Comb! 13'.000 16 2 TS7x3x.375 Axial-Bending 0.9237 Combl 13.000 16.; 3:<`:•" ..TS8x3x3125 Axial-Bendm 0.9107 4Comb1 . 1300Q, 16 4 TSIOx3x25 Axial-Bending 0.8548 Combl 13.000 <Wi2x40._ Iive.DeflectionY?:. . 0:9.470 _.. :Comb! _ 11:510 _ 17 2 W14x34 If Live Deflection Y 0.8634 Combl 11.510 :';17 3 - W 16x36 I iv6 Deflection:Y , . '0.6553. _:':Comb1 " t 11.510 17 4 W18x50 Live Deflection Y 0.3670 Combl 11.510 17`- 5 W21x62 L'ive:Deflection'Y" 0i2207," ::Comb! '.'` " 11S '0„ 17 6 W24x68 Live Deflection Y 0.1604 Combl 11.510 18: P W12x120:'. :-Live Deflection Y" 0:9001 Combl 18 W 14x90 Live Deflection Y 0.9640 Combl 11.510 LB.... ".WI6x77" Live Deflection I' :'Oi8b76 ; 'Comb18 W18x60 Live Deflection Y 0.9787 Combl 11.510 LiveDeflecti n.Y,,. 09719 W12x40 Live Deflection Y 0.9470 Combl 11.510 19:. 2 Lwe Deflection Y 0 8634 Combl 11 Sll] W 14x34. 19 3 W16x36 Live Deflection Y 0.6553 Combl 11.510 -19 4 : W.1.8x50 Live:Deflection:Y;: ,0.3670" Combl 1151,0 , 19 5 W21x62 Live Deflection Y 0.2207 Combl 11.510 19 6 W24x68 '.: 'Live Deflection Y i'0.1604 +`.Comb! 11510 .' 20 1 W12x65 Live Deflection Y 0.9865 Combl 11.510 20 2 W14x53 'Iive'Deflection Y= 0:9719 .,Comb1 20 3 W 16x45 Live Deflection Y 0.8973 Combl 11.510 20 4. LiveDeflectionY O'.8591 ='Comb! , 115:10 W 18z40. 20 5 W2lx44 Live Deflection Y 0.6237 Combl 11.510 21 ,:...1.'.... _ .....:.. :,.W.12x58..,,..,_;: TrveDeflection.Y :0.9224 _ -::Comb! 21 2 W14x48 Live Deflection Y 0.9034 Combl 11.510 21 3 W16x36 =. •Live;Defleetion:Y:. `..:0[9780 21 4 W 18x35 Live Deflection Y 0.8591 Combl 11.510 21 5 W2lx44.. .._ ?: Live:Defleotion.Y> 0.5198 < '-Comb!22 1 TS3x3x.1875 Axial-Bending0.7261 Comb1 0.0000 22 2 TS4x3x 125 Axial-Bending;. 0>7869 Comb! 0 0000 22 3 TS5x3x.125 Axial-Bending 0.6525 Combl 0.0000 22 -4 "-TS6x3z 125 Axial-Bending A:5643 Combl. 0:0000 23 1 TS3x3x.3125 Axial-Bending 0.8776 Combl 0.0000 Steel Design Report for AdirMed Page 3/7 'Akial-Bendng.,: '0:9768-, .- :Combl 0.0000 X. 5 23 3 TS5x3x.1875 Axial-Bending 0.8106 Combl 0.0000 .23. _4 L ......'::TSWx:1875:_ -Axial-B6nding_'---:,-'0.6964- -Combl-, 0.0000! 24 1 TS3x3xI25 Axial-Bending 0.8972 Combl 0.0000 24 2, -TS4x3x.-125 Axial-Bendifi 0.6954 '.0 ... ... 24 3 TS5x3x.125 Axial-Bending 0.5847 Combl 0.0000 24 4 TS6x3x:125 Axial-Bending: -.0.507-7: Combl 1. .--0;0000,' 25 1 TS3x3x.3125 Axial-Bending 0.8586 Combl 0.0000 _., , 25 2 TS4x3x.--1875 0.9480 !C&ffibV 0.000W I...,-. 25 3 TS5x3x.1875 Axial-Bending 0.7949 Combl 0.0000 25 4 'Axial-Ben 01 6x3xM5 V _... ; -4. TS, ding 0.�737, 'Corfibl' 26 1 TS3x3x.25 Axial-Bending 0.7779 Combl 0.0000 26:. 2..., -TS4x3x.1975' OJ.723.;-.- ,Combl ..� .0:0000 26 3 TS5x3x.125 We Axial-Bending 0.9321 Combl 0.0000 0.8065� -Combl: 26 4-m: TS6x3x.125 Axial Bending. 27 1 TS8x3x.375 Axial-Bending 0.9175 Combl. 13.000 1 000.i o 2 Axial- 0.9695'-. C 27 'TTsIOx3x25 Bending offib 28 1 TS I Ox4x.5 Axial-Bending 0.9274 Combl 21.500 28: 2 TS12x4x.375.- Axial- Bcnding,�.' 09385:,;: --Combl., 21.500 28 3 TS 14x4x.3 125 00 Axial-Bending 0.9261 Combl 21.500 28 4. TS16k4x.3125 Axial-Bending.:. 0.8154 :CornW., -21.500 29 1 TS6x3x.5 Axial-Bending 0.9917 Comb] 13.000 '13 000 29 2 -TS7k3x:'375',:- Axial-Bending' A 9508- Combl'.' 29 3 TS8x3x_3125 Axial-Bending 0.9363 Combl 13.000 Axial- --,,�U769* ''Comb 29� Axial-Bending 'r 1, TSIOx3x.25 - 30 1 T83x3x.25 Axial-Bending 0.9610 Combl 0.0000 30 2.. : TS40M875m L:-Axial-B ending i7,-"0;9j63-,:1 -Combl`m 30 3 TS5x3x.1875 Axial-Bending 0.7859 Combl 0.0000 30 ! Akial-Befiding, 0:9168 CombI TMx3x.145 31 1 TS3x3x.1875 Axial-Bending 0.9970 Combl 0.0000 '319 2 TS4x3x.1875 Axial-Bendingil:". Comb I i 0 0 0 00 31 3 TS5x3x.125 Axial-Bending 0.9511 Combl 0.0000 31m 4 TS6x3x.125 Axial-Bending..'e,,-,` ::.-A8734m Comb I 32 1 W12x26 Live Deflection Y 0.6547 Comb 8.7950 b I- 32 2 LiVe.DeflectionY'. 0'54SI'M -Corfi 8.79so. 32 3 W16x26 Live Deflection Y 0.4437 Combl 8.7950 '-"0.26191:' 'C6mbl" �1:79W 'MM 32 4 W18x35 Live De&&tibn i Y_ 325 W21x44 Axial-Bending Om 1792 Combl 8.7950 M 32 6 W24x55" -Axial-Bending -0.1286,": 33 1 W12x26 Live Deflection Y 0.6547 Combl 8.7950 m - - I rls M, : �, ;": 1,-'�S.7950 33. ,Ijve.D6flcction.Y_ C 33 3 W 16x26 Live Deflection Y 0.4437 Combl 8.7950 33 4 W18x35 '3950"' Live Deflection Y,': :0.2619�;:` Combl 8. 33 5 W21x44 Axial-Bending 0.1734 Combl 8.7950 0 8.7950 33 6 W24x55 Axial-Bending - .1241- Comb 1-: 34 1 W12x35 Live Deflection Y 0.8394 Combl 8.7950 W14x26 34 2 Live Deflection Y- `:.0.9764m_ �Co:Comb] il 34 3 Wl6x26 Live Deflection Y 0.7947 Combi 8.7950 7 7 7777777777 34 4 W18x35 •Live Deflection Y. 0.4691 Combl 34 5 W21x44 Axial-Bending 0.3115 CombI 8.7950 .35 1 W1209.. Live'Deflection Y 7-0.9942m,.m m.Combl 40 076' 35 2 W14x68 Live Deflection Y 0m90I2 Combl. 10.076 35 3 W16x5O Live Deflection Y. 09887:9,_m. -Comb] 35 4 W18x46 Live Deflection Y 0.9151 Combl 10.076 M Live Deflection Y 0.7m729,:,, Comb]35 5 W21x44 , 10 076mr 36 1 W12x26 Live Deflection Y 0m9772 Combl 8.7950 36 2 W14x26 Live DeflectionY 0.81371 Comb I 8.7950,':r 36 3 W16x26 Live Deflection Y 0.6623 Combl 8.7950 4 8.7950 36m W18x35 Live Deflection Y:: 0.3909. -Comb] 36 5 W21x44 Axial-Bending 0.2593 CombI 8.7950 M 3V M I M TSWx.5 Axial-Bendifi • :0.8997, -Cbrnbl`,:m..�, I 13 000 37 2 TS I Ox3x.3125 Axial-Bending 0.9516 Combl 13.000 39 Am :r TS6x6x_625 Live Deflection.X:.. 0M02: Comb] :irM 0.0000z 38 2 TS8x6x.5 Live Deflection X 0.8549 Combl 0.0000 : 38 3 TSI0x6x.3,125 Live Deflection X 0.9941 Combl. 7 0000.: 38 4 TS 12x6x.3 12S Live Deflection X 0.8433 Combl 0-0 38 5 TS 14x6x.25 Live Deflection X 0.8859 Combl A00 Steel Design Report for AdirMed Page 4/7 � 7 39 1 T87x3x.375 Axial-Bending 0.9776 Combl 13.000 39 2 :. O'9604 TS8x3'3125 Axial-Bending:, Combl 13:000 40 1 TS3x3x.3125 Axial-Bending 0.9244 Combl 0.0000 40 ::`2 TS4x3x.25 ;'., �Axial;Bendin 0:8468 ':' 'Combl " =.0.0000 40 3 TS5x3x.1875 Axial-Bending 0.9000 Combl 0.0000 40 774= :TS6x3x.1875<' Axial-Bendin 07771- Combl:', == :•:0:0000 41 1 TS3x3x.25 Axial-Bending 0.8476 Combl 0.0000 41 2.. TS4x3x.1875..:.: :•:: Axial-Bending-, =- 0i8268 Combl 41 3 TS5x3x.125 Axial-Bending 0.9968 Combl 0.0000 41'. . 4: .. . .. :.•::TS6x3x.125 Axial=Bondi ":.: 8598.,;` ::Combs _.., r: ,. . .,,. _Oi0000 , 42 1 W 12x45 Live Deflection Y 0.9483 Combl 12.000 2 W14x34 0;9762 42 3 W 16x36 Live Deflection Y Combl 12 000 0.7409 Combl 12.000 42' 4>: `.W18x50 ,;; ::-��Live DeflectionY '_0.4149. :,- .Combl 12f000. 42 5 W2lx62 Live Deflection Y 0.2496 Combl 12.000 42. : 6 W24x68 Live'Deflection-Y: 10.1814: Combl 12'000.. ` _. 43 1 W 12x45 Live Deflection Y 0.9483 Comb! 12.000 _43;: 2" Ltve Deflection`Y 0`9:762 ,�'Comb1 : _ - 12.00 0 W 14x34 _. ._- 43 3 W 16x36 Live Deflection Y 0.7409 Combl 12.000 43: 4: .W18x50 Live:DeflectiomY, 0:4'149 Comb1 43 5 W21x62 Live Deflection Y 0.2496 Combl 12.000 43 6 :W24x68 *:. Live Deflection Y. 01814 '_';';Combl. 44 1 1 W12x72 Live Deflection Y 0.9957 Combl 12.000 44 2: W14x61='.:' ;;., Live Deflection-Y, ;r. ,12s000 0.9288 44 3 W16x50 Live Deflection Y 0.9021 Comb] 12.000 44 -.:4 Wl8x50 Live Deflection Y 0:•7431 '; Combl 1Z 000 =• 44 5 W21x62 Live Deflection Y 0.4470 Comb] 12.000 '45.: ; "1- W12x72 Live Deflection Y 0.9040 Combl 45 2 W14x53 Live Deflection Y 0.9976 Combl 9.4425 0:9210 '"Comb1 45" '3'-- ?� :.°W16x45, ;, -aL-ive`DeflectionY , 45 4 W 18x40 Live Deflection Y 0.8819 Comb1 9.4425 Axial=Bendin �06586 IXombl .. s: ,,..,.... n:' `9.4425 -_ 46 1 W12x65 Live Deflection Y 0.9325 Combl 12.000 46 2,: W14x53 ;Live Deflection Y' 0a9187 Combl, ':, 12:000 46 3 Wl6x40 Live Deflection Y 0.9595 CombI 12.000 46'-. 4 W 18s35 Live Deflection Y: 0 9746 Combl 1 12 000 T 46 5 W21x44 Live Deflection Y 0.5896 Combl 12.000 47; 1 : 0`8699 Combl. : ; 13 000 TS3x3x 125 Aral-Bending ; 47 2 TS4x3x.125 Axial-Bending 0.6748 Combl 13.000 47 ;3:. TS50x.125.` ".Axial-Bendin : :.0:5574 `= 'Combl 13[000, = 47 4 TS6x3x.125 Axial-Bending 0.4694 Combl 13.000 48.., 1 ' "'TSSx3x.3125; Axial-Bendin 0.9932� : Comb1.. ' Aq13 000 48 2 TS6x3x.25 Axial-Bending 0.8751 Combl 13.000 49; ] ..TS5x3x3125-.: ::..:Axial-Bendin _w:_ 0.9707 ..-;Comb] .3. 000 - 49 2 TS6x3x.25 Axial-Bending 0.9496 Comb] 13.000 50 1.. _TS5x3x.3125.'": Axial=Bendin 09202 Combl " t -13.000,_ 50 2 TS6x3x.25 Axial-Bending 0.9010 Combl 13.000 TS8x3x.375 .Axial-Bending,:- 0 8867 Combl13'.00.0 51 2 TSIOx3x.25 Axial-Bending 0.9423 Combl 13.000 52 1" TS6x3x5 Axial-Bendmg 0.9894 'Comb] 13 000 53 1 TS5x3x.5 Axial-Bending 0.9641 Combl 13.000 53 2 TS6x3x:375 Axial-Bending 0.87.13 Combl 13,000 54 I TS5x3x.25 Axial-Bending 0.9122 Combl 13.000 54• 2' TS6z3x:1875 Axial-Bending 0.9643 ;Comb] 13 000 ., 55 1 TS3x3x.1875 Axial-Bending 0.7009 Combl 0.0000 55 2 TS4x3x.125 Axial-Bending.� �.07808 Combl 0 0000 55 3 TS5x3x.125 Axial Bending 0.6558 Combl 0.0000 55 4 TS6x3x.125. Axial-Bendin 05691 Combl 00000 `,> 56 1 TS4x3x.25 Axial-Bending 0.8725 Combl 0.0000 56 2 Axial=Bendin Oi9226 Combl 0:0000 TS5x3x.1875 g 56 3 TS6x3x.1875 Axial-Bending 0.7939 Comb1 0.0000 _SX 1 TS3x3x 125 oaf=Bending 0.6874 Comb] 0.013 57 2 TS4x3x.125 Axial-Bending 0.5442 Combl 0.0000 57 ._ 3 TS5x3x.125 s Axial-Bendin 0.4570 Combl :•,0:0000 57 4 TS6x3x.125 Axial-Bending 0.3976 Combl 0.0000 58 1 W 12x45 'Live Deflection Y 0.9308 Combl 11925 - Steel Dbsign Report for AdirMed Page 5/7 58 2 W1404 Live Deflection Y 0.9582 Combl 11.925 -58, 3. W 16x36 Live Deflection Y; 07272 ,._;:Combl 11:925 58 4 W1Sx50 Live Deflection Y 0.4072 Combl 11.925 58.:, 5: ``W2lx62, ;Live Deflectton Y,':. " _Or2450 Combl- 11.925-- 58 6 W24x68 Live Deflection Y 0.1780 Combl 11.925 59: 1': W 12x26 "Live Deflection Y 0.6417 Comb 1 - 8 7346 59 2 W14x26 Live Deflection Y 0.5343 Combl 8.7346 59`.,_:. . 3-- W1`6x26 Eomb1 LiveDaflectionY'>: 59 4 W 18x35 Live Deflection Y 0.2567 Comb 1 8.7346 59., . .: .5 W21x44, Axial'-Bendin 0:1757 :,Combl 8:7346._ 59 6 W24x55 Axial-Bending 0.1260 Combl 8.7346 60'. �1; Ax�alBending ;� 09289 Combl 14000: WT2x22 60 2 WI4x22 Axial-Bending 0.8125 Combl 1.4000 60 3 :W16x26 : -Sh6r, 0:6.737 "Comb] 1:4000:: 60 4 W18x35 ShearY 0.4259 Combl 1.4000 60'.: 5: W21'x44 Shear Y 0 3.128 Comb l: - :1.4000, 60 6 W24x55 Shear Y 0:2429 Comb] 1.4000 61 ]_ . W12x26 ` ,`Live DeflcctiomY"--V.9287 : -:Comb], __ - 9:91$0 ,. 61 2 W 14x22 Live Deflection Y 0.9520 Comb 1 9.9150 YJ16x26- Live;Deflect►on.Y:. _:`0:6244 :Combl _.. 9.9150 .k.<: 61 4 W18x35 Live Deflection Y 0.3715 Combl 9.9150 61 :5-'- "W21x44 lave Deflection Y 0;2247 ' Combl 61 6 W24x55 Axial-Bending 0.1577 Combl 9.9150 62 1 W 12x40, Axial-Bendin 0.9.074, -ombl ;6:9200` ,. 62 2 W14x34 Axial-Bending 0.9691 Combl 6.9200 62;'' 3 W 16x31 Axial-Bending 0.9980 Combl 6 9200 62 4 W18x35 Axial-Bending 0.8178 Combl 6.9200 62: 5 ;: W21x44'" • :_ Axial=Bendin 05773 Combl . 6.9200. 62 6 W24x55 Axial-Bending 0.4133 Combl 6.9200 63 Axial=Bendin ',`i. "0:9129. Coihbl 63 2 W14x34 Axial-Bending 0.9776 Combl 0.0000 63`.:: 3 W16x36. ::.Axial=B,endm 084i9 Gombl. 0:0000.,- 63 4 W18x35 Axial-Bending 0.8289 Combl 0.0000 63;. 5:`s: W21x44 Axial-Bendin OS862-^ 'Combl 00000.,c; 63 6 W24x55 Axial-Bending 0.4200 Combl 0.0000 LiveDeflechonY;: 091:94 Gombl 10415 W12x30. . . 64 2 W14x30 Live Deflection Y 0.7520 Combl 10.415 64° 3, W1606 Live.Detlection::Y'.; .0`4884. Combl. . " .. = : "10:41'S. 64 4 W 18x40 Live Deflection Y 0.3575 Comb 1 10.415 64:.;;, 5, _r: W21z44 LiveDeflection-Y: 02596 Combl.. 64 6 W24x55 Axial-Bending 0.1793 Combl 10.415 65 I :::V I150 _. is Axial-Bendin _0.9274 Combl- "° 91.800 :'- 65 2 W14x43 Axial-Bending 0.9574 Combl 9.1800 W 16ix40_ - 90 Comb l 1 91800 -65 3 - Axial-Bendin 0 9.2 65 4 W 18x40 Axial-Bending 0.8801 Combl 9.1800 W2ix44 Axial=Bendin f0:7385 ,:-Combl : ,, -9 I800 65 6 W24x55 Axial-Bending 0.5289 Combl 9.1800 66> 1. > W12x50 =Axial=Bendin 0.9309, Combl :'i' r :0:0:000... 66 2 W14x43 Axial-Bending 0.9619 Combl 0.0000 66: 3 r Axial Bending =>' 0.9352 `Combl 0 0000 W 16x40 -- . ... 66 4 W18x40 Axial-Bending 0.8883 Combl 0.0000 66.:. g,;.. W21x44. ... :" .. <<;Axial=Bendin 0`7468 comb] , 00000, , 66 6 W24x55 Axial-Bending 0.5352 Combl 0.0000 67 1 W12x35• Live Defleiition'Y 0:9430 Gombl ;12218.'. 67 2 W NO Live Deflection Y 0.9236 Combl 12.218 67 ~:3 " Live Deflection Y:'" 0 8929 Comb l 12 218 Wi6x26 67 4 W18x35 Live Deflection Y 0.5270 Combl 12.218 67 5 W2ix44' Live Deflection Y`. ::03 '``188 ;"Combl 1221& 67 6 W24x55 Live Deflection Y 0.1991 Combl 12.218 68 1: W 12x120 Live Deflection:Y. 0:8865;• 'Comb l 13;262 68 2 W 14x90 Live Deflection Y 0.9495 Combl 13.262 68:.. ......;.3-.. . - W16x67 . :. Live Deflection..Y 68 4 W l8x60 Live Deflection Y 0,9640 Comb 1 13.262 -68 5 L►ve Nflecflon Y.` 0 9640 Combl 13 262 W21x50 68 6 W24x55 Live Deflection Y 0.7026 Comb 1 13.262 69 1 W12x26 Axial-Bendin 0:8519: : Gombl 4.9800 69 2 W14x22 0 Axial-Bending 0.9948 Combl 4.9800 69 . 3 W 16x26 Axial-Bonding. 0.7529 Combl' :4.9800 S_teel. Design Report for AdirMed Page 6/7 � 7 69 4 W18x35 Axial-Bending 0.5024 Combl 4.9800 69 5, " '- W21x44 , Axial Bendm ,s:: 0:3565 Combi `' " 4.9800i. 69 6 W24x55 Axial-Bending 0.2559 Combi 4.9800 70: L-._°.. WI>2x26 ;Axial-Bendin 0.8480< 0:0000 70 2 W14x22 Axial-Bending 0,9873 Combl 0.0000 70'" 3. Wi6x26 =Axial=Bendm O:Z469. Combi ;. Os0000, =' 70 4 W18x35 Axial-Bending 0.4982 Combl 0.0000 Axial=Bendm .;.;- ,:0;3531. 70_.. 5 :Comb1 0.`0000•.. : 70 6 W24x55 Axial-Bending 0.2534 Combl 0.0000 71_ P W1202 _ Live DeflectionY. ,,,0:9774 :Combi" 11`925.. s' 71 2 W14x61 Live Deflection Y 0.9117 Combi 11.925 71;; 3`'; W16z45 LweDeflectwnY_ 09957 Combl 11925 71 4 W l8x50 Live Deflection Y 0.7294 Combl 11.925 71' S 11:925 ' ;:W21x 62 `-" LiveDeflectionY 0:9387 .•:�.Combl ';>,72 1 W12xl70 Live Deflection Y 0.8759 Combl 13.201 •WI4xI32-.:.... Live Deflection y;: `09446 . `:Comb1 '. , I3 20I" 72 3 W 16x100 Live Deflection Y 0.9700 Combl 13.201 W 18x86., ---Live Defle-ction'Y--,.. ..A%06, 13'201.__w; 72 5 W2lx68 Live Deflection Y 0.9766 Combl 13.201 72_ 6. W24x62 „ Live Deflection Y 0 9325 Combi 13 201 w 73 1 W12x35 Live Deflection Y 0.8610 Combi 9.4346 73 2 W14x30 :..LiveDeflectionY 0.8432 •= Combi.. `` 9[4346 .:j 73 3 W 16x26 Live Deflection Y 0.8152 Combl 9.4346 71;;. 4• ' W18x35 Live DeflectfonY: -0:48ll IC-orbi ". 9;4346 73 5 W21x44 Axial-Bending 0.3027 Combi 9.4346 74 ; 1._= W.1,6z40 Axial-Bending O y460 Combi 11 000 , 74 2 W 18x40 Axial-Bending 0.8953 Combl 11.000 _74 3'.'`; ;W21x44 Axial-Bendm 0:7507 Gombl. 11000 74 4 W24x55 Axial-Bending 0.5375 Combl 11.000 W12x50 -'. :Axial-Bendm '0 9437 . .:Comb]75 2 W14x43 Axial-Bending 0.9739 Combl 0.0000 75 3 - WI6x40 Axial-Bending 09440 Combl = 00000 _- - 75 4 W18x40 Axial-Bending 0.8931 Combl 0.0000 75'< :5.`, W21x44 '.:i. -,-_-Axial=Bendin ;- Oi7488... .Combi =.0 0000 =. 75 6 W24x55 Axial Bending 0.5360 Combl 0.0000 76'' 1 "' `Wl2x252. LweDeflectioftY:` '0.9108 .';Comb1 76 2 W 14x2l l Live Deflection Y 0.9313 Combl 15.440 : . eY•7 ivD , .0.9 , ;Comb1 5c6 008 1 .440, 76 4 W21xl 11 Live Deflection Y 0.9278 Combl 15.440 76. ;Lrve-DeflecttonY_ 09175 Cgmhl _ ]54440 W24x94 .., 77 1 W 12x22 tf Live Deflection Y 0.9598 Combl 8.5283 2_ W I4x22 I iue Deflection Y--:,, ":0:7524, =Combl .:8t5283 77 3 W16x26 Live Deflection Y 0.4974 Combl 8.5283 77; 4 - ;- W18x35 'LiveDeflection.Y': `:0:2936 j;,Combl `.8 5283 77 5 W21x44 Axial-Bending 0.I997 Combi 8.5283 77 6 W24x55 =Axial-Bendin 0.1430 = :Combi . 8E5283 -= 78 1 W12x50 Axial-Bending 0.9219 Combl 8.5000 78-, 2 ' W14x43 . .,, Axial=Bendm s'. 0:9514 Combi 8 50.00 78 3 W16x40 V Axial-Bending 0.9222 Combl 8.5000 78 4 W38x40 ~:.'Axial-Bendm `Combi _ 8r5000, 78 5 W21x44 Axial-Bending 0.7316 Combl 8.5000 :_79::. -.:6;- W?Ax55 Axialwffendingm0;5237. ,.:Comb1 8 5000 79 1 W14x61 Live Deflection Y 0,9014 Combi 7.3118 79 2 W 16x45 Live Deflection X:. _- 0:9845 Combi ,7.3I1'8 79 3 WI8x46 Axial-Bending 0.8820 Combl 4.3294 79 4 Axial-Bendm 0.'8520 'Combi 4 3294 W21x44. g _.. 79 5 W24x55 Axial-Bending 0.6099 Combl 4.3294 W14x82 . Live.Defleotion:Y_' >'.0.9909 '.Combi 13 156 80 2 W 16x67 Live Deflection Y 0.9161 Combl 13.156 80' 3. `:Wl8x55 Live Deflection Y' 0.9820 :Coinbl, 1. 3156. 80 4 W21x50 Live Deflection Y 0.8882 Combl 13.156 80 _5_ W24x55 :• ':, Live Deflection Y`; ' '0:6434 56 _:Combi F 13.-1' 81 1 W14x43 Axial-Bending 0.9932 Combl 0.0000 81 2 .0 Axia1'Bendmg . ombl W16x40 0 0000.0.9625 C 81 3 W18x40 Axial-Bending 0.9106 Combl . 0.0000 81. 4 W21x44 Axial-Bendin -- 0.7634 .. Combi 0.0000._.: 81 5 W24x55 Axial-Bendin 0.5464 Combl 0.0000 82 1 TS5x3x.3125 Axial-Bendin 0,9.778 Combl" ]3.000 Steel'Design Report for AdirMed Page 7/7 82 2 TS6x3x 1875 Axial-Bending 0.9061 Combl 13.000 83,, 1 Ax�aL$endmg 0 9417 Combl 13 01 >TS6x3x3125, 84 1 TS6x3x125 Axial-Bending 0.9290 Combl 13.000 SELECTED LOAD COMBINATIONS Load Combination Code Check Total Live Dependent Conditional Combl` x x x Spread Footing Design Report Project:: AdirMed(C:1DCCWrame1511Projectladmed) Company: MRH Engineering,P.C. Description: Building Frame User, Michael Hutsenpiller,P.E. Date: 04/10/2007 09:02 AM Software: Digital Canal Frame Analysis&Design Summary Results 1D Design I X-Dim Z Dim�Thickness Max.r Soil Bottom XTBottom Z Top X Top Z ( Concrete ` Steel Group i (ft)� (ft) (m) Pressure Steel I Steel Steel I Steel ! Volume I Volume t l- /ft��in^2) (tn^2 (tn^2) �n^2) ^3) (Lb� �1 r 1- f 3'000J 3 000 12 000 I I 688 I 0 7.78 -�-0 77$ _�_0 000 I 0 000 9;0_00 r 13'230 12 _ 2 4 500 4.500 12.000 1 889 1.166 1 166 j 0.000 0.000_�_ 20.250 1 31.752 3 3; 4750 4 750 12:000; 1 925 1231 1231_�_� >OA00 0 000 22566 35611 4 5 750 1 5.750 12.000 1847 1 1490 -1490 1 0.000 0.000 - 33.063 53.251 �5 5 5750 5 750 'I 12.000 ; 1 847 14_90 1490 ( 0 000� 0 000 33 Q63 _ 53 251 6_ l 6 I 2 750 2 750 12 000 ( 1.822 f 0.713 1 0.713 0.000 0.000 7.563 10 915 �7o 7- 5 500 5 500, 12 Q00 1 943 --T 1426 1 426 k. 6i 000 0 000 .::t , 30250 48 510 L 8 8 6.250 6.250 12.000 1.882 I 1.629 1.863 0.000 0.000 �- -39 063 68 325 9 9 6 5 25p 1 9� OS - 13'61 1 361 y 0 000 J x 0 000 I 27;563 43 990 -1 10 10 1 5.500 5.500 1 12.000 �1 988_(_ 1426 1.426 0.000 0.000 30.250 48.510 11 .1 6i000 6 000. `�12000 1,849, `k 1:555 ' _L l 586 _O'000 � 0 0001�- 36000 58,7$2 l 12 12 5250 1 5.250 12.000 1952 1.361 1361 0.000 0.000 27.563 ^j 43.990 14 14 �+ 6.250 6.250 14.000 1984 1.890 1.890 0.000 0.000 45.573 73.959 f IS f 15 5 250 i 5250 12'000 .1 986` 1 361 1361 0 Q00 0 000 27 563 43 990 16 16 2 500 2 500 12.000 1 654 0 648 0 648 r 0 000 0 000 6 250 v 8 820 17 ' . 17. k 4250 t 4250_ _12d000 W 1 840„ 1.102< al 102 ; -< 0.000 �,=_0 000 ,18063 28 I.14 118 18 4.250 4.250 12.00( 1.987 1.102 1.102 0.000 0.000--1 19.063 28.114 19 ��- 14, I 4 2S0 i `}4 250 12 0001 888 i . 1 102 1 102 0 000 0 000 (---1&063 28 114 20 20_1 5.500 5.500 12.000 1905 1426 1426 0.00 0 000 fi 30.250 48.510 5 500 . .12000 „I.846 1 1.426" 'I 424 _ 0.000 0 000',..->>, .....30'250 22 22 4.000 4.000 J 12 000 193�037 1.037 0.000 0.000 16.000 24.696 12001 835. t l r231 1231 ':,? _b Q00 2563 -j- 35 61;1 24 24 2.750 2 750 8.000 2.852 L 0.475 0 475 0.000 0 000�I 5.042 7.277 ( 25 _ 25:. } 3500 _3 500 10000 2 721 _ 0 756 j <0 756_ _ 0;000 '0 000 1_0208 15 435 26 - 26 2.500 2.500 � 8.0001.721 ; 0,432^�0.432 0.00 0.000 Z� z r- � �o� �4 u •iG�Jr� 1. t- Ul l i i *{� °ate,! \ �" k ia+�•; xL� ,.cry'' "" tL • ``�� y� ,1-4 � 4 "�" '€' ti V ✓J S �' 41, 7 '`i• / • "" `'elf F At � Z� 24 k HEADER FOR REACTIONS-Quick Beam MRH Engineeing, P.C. Page 1 Project: 2007MISC 14:05:53 04/08/07 Job: BBL Designed by: Michael Hutsenpiiler Client:ADIRONDACK MEDICAL Checked by: Details of Member Forces - Load Cases Member Span Load Shear Left Shear Bending Bending Bending Dist.to Torsion Defl. Case 1b Right Left End Right End Max. Max lb ft-lb ft-lb ft-lb ft ft-lb in 1 1 Dead 192.07 284.18 -1462.15 1229.73 12.80 -0.007 Snow Condition 1 775.34 -1323.41 -6375.68 5009.57 12.92 -0.030 Snow Condition 1 Full 795.76 -1312.99 -6044.98 5145.12 13.10 -0.032 Span I Snow Condition 1 Full -10.42 -10.42 -330.80 0.001 Span 2 2 Dead 215.42 50.42 -1462.15 0.001 Snow Condition 1 1047.11 112.11 -6375.68 0.002 Snow Condition 1 Full 549.53 549.53 -6044.98 0.003 Span 1 Snow Condition 1 Full 497.57 -437.43 -330.80 1125.54 5.85 -0.001 Span 2 Reactions Support Load Horizontal Vertical Moment Case lb lb ft-lb 1 Dead 0.00 192.07 0.00 Snow Condition 1 0.00 775.34 0.00 Snow Condition 1 Full Span 1 0.00 785.76 0.00 Snow Condition 1 Full Span 2 0.00 -10.42 0.00 2 Dead 0.00 499.60 0.00 Snow Condition 1 0.00 2370.52 0.00 Snow Condition 1 Full Span 1 0.00 1862.53 0.00 Snow Condition l Full Span 2 0.00 507.99 0.00 3 Dead 0.00 -50.42 0.00 Snow Condition 1 0.00 -112.11 0.00 Snow Condition 1 Full Span 1 0.00 -549.53 0.00 Snow Condition 1 Full Span 2 0.00 437.43 0.00 Details of Member Forces - Load Combinations Member Span Load Shear Left Shear Bending Bending Bending Dist.to Torsion Defl. Comb. /b Right Left End Right End Max. Max. 1b ft-lb ft-lb ft-lb fit ft-lb in 1 1 Dead 192.07 -284.18 1462.15 1229.65 12.70 -0.007 Dead+Snow Condition 1 977.93 -1607.59 7837.83 6365.67 12.70 -0.039 w/Pattem Loads 2 Dead 215.42 50.42 -1462.15 0.001 Dead+Snow Condition 1 1262.53 599.96 -7837.93 746.77 38.75 0.004 w/Pattem Loads Reactions Support Load Horizontal Vertical Moment Comb. lb lb ft-lb HEADER FOR REACTIONS-Quick Beam MRH Engineeing, P.C. Page 2 Project: 2007MISC 14:05:53 04/08/07 Job: BBL Designed by: Michael Hutsenpiller Client:ADIRONDACK MEDICAL Checked by: Support Load Horizontal Vertical Moment Comb. lb lb ft-lb 1 Dead 0.00 192.07 0.00 Dead+Snow Condition 1 w/Pattern Loads 0.00 977.83 0.00 2 Dead 0.00 499.60 0.00 Dead+Snow Condition 1 w/Pattern Loads 0.00 2870.12 0.00 3 . Dead 0.00 -50.42 0.00 Dead+Snow Condition 1 w/Pattern Loads 0.00 -599.96 0.00 HEADER FOR REACTIONS-Quick Beam MRH Erigineeing, P.C. Page 3 Project: 2007MISC 14:05:53 04/08/07 Job: BBL Designed by: Michael Hutsenpiller Client:ADIRONDACK MEDICAL Checked by: Timber Design 1 -Option 1 - Check of Member 1 - 24x24 le Critical Design Checks Critical Axial Bending-X Bending-Y Shear LL Deft TL DefI. Reaction psi psi psi psi in in lb Span 1 Value 2870.12 0 -43.494 0 3.835 -0.032 -0.039 Allowable 14982.2 N.A. 688.311 690 74.75 1.0583 1.5875 %of Allow' 19 le 0 V 6 le 0 be 5 V 2 V 2 be Location 319" 319" 319" 319" 299-1/2" 144-31/32" 14'4-31/32" Span 2 Value 2970.12 0 -43.484 0 2.897 0.003 0.004 Allowable 14982.2 N.A. 689.362 690 74.75 0.3667 0.55 %of Allow. 19V 0V 6V 0V 4V 0te 0V Location 319" 319" 319" 319" 33'8-12" 364-7/32" 364-7/32" CD I Ct I G CV Cb I Cr Cf I Ch I C CH I CT FSS pan 1 1.150 1.000 0.998 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 an 2 1.150 1.000 0.999 1.000 1.000 LOGO 1.000 1.000 1.000 1.000 1.000 Ce CFb cy, CFc CMD CM C .. CM, C.c C.'. R Ess, an 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 5.46 an 2 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 3.4 L/d I Wd 41d Fes, FCEy FnE KCH c F'r Limit psi psi psi Span 1 50 0 0 N.A. N.A 14716 03 0.8 489.75 Span 2 50 0 0 N.A. N.A. 37939.5 0.3 0.8 488.75 Notes: Member has an actual/allowable ratio in span 1 of 6 V%. Design is governed by bending tb/Fb. Governing load combination is Dead+Snow Condition 1 w/Pattern Loads. Maximum hanger forces:977.83 lb(Left)and-599.957 lb(Right). Minimum Bearing Span Actual Left Support Right Support Length Min.Bearing Min.Bearing ,ft in in Span 1 319" 1.5 1.5 Span 2 11' 1.5 1.5 Notes: Locations of maximum stress,moment,etc.are measured from the left end of the member. Bearing across full width of beam is required. Structural adequacy of supporting members must be confirmed. Bearing lengths required may be limited by bearing stress on supporting members. A negative reaction indicates that the beam must be fastened to the support to resist uplift.. HEADER FOR REACTIONS-Quick Beam MRH Engineeing, P.C. Page 4 Project: 2007MISC 14:05:53 04/08/07 Job: BBL Designed by: Michael Hutsenpiller Client: ADIRONDACK MEDICAL Checked by: See manufacturer's literature for side loaded connection requirements. Cantilever deflection allowables are based on twice the span length. Timber design if governed by NDS 1997. Program Version 9.4 HEADER FOR REACTIONS #1-Quick Beam MRH Engineeing, P.C. Page 1 Project: 2007MISC 07:13:19 04/10/07 Job: BBL Designed by: Michael Hutsenpiller Client:ADIRONDACK MEDICAL Checked by: Details of Member Forces - Load Cases Member Spam Load Shear Left Shear Bending Bending Bending Dist to Torsion Deft Case lb Right Left End Right End Mar- Max. !b ft-lb ft-Lb ft-lb ft ft-lb in 1 1 Dead 92.78 -138.82 -355.41 286.94 6.19 0.000 Snow Condition 1 393.63 -726.52 -1824.94 1291.20 6.56 -0.002 Snow Condition I Full 428.27 -691.88 -1290.08 1528.47 7.14 -0.002 Span 1 Snow Condition 1 Full -34.64 -34.64 -534.87 0.001 Span 2 2 Dead 1,14.81 -50.19 -355.41 83.97 7.65 Snow Condition 1 633.40 -301.60 -1824.94 535.06 7.45 0.000 Snow Condition I Full 117.29 11728 -1290.08 0.001 Span I Snow Condition 1 Full 516.12 -418.88 -534.87 1032.09 6.07 -0.001 Span 2 Reactions Support Load Horizontal Vertical Moment Case lb lb ft-lb 1 Dead 0.00 92.78 0.00 Snow Condition 1 0.00 393.63 0.00 Snow Condition 1 Full Span 1 0.00 428.27 0.00 Snow Condition 1 Full Span 2 0.00 -34.64 0.00 2 Dead 0.00 253.63 0.00 Snow Condition 1 0.00 1359.92 0.00 Snow Condition 1 Full Span 1 0.00 809.16 0.00 Snow Condition 1 Full Span 2 0.00 550.76 0.00 3 Dead 0.00 50.19 0.00 Snow Condition 1 0.00 301.60 0.00 Snow Condition 1 Full Span 1 0.00 -117.28 0.00 Snow Condition 1 Full Span 2 0.00 418.88 0.00 Details of Member Forces - Load.Combinations Member Span Load Shear Left Shear Bending Bending Bending Dist,to Torsion Deft Comb. 1b Right Left End Right End M= Max. !b ft-Ib ft-lb ft-lb ft ft4 in 1 1 Dead 92.78 -138.82 355.41 286.94 6.18 0.000 Dead+Snow Condition 1 521.05 -865.34 -2180.35 1808.06 6.79 -0.003 w/Pattern Loads 2 Dead 114.81 -50.19 -355.41 83.95 23.14 Dead+Snow Condition 1 748.21 -469.06 -2180.35 1098.12 21.66 -0.001 w/Pattem Loads Reactions Support Load Horizontal Vertical Moment Comb. lb lb ft-lb HEADER FOR REACTIONS #1-Quick Beam MRH Engineeing, P.C. Page 2 Project:2007MISC 07:13:19 04/10/07 Job: BBL Designed by: Michael Hutsenpiller Client:ADIRONDACK MEDICAL Checked by: Support Load Horizontal Vertical Moment Comb. lb lb ft-lb 1 Dead 0.00 92.78 0.00 Dead+Snow Condition 1 w/Pattern Loads 0.00 521.05 0.00 2 Dead 0.00 253.63 0.00 Dead+Snow Condition 1 w/Pattern Loads 0.00 1613.55 0.00 3 1 Dead 0.00 50.19 0.00 Dead+Snow Condition 1 w/Pattern Loads 0.00 469.06 0.00 j HEADER FOR REACTIONS #1-Quick Beam MRH Erigineeing, P.C. Page 3 Project: 2007MISC 07:13:19 04/10/07 Job: BBL Designed by: Michael Hutsenpiller Client:ADIRONDACK MEDICAL Checked by: Timber Design 1 - Option 1 - Check of Member 1 - 24x24 I? Critical Design Checks Critical Axial Bending-X Bending-Y Shear LL DefZ TL Defi_ Reaction psi psi psi psi in in lb Span 1 Value 1613.55 0 -12.096 0 1.818 0 0 Allowable 14982.2 N.A. 689.121 690 74.75 0.5147 0.772 %of Allow. 11ie 0V 2t - 0ie 2V 0V 0 Location 1 155-9/32" 15'5-9/32" 15'5-9/32" 15'5-9/32" 13'5 25/32" 0' 0' Span 2 Value 1613.55 0 -12.096 0 1.5 0 0 Allowable 14982.2 N.A. 689.362 690 74.75 0.3667 0.55 %of Allow. 11V 0V 2be 0V 2V 0V 0V Location 15'5-9/32" 1 15'5-9/32" 15'5-9/32" 15'5-9/32" 17'4-25/32" 15'5-9/32" 15'5-9/32" CD C, CL CV Cm C,, C, Ch C CH C7 Span 1 1.150 1.000 0.999 I.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 S an 2 1.150 1.000 0.999 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Cb CFb Cm C. CM. Cu„. I CM1_J C., C. C. Rb Span 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 3-99 S an 2 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1 3.4 L/d 4/d 4/d FcE= FcE, FbE KcE c F*, Limit I DS1 psi psi psi Span 1 50 0 0 A. N.A. 27694.8 0.3 0.8 488.75 Span 2 50 0 0 N.N.A. N.A. 37939.5 0.3 0.8 488.75 Notes: Member has an actual/allowable ratio in span 1 of 2 10%. Design is governed by bending fb/Fb. Governing load combination is Dead+Snow Condition 1 w/Pattern Loads. Maximum hanger forces:521.052 lb(Left)and 469.065 lb(Right). Minimum Bearing Span Actual Let Support Right Support Length Min.Bearing Min.Bearing in in Span 1 15'5-9/32" 1.5 1.5 Span 2 11' 1.5 1.5 Notes: Locations of maximum stress,moment,etc.are measured from the left end of the member. Bearing across full width of beam is required. Structural adequacy of supporting members must be confirmed. Bearing lengths required may be limited by bearing stress on supporting members. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 1 1 HEADER FOR REACTIONS #1-Quick Beam MRH Engineeing, P.C. Page 4 Project 2007MISC 07:13:19 04/10/07 Job: BBL Designed by: Michael Hutsenpiller Client: ADIRONDACK MEDICAL Checked by: See manufacturer's literature for side loaded connection requirements. Cantilever deflection allowables are based on twice the span length. Timber design if governed by NDS 1997. Program Version 9.4 1 L-� (� I✓ �_ HDR I,.... 3 PRELIJWUFACTURED WOOD L I I I I d ' ROOF TRUSSES O 1 0 2'-0't`z° HDR OVEF 2 IHOB 0 W X40 � y�[ H D F I= X I I I I I I I I I I I I #4 I11 L 71 I03D 11108 I I I I 11F8 II I iQs it __ ___ __ 11 5 71G4 I I I I I I I I I I FAT ROOF TRW ES l —klp I I I I I I I I I I I I I I I I I I I M 0 2'-0' aro100 I I I I I I I I I I T 147 Mgr KS---- 1- - 1 i I I I II � I l i l l l l I I I I I I I I I I I I RI GF I I I I I I I I ( I I I I I I I I I out 090 I I 2 HDf - - 1094 #4 PLAN (1096 _ I I `I I I I I I I I I I I I I I I I I #4 PLAN _ 10 4 G I I I I I I I I I I I I /2' U.N.O.) _ —m u— r 'R 'R f 1R R f 1R #DR 12 — D PREWG. WOOD y 2'-4 1/2 2x4 SPF2'-4 1/2' PREMANUFACTURED WOOD France Static Analysis Report for Adirt ced F3z78 59/69 2 NODE PRISMAV IC BEAM ELEMENT -- ELEMENT RE PORTS ELEM LOAD NODE SIiN CONYENTION BEAtd DESIGNERS NO cOM$ NO AXIAL TORSION SHEAR X tOMENT Y MAX bMM/DEFL DIST SHEAR Y NIMENT X MAX MOM/DEFL DIST 7 25 -6.2494 D.0000 D.DODD -D.DODD -O.DODD D.0000 129 -5.2494 0.0000 0.0000 0.0004 -0.0000 -0.0002 8 2S U.0000 (3.i1000 0.0t0b 0.0000 0_000U U.0000 129 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 25 -26.4590 0.0000 0.0fl01 -0.0000 -0.0002 0.0000 129 -26.l690 0.0000 10.0001 0.0015 -0.0002 -0.0021 B4 i 26 -10.5069 0.0000 0.0000 -0.000D -0.0001 0.0000 131 -10.50G9 0.00fl0 0.90010 0.0000 -0.0001 -0.0019 2 2`0 -1.57°39 fl.flfl0fl fl.flflflfl -0.0000 -0.0000 0.0000 131 -1.5'/99 0.0000 0.0000 0.0000 0.0000 -0.0003 3 26 -4.7720 0.0000 0.0000 -0.0000 -0.0001 0.0000 131 -4.7720 0.0000 0.0000 0.0000 -0.0001 -0.0009 4 26 -7.I;= 0.000t) 0.0000 -9.0000 -0.0001 0.0000 131 -7.8802 0.0000 0.0000 0.0000 -0.0001 -0.0015 5 26 -7.8'802 0.0000 0.0000 -0.0000 -0.0001 0.0000 131 -/,8802 0.0000 0.0000 0.0000 -0.0001 -0.0015 6 26 -1.4324 U.0000 U.UUDU -0.0000 -O.00i10 0.0000 131 -1.4324 0.0000 0.0000 0.0000 -0.0000 -0.0003 7 26 -2.1'065 0.fl0fl0 Li.000'fl -II.flOflfl -II.IIflflfl 0.0000 131 -2.106h 0.0000 0.0000 0.0000 -0.0000 -0.0004 B 26 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 131 fl.flfl00 0.0000 0.0000 0.0000 0.00019 0.0000 9 26 -13.4004 0.0030 13.1001010 -II.0fiflfl -0.131301 0.0000 131 -8.4004 0.0000 0.0000 0.0000 -0.0001 -0.0016 R E A C T I O N S NODE LDAD Z= Indicates Reactions 0-cur in Nodal Local System) NO coo PX PY 22 MX NY mg Units: K K K K -Ft K -Ft K -Ft 1 1 Dt 5 0.0002 14.03,t -0.0000 0.0000 0.00,00 0.0000 2 2.2211 -0.0000 0.000U 0.0000 0.0000 3 0.0001 6.7345 -0.0000 0.0000 0.0000 0.0000 4 �yiti,�lf$ 0.0002 11.1253 -0.0000 0.0000 0.0000 0.0001D 5 Ty.Vd+5t �/ 0.0002 '1.1253 -0.0000 0.0000 0.0000 0.13000 0.flfltifl 2.017 4 -0.0000 O.fl0flfl 0.01300 0.0000 7 tj 0.0000 2.9ttit -0.00t0 0.000,13 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.0002 11.8670 0.00100 10.0000 0.0000 0.0000 2 1 0.0flfl0 37.4484 13.0002 0.0fl130 0.000fl 0.00130 2 -U.UDUU S•0615 O.UD00 0.0000 0.0000 0.0000 3 0.0000 16.7303 0.0001 0.0000 0.0000 0.0000 4 O.DDUO 28.0863 0.00,01 0.0000 0.0000 0.0000 5 0.0000 28.0863 0.0001 0.00013 0.0000 0.0000 6 -0.00fl0 4.5943 0.0000 0.0000 0.0000 13.0000 7 -0.fl0fl0 6.7563 0.0000 0.0000 0.0000 0_flflflfl C:\DCC\Framel5f\Pro4ject\adored 04/11/2007 Frame Static Analysis Report for AdirYed Rage 60/64 R E A C T I 0 N S NODE LOAD 1* Indicates Reactions Occur in Nodal Local System) NO cobs PX Py Pr Mx my M 8 O.OD00 0.0000 0.0DDD D.0000 O.DOOD O.ODOD 9 0.0000 30.6921 0.0002 0.0000 0.0000 0.0000 :S i. -U.0000 42.0"141 -U.UUUO 0.17000 U.0U00 0.0000 2 0.0000 5.8493 -0.0000 0.0000 0.0000 0.0000 3 -0.0000 18.8741 -0.0000 0.0000 MOOD 0.0000 4 -0.0000 31.55160 -0.0000 0.0000 0.0000 0.0000 5 -0.0000 31.5560 -0.00G0 0.0000 0.0000 0.0000 6 0.0000 5.3034 -0.0000 0.0000 0.0000 0.0000 7 0.000D 7.7991 -0..0000 0.0000 0.0000 0.0000 8 D.0000 0.0DD0 0.0000 O.DDOD 0.00DO 0.00DO 9 -0.0000 34.2756 -0.0000 0.0000 0.0000 0.0000 4 1 -0.0000 59.0605 0.0003 0.0000 0.0000 0.0000 2 -0.0000 7.6501 0.0000 0.0000 0.0000 0.0000 3 -0.0000 26.2201 0.0002 0.0000 0.0000 0.0000 A -0.0000 44.3014 0.0003 0.0000 0.0000 0.0000 5 -0.0000 44.3014 0.0003 0.0000 0.0000 0.0000 66 -0.0000 6.9361 0.0000 0.0000 0.000D 0.0000 7 -0.0000 10.2001 0.0001 0.0000 0.0000 0.0000 B 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 -0.0000 48.8684 0.0003 0.0000 0.0000 0.0000 5 1 -0.0042 59.0091 0.0019 0.0000 0.0000 0.0000 2 -0.0006 it.808b U.00Uz U.UU00 U.00UU U.U00U 3 -0.0019 27.7BG2 0.0008 0.0000 0.0000 0.0000 4 -D.0031 44.3168 O.OD14 O.DODD O.ODOD D.DDOD 5 -0.0031 44.3158 0.13014 0.0000 0.0Oi30 0.13000 6 -0.0005 9.13000 0.0002 0.0000 0.0000 0.0000 '1 -10.00043 14.4117 0.00U3 U.UUOU 0.0U0U 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 -0.0034 44.6774 fl.flO1G 0.0000 0.0000 0.0000 G 1 -0.0003 13.3263 0.0000 0.0000 0.0000 0.0000 2 -0.UU0U 1.998 U.Witt 0.0000 0.0000 0.0000 3 -0.0001 6.0501 0.0000 0.0000 0.0000 0.0000 4 -0.0002 9.9947 MUM 0.D000 D.DDDD 0.0000 5 -0.0002 9.9947 0.0000 0.0000 0.0000 0.0000 6 -0.0000 1.8124 0.0000 0.0000 0.0000 0.01300 7 -0.0U01 2.GGh3 0.0000 U.01100 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 MOOD 0.0000 9 -0.0002 10.6610 fl.t3'flt30 0.0000 0.0000 0.0000 7 1 0.0123 56.9567 -0.0000 0.0000 0.0000 0.0000 2 0.0017 7.1-M -O.UUUU 0.000U 0.00U0 U.00U0 3 0.0055 26.1822 -0.0000 0.0000 0.0000 0.0000 4 D.OD92 42.7175 -0.00DO MUDD D.DDDD MOOD 5 0.0092 42.7175 -0.0000 0.0000 0.0000 0.0000 6 0.0015 G.5034 -0.0000 0.0000 0.0000 0.0000 7 0.0022 9.5639 -0.0000 0.0000 0.0000 0.0030 .8 0.00010 O.00DO 0.0000 0.0000 0.0000 0.0000 9 0.0101 47.3928 -0.0000 0.0000 0.0000 0.0000 8 1 -0.0031 71.1712 -0.0000 0.0000 0.0000 0.0000 2 -0.0004 7.9655 -0.0000 0.0000 0.0000 0.0000 3 -0.6014 30.9747 -0.0000 0.0000 0.0000 0.0000 4 -0.0023 53.3784 -0.0000 0.0000 0.0000 0.0000 5 -0.0023 53.3784 -0.0000 0.0000 0.0000 0.0000 v -0.0004 7.22213 -0.0000 0.0000 0.9.000 0.0000 I -0.0005 10.6206 -0.0000 0.0000 0.0000 0.0000 C:\DCC\Frame15f\Pr0ject\admed 04/11/2007 France Static Analysis Report for Adi.-Med PaG� 61/69 s R E A C T Z O H S LOB indicates Reactions Occur in 3iodal Local System) NO COM rx }Y i3S NL B 0.OD00 D.0000 O.D000 D.ODOD O.00DD 0.0DOD 9 -0.0025 60.5506 -0.0000 0.10fl00 0.0000 0.0000 9 i -O.UU2b S0.8ii51 O.OUIU U.UUUO U.UUUO O.UUUO 2 -O.OD03 6.4876 O.DO02 O.00OO 0.OM'O 0.0000 3 -0.0011 22.5293 D.DDD9 MUD 0.0000 MUDD 4 -0.0010 38.1468 0.0015 0.0000 0.0000 0.0000 5 -O.00is 313.14813 i3.01315 0.GO-00 fl.Uflflfl L'.flUfl 6 -0.0003 5.0021 0.0002 0.0000 0.0000 0.0000 7 -0.0004 6.6531 D.D003 D.D400 0.000O O.00DO a 0.0000 0.0000 0.0000 D.ODDD 0.0000 MUD 9 -0.0020 42.2150 0.0016 0.0000 MOM fl.0033 10 1 -0.0031 50.3100 -0.0000 0.0000 0.0000 0.0000 2 -0.0004 7.3458 -0.0000 0.0000 0.0000 0.0000 3 -0.0014 25.7893 -0.0000 0.0000 0.0000 0.0000 4 -0.0023 43.7475 -0.0000 0.0000 0.0000 0.0000 5 -0.0023 45.7475 -0.0,000 O.OflOO MIND 0.0000 6 -0.0004 6.6602 -0.0000 0.0000 MOM 0.0000 7 -0.0006 9.7944 -0.0000 0.0000 0.0000 0.0000 8 0.0400 0.0000 0.0000 0.0000 0.0000 0.0000 9 -0.0025 40.5355 -0.0000 10.0000 0.0000 0.0000 it 1 0.0000 64.4006 -0.0000 0.0000 0.0000 0.0000 2 0.0000 1.2024 0.0000 U.Ofibb U.UUUO 0.0000 3 0.0000 2B.0254 -0.0000 0.0000 0.0000 0.0000 4 D.000O 48.30D4 -O.00OD O.00DD 0.0000 O.D000 5 0.00010 48.3004 -0.001Tfl 0.03100 0.0003 O.-C-000 G 0.0000 6.53U'2 0.0000 0.0000 0.0000 0.0000 1 U.UUUU 9.oU'32 U.UUUU U.UUOU D.ODUU U.UOOU B 0.0000 0.0000 0.0000 0.0000 0.00130 0.0000 9 0.0000 54.7973 a0.0000 0.'0004 0.0000 0.'4000 12 '1 0.0004 52.1515 0.0020 O.flflflfl 0.0000 0.0000 2 U.U001 ti.ii44U 0.00U2 U.UUUU U'.ODUII U.UODU 3 0.0002 23.0953 0.0009 0.0000 0.0000 0.0000 4 O.0D03 39.1136 0.0015 0.0000 0.0000 D.ODDO 5 0.0003 39.1136 0.00'15 0.0000 0.fl0010 0.0000 6 0.0000 6.0239 fl.00fl2 O.flflUfl U.flODU 0.0000 '! 0.0001 8.65s1 0.000:3 U.UUUU 0.000b 0.0000 8 0.0000 0.0000 10.00OO 0.0000 0.0000 0.0000 9 0.fl0fl3 43.2929 0.0016 0.0000 0.00010 fl.t3flflfl 13 i -0.Ufl'15 67.10135 -0.00130 10.0000 0.0000 U.flflflU 1 -0.U002 8.41,14 -O.UUUU 0.DUUb 0.0000 0.0000 3 -0.0006 29.6706 -0.0000 MODO 0.0000 0.0000 4 -0.0011 50.3313 -0.0000 D.D000 O.D000 MOOD 5 -0.0013 50.3313 -0.0000 0.0000 0.0000 0.0000 6 -0.0002 7.662`0 -0.130013 10.000fl 0.13000 0.0000 7 -0.0002 11.2635 -0.0000 0.0000 0.0000 0.0000 B 0.0000 0.OWN 0.0000 O.ODOO 0.0000 0.0000 9 -0.0012 55.8400 -0.0000 0.0000 0.0000 t3.40fl0 14 1 -0.00134 74.7591 0.01300 0.00013 0.013010 fl.0000 2 -0.0000 13.3555 -0.0000 0.0000 0.0000 0.0000 3 -0.0002 32.5343 0.0000 0.0000 0.0000 0.0000 4 -0.0003 56.0766 0.0000 0.0000 O.D000 0.0000 5 -0.0003 56.076E 0.0000 0.0000 MOM 0.0000 6 -0.0000 7.575`15 -10.130013 O.OflOfl 0.100^00 0.0-000 -0.0001 11.1406 0.0000 0.0UOU 0.0000 0.0000 C:\DCC\Franel5f\Project\adned 04/11/2007 Frame Static Analysis Report for Ad..- Page R E A C T I O 23 S NODE LOM r* Indicates Reactions Occ= in Hodal Local System) NO coma PX FY PE 2CC MY 3TZ 8 D.0000 0.000D O.0000 U.DODD 0.DODD D.0000 9 -0.0003 63.6265 0.0000 0.0000 0.0000 0.0000 1� 1 U.U049 b3.U9'14 0.UU20 O.UUUU U.UUUU 0.0U00 2 0.0007 b.7428 0.0002 O.DDOO 0.0000 0.0000 3 0.0022 23.5D35 D.D009 MOOD 0.DODD D.DDOD 4 0.0036 39.8230 0.0015 0.0000 0.0000. 0.0000 5 13.UCf3S i9.'o'23fl 0.flfl15 O.0fl0fl 0.000fl 0.10000 6 0.0006 6.11'35 0.0002 0.0000 0.0000 0.0000 7 0.0009 8.9904 0.0003 0.0000 0.0000 0.0000 8 0.0D00 0.0000 0.000D 0.0000 0.0000 MOOD 9 0.0040 44.1070 0.0016 0.0000 0.0000 0.0000 16 1 0.0000 9.9646 0.0003 0.0000 0.0000 0.0000 2 O.ODOO 1.4947 D.O000 0.0000 0.0000 O.00OO 3 0.0000 4.5239 0.0001 0.0000 0.0000 0.0000 4 0.0000 7.4734 0.0002 0.0000 0.0000 0.0000 5 0.0000 7.4734 0.0002 0.0000 0.0000 0.0000 6 0.0000 1.3552 0.0000 0.0000 0.0000 0.0000 7 0.0000 i.9929 0.0001 0.0,00D 0.0000 D.0000 8 0.0000 0.0000 O.D000 0.0000 0.0000 0.0000 9 0.0000 7.9717 0.0002 0.0000 0.0000 0.0000 17 1 -0.0000 -32.152'3 0.0000 0.0000 0.0000 0.0000 2 -U.UUUU 4.4462 0.0000 0.0UUU U.UU00 U.UUUO 3 -0.01300 14.4113 0.0000 O.0000 0.0000 0.0000 4 -0.00D0 24.1142 D.ODDO D.DOOD 0.0000 MOOD 5 -0.0000 24.1142 0.0000 0.0000 -10.0000 0.0000 6 -0.0000 4.0312 0.0000 0.0000 0.0000 0.0000 '1 -U.UUUU b.�)2$2 U.0U0U O.UUUU U.UUUU U.UUUU B 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 0.0000 M.2241 0.0000 0.0000 0.'0000 0."00 18 1 -0.00013 34.8029 -0.0001 0.01300 ti.fl0flfl 0.00013 2 -0.0UUU4.1922 -U.UUUU U.UUUU U.UUUU U.UUUO 3 -0.0000 15.5692 -0.0000 0.0000 0.0000 0.0000 4 -0.0000 26.1021 -0.0001 0.000D 0.0000 O.D000 5 -0.0000 26.1021 -0.0001 0.000^0 0.01300 0.0000 6 -0.0000 4.3449 -fl.flflflfl fl.00fl0 fl.fl3u0 13.10000 'i -O.UOUO G.38gG -U.0000 U.Ut0U O.0(lb O 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.0000 26.4133 =0.'0001 0.0000 0.00100 0.0000 19 i 0.fl10130 33.3101 -0.0fl132 0.0000 0.1N010 fl.OflOfl 2 -O.UUUU 4.4TSii -0.000U U.UUZTU O.UUOU U.UUUU 3 0.0000 14.7425 -0.0001 0.0000 0.0000 0.0000 4 0.0000 24.7576 -D.DD02 0.0000 0.000D 0.0000 5 0.0000 2-7576 0.0002 0.0000 0.0000 0.0000 6 -0.001313 4.0407 -0.0000 13.13000 0.1010130 0.0000 7 -0.0000 5.9422 -0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.0000 27.0679 =0.0002 0.0090 fl.0000 0.0000 2fl 1 -0.0049 55.8140 -0.0013 0.0000 13.0000 0.0000 2 -0.0007 7.9-650 -0.0002 0.0000 0.0000 0.0000 3 -0.0022 25.1486 -0.0006 0.0000 0.0000 0.00010 4 -0.0037 41.8605 -0.00i0 0.0000 0.0000 0.0000 5 -0.00'37 41.8605 -0.0010 0.0000 0.0000 0.0000 `o -0.0'JOv 7.2557 -D.00fl'i 0.OD03 0.100t30 MUDD ! -0.0009 10.64" -0.0002 0.00D0 0.(1000 0.0000 C:\BCC\prame15f\Pr0ject\admed 04/11/2007 Frame, Static Analysis Report for Adj.-F--d Page 63/64 R E A C T I 0 N 5 NODE LOAD j Indicates Reactions occur in Nodal Loca3 System) No COMB FX FY PS MX MY ME B 0.0O0D 0.000 MOW MOW 0.00D0 D.00DO 9 -0.0040 45.1674 -0.0011 0.0000 0.0000 0.0000 2i 1 b.UUi3 7,u.Olrl -b.bbbb U.UUbU 0.0000 O.UUUU 2 0.0002 6.83D7 -0.0000 MOOD 0.0000 0.01000 3 0.0006 23.8946 -0.00D0 MUD O.00DO MOOD 4 0.0010 40.5095 -0.0000 0.0000 0.0000 0.0000 5 0.0010 410.5095 -0.0000 MOOD HOOD O.ODOO D.10000 6 0.0002 6.1532 -0.0000 0.0000 0.0000 0.0000 7 O.DD02 9.1076 -0..0000 0.0000 0.0000 0.0000 8 MON D.DDDO O.000D 0.0000 MOOD MUD 9 0.0010 44.9051 -0.0000 0.0000 0.0000 0.0000 22 1 -0.0000 213.3532 0.0002 0.0000 0.0000 0.0000 2 -0.0000 3.7296 -O.0000 D.Ot300 0.000D 0.0000 3 -0.0000 12.6142 -0.0001 0.0000 0.0000 0.0000 4 -0.0000 2'1.2649 -0.0001 0.0000 0.0000 0.0000 5 -0.0000 21.2649 -0.0001 0.0000 0.0000 0.0000 -0.0000 3.31317 -0.0000 0.0000 0.0000 0.0000 7 -0.0000 4.9731 -0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 -0.0000 23.3801 -0.0002 0.0000 0.0000 0.0000 23 1 0.0004 40.0492 -3.0066 0.0000 0.0000 0.0000 2 0.0001 b.Tl9b -0.0008 0.0TJUD O.UOUO O.UODU 3 0.0002 17.7246 -0.0029 0.0000 0.0000 0.0000 4 D.DD03 30.D369 -D.0050 MOOD O.DOOO MUD 5 0.0003 30.0369 -13.0050 D.O3fl0 O.D000 O.00100 6 0.0000 4.6054 -0.0007 0.0000 0.0000 0.0000 U.ObUI Zi.1'i2'1 -O.bU11 0.0000 O.(MOO O.UUUU 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 0.`0003 33.27G5 -D.0056 0.0000 O.t3000 D.DODD 24 1 -0.0000 21.2682 0.000Y 0.0000 0.0000 0.0000 2 U.0U00 15.1167 O.Obbb O.D000 b.00U0 O.UDOO 3 -0.0000 9.6195 0.0001 0.0000 0.0000 0.0000 4 -0.0000 15.9512 0.00D1 O.ODOO MUDD O.ODDO 5 -O.ODOD 15.95'12 O.,0001 0.0000 O.OD'OD O.ODOO 6 0.0030 2.8258 0.101300 0.10003 CADDO 10.00010 O.00Ob 4.lbb6 b.OUbU U.tjfjbo 0.0000 0AbOU 8 0.0000 0.0000 O.000D 0.0000 O.OD00 0.0000 9 -0.00'00 17.1126 0.0001 0.1000 0.000'*0 0.'fl0'00 25 1 13.13002 32.T184 -0.0001 0.13003 10.131300 O.ODDO 1 0.0000 4.6971 -b.UU00 0.0000 0.0000 O.00b(3 3 0.0001 14.7453 -0.0001 O.OD00 0.0000 0.0000 4 MOM 24.5368 -O.ODD1 0.0000 O.ODOO 0.0000 5 0.0001 24.5368 -0.0001 0.0000 0."00 0.0000 6 0.0000 4.249G -0.13000 0.0000 0.0000 O.DDOO 7 0.0000 6.2494 -0.0000 O.WOO O.ODOO 0.0000 B 0.0000 0.0000 0.0000 0.0000 a.0000 0.0000 9 0.0002 26.41690 =0.0301 0.0000 0.0000 MOOD 26 1 0.0301 1O.50`67 0.0000 0.00010 0.0000 0.0000 2 0.0000 1.5799 0.00010 0.0000 0.0000 0.0000 3 0.0001 4.7720 0.0000 0.0000 0.0000 MOOD 4 0.0001 7.BB02 MOOD 0.0000 0.0000 0.0000 5 0.00011 7.BS02 0.0000 0.0000 0.0000 0.0000 6 0.0000 1.4324 D.OflOO 0.13000 0.100DO 0.0D00 ! 0.0000 2.106!) 0.0000 0.00{30 U.OD00 0.0000 C:\DCt\Framel5f\'Project\admed 04/11/2007 i FrdmeIStatic Analysis Report for Adirived P3 e 69/64 R E A C T Z O 32 S FORE LOAD (4 Indicates Reactions Occur in Focal Local System) No cam PX PY PS XK MY 8 MOOD MOOD D.ODOO MOM 0.DODO O.ODDO 9 0.0001 8.4004 0.0000 0.0000 0.0000 0.0000 REACTION 5 M M A R Y in= SUN Os A�? P11113 2. 0A13S ACgr TC-Ns CCU PX PY PX PX PY PE Units: K K K K K K 1 D.ODOO -1127.3433 MOOD -0.00DO 1127.3433 0.DODD 2 0.0000 -148.1657 0.0000 -0.0000 148.1`057 0.0000 3 0.0000 -501.4855 0.0000 -0.0000 501.4855 0.0000 4 U.UUUU -84b.bU"1b O.UUUU -U.000U B4'b.SU'i3 0.00U0 5 MOOD -845.5075 D.10000 -0.0000 845.5075 0.0000 6 D.ODOO -134.3369 0.0000 -D.ODOD 134.33,59 O.DDOO 7 0.0000 -197.5543 0.0000 -0.0000 197.5543 0.0000 s 0.0000 0.0000 0.0000 0.0000 0.0000 13.0000 9 0.0000 -929.7891 0.0000 -0.0000 929.7891 0.0000 C:\DCC\Frdme15f\Project\admed n4/1112M7 Steel Design Report 11tojem'. Affi rLIe81u(CADCC F iae13Y1rrujea%dit eM) compmy. NI RM LAC t*Fn-ng,P.C. -Desanprion: 33uildhig Frante llser: Nliclnelllutsenpgler,?.E. Dare: 94/1112M 06-54 I'M Soilw-ara: Digital Corral Frame Ansl}sis.4c Resign Desigu Results AS GROUP DESIGNSUbMARY ID Section Description Section Name Governing Criteria Stress Load Combination Ratio ::::::::::::::::::::::::::::::,::::::: 37 TS1000125 Axial-Bending 0.951 Comb] ::::::37:::::::::::::::::::::::::::::::::::::::::::•::::::::::::::.......,......,....... ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::..,.:...... .................. ..................................:..............:::::::.::::::.:::::::.. :.' :::::::::::: ::::::::A�ual-Bend.... ::::::� �: ;::�:942:::::::t:::Comb1............................................. ........................................................................................T512x3x;25: ..........:................................... .........:....:::::::::::::::::::::•::•:::::.....:::.......:.....,.:....:...............:...:..:...::::::::::::::::::::::::::::::::::::::::::::s::s:::: 68 Lower Beam W12xl20 Live Deflection Y 0.887 Combl . .:.... . ..... .......,..... :::::.,.::::':: ::................. 5'dF[EEEfEE Ef :......... :a:::::::::::::::::::::::::::::::a::::::ca:a:a::::::aa:::a::::[:::::::::::::::::::::::: Wit90.. ..... ....... ...crve.I3eflectionY .::` 09,. ._ .,.Gomo1 68 W16x67 Live Deflection Y 0.994 Comb] ::::::•. :::::::::::::::::::::::::::::::::::n : :::: ............::::- ':• ' ....., ... .......;....:. .:.....,:..... .. . ........... ...... . ................................................................................................... : ::::::::::::::::::::::::::::::::::::::::::: .: ... .. ..:.:..:................. $... .. .. ::::::: :::. ::::::::::::::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::: ..................... :::::::::::::::::::::::)1.iea]e#te4.tic�n:1`:::::::::::4:9G4......:...Canlb :........................................................................:::::::::::::::::t i S t60.. 10 W2lx62 Live Deflection Y 0.701 Combl . ::::::::.::::::::::::::::::::. ::::::::::::::::::::::::::::.,..... :........ _.......... ...... . ................................................................................................... . :::::::::::::::................................... :::::::::::. ::::::::::::::: ::::::::::::......::::::::::::::::: :::: .......... ............................... .....V......b8::::............::::.::::::::hx�al8.......... :::::::::::::.::�.�1�:::::::::::�omb1:::::::::::::::::::::::::::::':::::::::...,..;...,,................................................ ..... ................................................ 110 W27x84 Axial- 0.3111 Cambi .................... ..:.:.:.. '_...... . ::::::::::::. .. .. .. .. ....................................................................................1,........_.etic3u2g........ .......f?.�..a...........Cemba::::aa:::::::::::::::::::::::a::::::�:::::a::::::::::::::::::::::::::::a:a::::::::::::::::: 10 W33x118 Axial-Bending 0.22 Combl ...:........:..:....:...:.......... :::::::: ,.. R ::::::::::::::::::: ::::::::. . [ 16....... ....:....................::.:::::::::.:..:...................................W.bxl.5............................k�xzal.. emd :......:::t<113 :1 o ::::::::::::::::: ::::.::::::::.:::::::::::::::::::::::::::::::::::::::::::::::: v. .: ::::.:. ... :::::::::::•::::::::::::::::..... :il3siam.:::: •:::::�:� .1.7.�.]7�........ ......'...Zas�u,I:..Q�.vpda..«•.:::. :::•:{1,87�.........��xnha................. ...... ......... .....::::.:::::.:::::::::... 72 W14xl32 Live Deflection Y 0.945 Combl 72.. . ::.:.. :: ::::: :.::::::::::::.:..:......•. _.......................WechohY::a :0:47:.:::::.:.::Combl............:.::::::::..:::::.::::::.:::.:.:.:..:: 72 W i 8x86 Lim,iJolltc titm Y 0.945 Ctmrb l _. E:'..ii.:iiiiiiii:i .. 22 ......: ds i`. Live D flcctionY fl:97. 44 W24x68 Live Deflection Y 0 325 Combl 72..: ......... W27+r84 ......... ..... ....ZiveDetZechanY... .......O.SU7.. ....:Gombl ......... W30x90 Axial-Beading, 0.431 Combl FE .A�ai-B W36xl35 Axial Bendine 0.24 Combl J5;:j> CRMCAL STRESS SUNMARY ID Ref. Section Name Governing Stress Load Combination Distance 4 Criteria Ratio .... .F... I�JCL._..d_d1tY..ififiiE. . . .... .....................................'�'.........,................................................al..$.<n.....R....._ I.....t`};...�75..... ...Cosab#:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::_::::::::::::::: :::::::::13�fI�09:::::::: 1 2 TS4x3x_1875 Axial-Bending' 0.7272 Comb1 13.000 X #................3.........................T. F1xra� d :.:... ...... 2S '::: :::.4 ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::.::::::::::::::: :::::::::: T. .................................................................... ...................:..:....:.....::..:..::::::.::.:::..::.:..::::::::::::::::::.:::::::..::::::::::::::::::::::::::::::::::::::::::.............. :::::::::::::::::::::::::::::: 1 4 TS6x3x 125 k-dal-Bending 0.6976 1 Combl 13.000 # ::Mal-k#eitd #. 1 ............ . ............ :::::: l 6 TS8x3ml25 AL.ial Ben 0.5400 Comb] 13.000 ......1...... .. ..7 . .. . ...... ... Sl9x3s.1&75.... .......: ::::�_.:ual.Beddm 41:30 4 : Gomtil :::::::::::::::: 3 0::::�:' ] 8 TS12x3x.1875 Ayial-Bendlng 0.2614 Comb 13.000 15iai it 4 _ (- ., 4.Y.... .. ambi....... la )C]O........ ✓ 2 2 TS60)0125 Axia]Bcnd' 0.3820 Combl 13.000 a.2:°ii .........3 TS?s3x.2S.......: .... .. .. .E4�rial=Benches s... ....08$07 ......Gomta2 73.0.00....:: 2 4 ✓TS8x3x.1875 eng Axial-Bdin 0.9827 Combl 13.000 ii €i2i ii 5ii S:.'.. .: _ ...: ':':. :':::::::: , _..14}:r3�r_1875... ............. ..A`na1,.l3en ... .....1}77y3.,......C.omb1....,..._ ....... .,..., . ........ .. ....... ......_ .13,17U0..,,... 2 6 TS12x3x.1875 Axial-Bending 0.6603 Comb] 13.OW ;:: :........ ::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::::::::;:::::::::::::::::::::::::::::::::�:::::::.: _. .._....__......._. ... _.__... _... .... 424 ,...�mbl....:.. ......................... ...,. .......13.(100......:: 3 2 TS6x3x.3125 Axial-Bendinu 0.9930 Imm- Comb1 13.000 :: ::Comb :::::::::::::::::::::::::::::::::::::::::::::::.:::::::::::::::s::::::::::::::::::::::::::::::: :::::s:::3s000i€iii 3 4 TS8..r3x.25 Axial-Bending 0.8624 Combl 13.000 x3xsi87�......:...................A� �::::. i:013748ii€: ::;..... , .. .. �€ _....._......... ............................................_..............._.............._.................aI.B..endm ....... ............................C�ubi..........................._....................................._............_..............................1....000........ 3 6 TS12.0 1873 'k-6al-13end' 0.7414 Combl 13.000 : ...:...fiR�3�t 375 �"'.:::[: 5 .'.. 4 2 TS10x3x 3125 A tial-Bending 0.8458 Comb] 13.000 �'512r3a;2s. :�: ..�'...... r1.... l B.eYI.:..:E�:::<: ;::.: 1. a,7fi...:.�:::: :�::::...::.::...:.: :......:..::..::.....:::.....:.. ::.::...:..:.:..::.:�:. ........._.� :•::•::��44t1''� : Steel 'Design Report for AdirYsed R1 Pa 2/11 TS3-30125 Axial-Bending 0.9362 Combl 13.000 ................................... 9 tv .......... ..................... 'S.6 ................ ........ . ....... . �,fi ii.!� . ............................................. ................... :::::::: 5 3 TS','-,K3x.1875 V5711 L -Axial-Bunding 0.9824 Comb] JIM;() ...................................................... . ............. ....... ..... .,IMP ............. ....... .. ....... ............ ....... ...... 5 5 TS10x3x.1875 '(4 Axial-Bending 0.7000 I Combl 13-000 sw ::m'.;:;:A*5.93.3,'::'m::: a .............. .....6'...... .... ............T S 1-16,X-'!97'q. C ................... ...... .......... :Wmmwa:161: 6 1 TS3x3x.125 Li-it Dtfl-ection Y 0.-0031 Combl 7.505-5 #j m 1, .:,L Omb 6 3 TS50,mM Live Deflection Y 0.2009 Combl 7_50-55 .::::.:.4 TS&6,025 6 5 TS7x3-,125 Live F),�flectionY 0.0004 Combl 7.5055 '':' '... :-:-: :;. . ..................................................................... ................... .:Combl.::.:... ...................... T. ................. ... ... ...... ..............- mo_ 6 7 T S I Ox 3 m 181 75 Amal-Bendin 0.0001 Comb] 13.000 A-31 1) 7 1 W1209 Live Deflection Y 0.9248 Comb] 14.760 V/ ...e De..l.-............Y Q_9566. . ... .. .. . .................... ................ . ........................... 7 3 W16.00 Live Deflection Y 0.9291 Combl' 14.760 .::......::7....... ............ . ................. ..................... 59( j;;Coffibl': 4 i6ri'YT;: '.0 .......... ... .................................... 7 5 W21x44 Live Deflection Y 0.7263 Comb] 14.760 -W-24N ...... .......... ........ ........... .................. ........ ..... 7 7 W27xS4 Live Deflection Y 0.2148 Comb] 14.760 ................................. A ................................ ...........:.::.: 4��0.00::.::::::::::!:::::;;:.:.::.. iv�............. 7 9 W33xl 18 Axial-Bending 0.1109 COMM 14.760 ............::: .;;:.;:;. ;F W�I_Bordifig; .Q�0907:.;.. ..0 n:; - :::::I............. ............ ................ 8 1 W12X50 Axial-Bending 0.9998 CombI 4.7500...... ...... ...... .... ......... ... ..... ... ...... ........................ ......... ne "g: ::::.P'.-920I C. i::::] Maw nd 8 3 W16.x40 1/1, Axial-Bending 0.9998 Combl 4.7500 c ......................... .......... 8 5 W21x44 Axiul-Bending 0.7927 Combl 4.7500 ..................... ........ ........ ............ .. .......... ......... V� ....................... ....... 8 7 W27x84 Axial 0.3037 Comb] 4.7500 m.m. :.mm ...........w 8 9 W33xI 18 Axial-Bending 0.1802 Combl 4.7500 ..... ...... .... ........... ding ................... 9 1 W12.K53 A.,dal-Bending 0.91,64 CombI ULM .......................................................::j 92A w.......... ........ .... .....:w . ......................... .............................. ...................... 9 3 W16x45 Axial-Bending 0.8912 Combl 0.0000 .00m: a ubiiia ................ 8X. .......... ................. ............. .............. ... . 1 . 1 .4 4......... ................... ................... ........................................................ ...................4. 9 5 W21x44 Anal-Bending 0.7954 Combl 0.()000 q m q m: m ... Xw ;:: :: :; .:::::! A., ' 1-;: .5696 Q hl::::::: .....:9........ ....... ....... ....................... .................. R.Md." " .. .. ::::;:; "::: ' .......................... ................................................................. 9 7 W27x84 A.-dul-Btaiding 0.3044 Couibl 0.0" ma' m O�,0000w:w::::: qmw ....... ....... ....... .......... .... .......:Comb[............. ... ..................................... ...... 9 9 W33X,119 Axial-'Benffing 0A807 Combl 0.0000 m m......:.9........ to::::.: .. . ....................... ............................... .............................. ......................................... 10 1 WIIN106 Live Deflection Y 0.9987 Combl 13186 ... .............. ................. LI ....... X9. r We Tj n 6;: C .................... ............. ............. ... .......ec.-ofi:Y "0:9377w,:' -oiijbl, .. .... ... .. : .86 10 3 W16x67 Live Deflection Y 0-9767 Combl 13.396 ............... m mam w!�> 70.:.::. 8,60 ............ ... ...... 10 5 W12 IX62 Live Deftection Y 0.7006 Canbl 13.386 .............V24i 10 7 W27x84 Axial-Bending 0.37I1 Combi 20.741 1:.:::: ............................... qwmammmmm 1:1 ;J::;::U.3229::�i]�Co b�....`WMX90 -- . in mm:: :":m:;;Z0;:741m ......... ....... . ......... . . ...... . 10 9 W33x 118 Axial-Bmding 0.2203 1 Combl 20.741 ... ......... 2 jU .. ........... :A_--daMendin A ..... ...... ...... .. ..... ......... .. ....................... ............................................................ W 12-g5g Axial-Bending 0.9789 1 Comb 1 0.0000 ... .... .. .... . .. .......... ... .......... 11 3 W16X50 Axial-Bending 10.9458 Combl 0.0000 4; ::;..:: .......... ......... 0 W-J&46:................. ::::.0 7w ,.;:::.:',G4..... ........................................:....................... ..... .. ..... ...................................................... ... ..................... .. .... .. 11 5 W2 Ix44 V#v1 Axial-Rending 0.9427 Combl 0.0000 ( AV24x5S�::: -P 06B3 m-C bl .......... 11 m: m: om........................ ........................ . . ........... ...... ............ .............. ............................. 11 7 W27x84 Axial-Bending 0.3603 Combl. 1 0-0000 a ..................... .:::::! - FA; tIWI;T.C6 ............................... .. ................. :: :' �:::!: b:�;� :�:: �p .: - .......... . ul�. ......................... .... ..v . ........ 9 W33xI Is Ama"tuding 0.2140 Comb! M . :m X. ...... Bm........................ ....................................... ........ W12x50 Live Deflection Y 0.9604 Combl 12.545 mrw�m. q:w2 .......... . ...... ..... ....... .......... mm:'; -.-: .:"w : w............... ............................. ...................... aim:: 12 3 W16.36 Live Deflection Y 0.8446 Comb! 12.545 ................. ;:I.;; :.. ... ................. .......... .... ..................... mm sm ................................:1)ION&-tion le.: :; snows. 12 5 V.121x62 Li-ve Deflection Y 0.2945 Comb! 12,545 6: : .6. .......... .: ... W24k(iS �.:Live:Defl&dtion'T. 2068: Comb] �::;.12545. m. C:\DCC\Framel5f\Project\admedRI 04/11/2007 Steel Design Report for AdirMed RI Page 3/11 12 7 W27x84 Axial-Bending 0.1390 Combl 12.543 ........................ ...... ....... ................................................ W. - ":'Xx ........................... # ..... .I ............ ....................................... .....[..12 4-5 ........ 12 8 Axial-Pendi 0.092) Comb] 12545 ass.. I.Owmmw Fmmmaa; ass a . . .. ....... . .. ........... .............................. OM t5.4 13 1 if W 12.,12 jty.,jj, Live Deflection X 0.0033 Comb] 12.136 .......... w:. .............. DeflectidnM H 6.002217]7c :`:A2336:::: :: 13 3 WI,6x26 Lixt Lkiltution X 0.00M Cmbl 12.136 . ... .............. .................. .......... 13_ 5 W21x44 Live Deflection X 0.0007 Comb! 12.136 imi ' ::::::::..................................... ""A2 1: 6... ..... ....... ................................... :3 13 7 W, 27xM _LiveDetlectionx O.Owl Combi 12.136 ..... ........... .36::ww. ... . ....... ...... 2A............. . . ........... . ............ 13 9 W33y,118 -Live Deflection X 0.0001 Comb] 12.136 -W k .................................... . ................... ...............................36 1:35 9OW C.6hib)... 11436: ...... .... 14 1 TS8x3m375 'Anal-Bendang 0.9W3 CombI 13.000 0.9505,:::;ms. do. a x: -V VT3;.1 3; :':::: ............................... ............I................. .'s,&J............... ...... ........ ............. 14 TS12.0.-c!25 A.�al-Bending 0-8032 Combl 13.000 1�-B .0 �!C6ffiW ........... 41s. ....................................... 'm.......................................................... .......... 15 2 TS14x4x.375 Axial-Bending 0.8928 Combl 21.500 ........... .... .. . . ......... .... .. IBmdM . . ... .. .... . .............. 15 4 TS2Ox4x.3125 A)&I-Bending 10.7281 Combl 21.100 :09i ..................................................................... 3 ..... ; ) 16 2 TSIOx3x.3125 Axial-Pending 0.8499 Comb] 13.000 'nowsmmi m': mmm:m. a l6 .................... a.713en 0. ...10 C. ................ ............... ................ ........... ..... ............. ✓ 17 Combl 11.510 i!5 1 0 W12x40 Live Deflection Y Uy _�jfjjjj.Ops............................................... 17 3 W16x36 Live Deflection Y 0.6553 Corub"I 11.510 .7 ma . i5i w: 4 a .............. 17 5 1V21x62 Live Dofloction Y 0.2207 Combl 11.51.0 m:rsqnsm;:.� .......... Y.:.: ............. sw :mmr m%mm" Im 5 6:'::':.:: WM68.; ....... .................10.0111 .6 lO:!:::::; : :: ::::::: ._._ ...................::T.::.LiW'.Defl'e.cdoft' : ..:Comb] 17 7 W2 7xS4 Axia-Bending 0.1150 Combl mmo. .......... bl .. .. .. ........ .............. ..................................... 17 9 W33xl 19 Axial-Benft,- 0.0693 Comb! 11.510 1 . . . . ......... 5 0' a 18 1 ............ .................. ............ ............... X.. IB W12xl20 Live Deflection Y J 0.9001 Combl 11.510 ..... .. .. ... . o.. ...... ..-...W I &............. ..........'. ii g ..... . . .. ... ............. ..................... ......... . ... ... ...e�.. . . . y... . 64G - . .. ......................... ........... . 1 5 18 3 Wl6x77 LiveDeflectionY 0.8676 Comb! 11.510 M.adw: -�(): W.. i6 . m. a m wo...... ....... ...................... 1.�. ........................ t aT..'U'A ......................... ........ . 18 5 W21 x50 Live Deflection Y 0.9797 Combl 11.510 ................ .......... m3 ............ ...... ....... ........... .............. ... ....... ...... ........... ............ W'27X 18 7 .84 Axial-Beading 0.3769 Cb 1 11.5110 . ...... . .. i. m.: a p ............................................................... ....... ::;:::;7::::: - ama 18 9 W33xlt8 Axial-Beading 0.2239 Combl 11.510 . .. ...... ... r ................................... xia cn WS 11 ................... ................................. . ......... ... . .... .10....... am's 19 1 WIN% Live Deflection Y 0.9143 Comb] 10.437 :w. I.. ..: : - :... .... . c(Im ............................................................. ...... ............. cc tin Y...:7 w: wo's w 4b. ;::: ...IJAX.D - ti :: ... ....:0 Mhl�' 19 3 W16.x67 Live Deflection Y 0.7993 Comb 10.437 sm ';Cj��I.'''''L........... ............. ............. . ... .... ....... . MO.. :`::0.9.520..::: im ................................. ims................... ........................... ..................!::wq::::m:m: w: ....................... ............ 19 5 W21x44-V L'- Live Deflection Y 0.9034 Comb! 10.437 6'::':: 770599.9.7;: 365 19 7 VV27x34 Axial-Dcnding 0,3206 CombI 3,7655 19: 37655 ::: ......................... 19 W33x118 Axial-Bending 0.1905 Comb] 3.7655 19.::::;: :C ::::::onba 3;'655 20 1 W12x65 Live Deflection Y 0.9865 Combl 11.510 . .............. wm; ....... ..... .......... 20 3 Wl6x45 Live Deflection Y 0.8973 Comb] 11.510 . ... ........... ..... a .............................. 20 5 W2lx44 Live Deflection Y 0.6237 Combl. 11.510 Na" ...... ....... ................ . ................... .... ........ ..... .......................... ................... ............... ...... 20 7 V127Y84 Axial-Bendina 0.2039 Combl 1 11-510 : .mwmq ........ ...................... ........ . .................. jv: . ................................ .. ...... ........ .. ................................................ ............................ .........i I 20 9 j WITRIIS Axial-Bend'ftg 0.1210 Combl 11.51-0 ............... .............. . .............. smsomwows 115.10. ..... ...... ...... ....... 21 1 mmma.mmm 7[777 W M58 Live Deflection Y 0.9224 CombI 11.510 --- ::�pc ........................... .... . ...... jve�. ............. ...... ....... D.cfl=, tiorX:y: ; 90 4.;. 1 .. .. I. ... . ............................................... .............. 0 9 21 3 W1606 1' 7_1 Live Deflection Y 0.9780 couibl 11.510 ............... . ....... . ................... n ............................................. 21 5 6iW2 I x62 Live Defie4o.64m Y 0.3294 Combl 11.510 C:\DCC\Frame1Sf\Project\admedRI 04/111/2007 Steel besign. Report for Adi.H-ed R1 Page 4/11 G ..........:....... b Axe 1, a :::::: :::::.1}24:O:':::::: ' :. 'i '. : : :i€ [ i€ii€1€`.`::'ifil � € € :: fs€i€€i::::. ................ .............. . ....... ........ 21 7 W27x84 A 3dal-B-d' 0.1740 Co rub l 11.510 .' 5.:::€ L Ji �`}(z a a1.A� �i�n . .. 0..1:5:',5 r. -nn: ..-:.: .::: : . .... . :. . a.7:510 ::.:. :...... 21 9 W33xl18 Axial-Bending 0.1032 Comb!- 11.5I0 .. 21 ..1Q - V73:5a135 .:. .A�:ia1=.Ben O.D344 . `::Coin if 11,SI0 .. 22 1 'i'S3x3x.iS75 Axiai-Bca� 0.7260 Combs U:0000 22. Z.. TS#x3'n i 25 '' Axi�1.Bcaduta.: 0 7868 Con....'.: ................................., (3.0000 5-65", 22 .3 TS5x3a.125 Amai-Bcndin¢ 0..6525 Comb] 0,0000 �?'.: ..:.....4 TS5s3x.125 !. AtiaP Bender_:` ::,. .:iJ:56.42 ::Comb? ...40l30b 22 5 '1'S7x3x.125 Axial-Bending U.52U4 COMM 0.0000 . . 22' .. .�,•G. Axial -Ben 22 7 TSIO.x3x.1875 Axial-Bending, 0.2614 Combl 0.0000 'AL 23 .�- 23 1 TS3x3x.3125 Axial-Bending 0.8775 Combl 0.0000 ...... ........_..... .......,... ......................................'....... ........._. + Axial-Bess . . . . .::::'::::::::::::::::::::::::::.:::: :::::::: } TS..4s3x.18 75. .. ._...__ .1. ....... 7 �yv 23 3 TS5x3x.i875 Axial-Bendn U:8105 Combs 0.0000 ::......�................ ... ............................ .. .................................... .. ....... ::.::'.:'- :::::': :::::::'�.:.:::::::::::...:'.:.:::::.I��.{.;1u7�:::'::::'::..::::::::.:.:r�-�l:B�>�... :::::::�:::::�.�J, ::::::.::�{31I1 .::::::::..,..;,.........................._........................................._.............. ........Q_�000........ .... ..................................................................................... .............................. 23 5 TS7x3x.125 Axial-Bending 0.9320 Combl 0.0000 T53a3x 125. :. .: Axzal�Bend Eombl �: : .:.::::...� �::� 23 7 TS10x3x.1875 Axial-Bend' 0.4716 Cornbl O.11000 .. .......... ... .. .......... ....... .......fi...... .............. b7 .:::::::::::::::::::::::kU-R-wd,d ..................:..........:...............:......................:.:::::::: :::.::.::::: :� ...; ,x546 24 1 1 TS50,0125 ,'kcal-Bending OM12 Combs 0.0000 mo .. "24 TSW.X:25 Axial=Bends �.: Gomt,l :.: . .. p.ppgp:. .,. 24 3 TS7x3x.25 Uw Deflectiou.X 0,8282 Combl. 3.5925 24 TS8x�x 18T5 .. g a1x�al-Flendm 1}9327 Gnm}�l 1x#>l?t]ll:::. 24 5 TS]Qx-3x.]875 Axial-Bending 0.7669 COMM 0.0000 .i... ....0 E576...: .' .... ........ .:::.....: ...: :: :.` �:4b.0(! 25 1 TS3x3x.3125 Axial-Bending 0.8577 Combl 0.0000 25 Z: ......: TS x3x 11t75 tlxial=$enthn _ 470.. ..Cumb1 ...... ........... ...,:`U itl: 25 3 TS5.x3x.IS75 Axial- 0.7847 Comb 0:0000 _ ,::::::: :::::J9734::::::::Ccmhi ...._ ....... ......4......................... A�a1-Ben..... ....... ....................... ........... . t, 25 5 TS7x3,125 A-,aal Bendu 0.9005 Combi 0.0000 G(,3 �� 25: fi'; TS8 3x i25 . Ax�al;Bendwg . .. 0 8357 Combl 0U000 25 7 TS1Ox3x.1875 Axial-Bending 0.4554 Combl 0.0000 ,�:.'....:: ::'.:: .... . ::: ....................::::::::::::: :::::::::...... _.......... :::: :::: s.::.::: :: :::::rs�.��.Is.3......................a.�i-B�d :::::: :::::�::�� c�.>3?.:..:.:...:..:.........:....:::..:.......................... ...........................�.......��t� 26 1 TS3x3x.25 Axial-Bending, 0.8312 Comb! 0.0000 26..,'.......Z:.. 1 S4Y3]c l]3 f5:.:'.::: ... : . AAxi1:=13eziditig s:`0..$02Q : Gntnb[::.. :..r,:: .:':::: O:000tI:::`: 26 3 T85x3x.125 j Axial-Bending 0.9671 Combl 0,0000 ...... ....... ... .... ::' ::::::: :::: ::: :::::: ::.:::::::::::::::::::: :o:onc��...... -/ 26 5 TS7x3x 125 Axial-Bending 0.7656 Comb1 0.000(l /J,4at'Sl8 5 . .. . .. 153;;3:t�5...:.:::. . fuxiul$czidm 0.7G 0. .c zuUf. .. .............. .:O.�Gu'J..: rn : ...... 26 7 TS 10x3x-1875 Axial-Bending 0.3843 Combi 0.0000 S TS1��3-.197J .. Axial en " a]: 4b0 .. ::Lomlil : . :U.il 00. 27 l TS8x3x.375 Aidal-Bending 0.9175 Comb l 13.OW ,7. 1 SUxsx'S�� ✓:.. rl.ial Bcad�n 0� 95 Combl 13...... p0 .. 27 3 TSl2•c'is25 Axim tBending 0.81.95 C,unb] 13-000 TSICix4x S .:. AnaiBendnea.'. .. Q,9�7 'luombl. ` 21s5011 28 2 TS12x4x.375 Axial Bending 0.9385 Combl 21.500 3225:. : ... Hai Banc......' 0.....9..2 bi Ccmbi 21:500 ... . . .. .... .. ..... . . ..... . .. . . .... 28 4 '1'Si6x4x.3125 Axial-Bc-nd' {1.S154 Combi 21.5W ................Axial.Bcauml=....... .....�.6�8�.....,..Combi................__................................................_......................... .._...2LnOQ:i : 29 1 TS7x3x.375 Axial-Bending 0.9740 Combl 13.000 29 3 TS100m25 Axial-Beading, 0.8886 Combl 13,WO 23 4 K:1875 A:1a1 B.: O:SG37r. Com1i1.:.: ; ::: 13.000 3 S:12x3 . 30 1 T83.x3x.25 Axial-Bending 0.9628 Combi 0.0000 30::. :: 2:' TS4:3��1875 A ial'.Berid" : . ...0:9368 . ::Cei i 30 3 TS5x3x.1875 Axial-Bending 0.7861 1 Combl 0.0000 30. 4:: ral=... 1]97,1 Cumbi 00003 TS6x3x 125; 30 5 TS7x3x 125 Axial-Bending 09079 Combl 00000 S�9r �t3 65 �SP..G . :.. kdal-Bzutlu�.: . . .i}539 .. .Conabl .:.'. .. .. 40GOQ .. ..: 30 7 TSIOx3x.1875 Axial-Bending 0.4613 Combl OAO(10 30:':' 8.. :.'. 'TS12i x.1875 i Axial Bendutg: :0:4164 .I::Combl ...... .:.0:UQ00 .'. 31 1 TS3x3x.25 : : . . Axial-Bendim, 0.8121 COMM 0.000 2 Ata .. . .....:.....: ..... :... ........49t;t,t}. 31 1'S5-.0,x.'12 - ✓ k6al-Bending 0.9758 Combl 0.0000 31 4 :::TM z.125 P g Cf O.'00: o' : e :3 31 5 TS7x3x 125 Axial-Bending 0.7760 Combl 0.0000 _.- 8� G a i': _.$. TS8x3Y.12�. j i�xial:;i3endm�,.. : : .Z2G0 .j:Coniol :OD�lOtj. 1 C:\DCC\i!ramel5f\Project\adnedRl 04/11/2007 Steel'Design Report for AdirMed RI Paige 5/11 31 7 TS10x3x.1875 Axial-Bend' 0.3909 Combl 0.0000 ::. g..........:...........::: l.S{: X3x 8,3.......................... �.a1•L ....... ......J.35 . ...............�o r�� ..................................................,...,.....:':::':::::::::::::..........................................G., ........ r,/1L-q�o � ] W12s26 V ✓ Livv.Dc7ccticm Y 0.6547 Comb] 8.7.950 .¢:.32.€ :::.:: �h - :' ..' ::: : lavi,lD '-prumy 0' 452 :L'nmbl :'.•:: .: f. . 5. .:.:::":... .......... . ..8.7 S.... .. ..... .......... .. 32 3 W16x26 LiveDeflectionY 0.4437 Combl 8.7950 . W13x35. Zive:DeflecttQn Y fl'.2619 Combl.. ... ..... 8.7.g50"•:`:.: P32 5 W1.I ;4 Axial-Ben ' 0.1791 Ctxnbi 8.7950 32'r.' .;•:.6...:......: : " . AJ2Y,1�:.......:. . ...:.::'.:::A.7ai:Bcnctna::::.. ..'::0::128> ..:::comb] ...:::..... " ..::.:..::' .'.:'::.:. . . ..:: ..:".. ...:.::' . ............:: 32 7 W27x84 Axial-Bending 0.0681 Comb] 8.7950 ...Lombl........ ......... ... .... .. .. 879511........ 32 9 W33xi 18 Adal-B 0.0405 Combl 8.7950 .. ..::::::..::::::::::::::::::.:: .. 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U.OS70U 41 2 TS4x3x.IS75 Axial-13e-ndin 0.8375 (ombi 1 0.0000 C:\DCC\Frame15f\Project\admedR1 04/11/2007 Steel' Design Report for Adirlded RI Page 6/11 J ............:......: fix':'K ........................... 1-Bend ....... ...... b9 7:::....i om :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::.....:: : ::::: 1 ......... ............ .......3....... ...................'B�s,..,..1..��.........__.............Axsa.. . �n .............t�,.. �............ . b�.............__.........._....._... ...............................__.......:.............. ..._._�<t-S10�:::::::: 41 4 TS6x3x 125 ✓ A , eia1-13e1ding 0.87{l4 Combi {1:00f�11 ......'. ::::::::: ::::':;., . . . .. ................... ...... ..... . .:':::.. ....... :':' ' ::' ..�. .. ..:2 7.' :::'.................... 4....... ...:.. ]. :... . ,. 7�t3, 5............................. i•13e11d 3'.:::::.::C� ::::::::::::::::::::::::::::::::::::: : :: ::::............:::: :::::::. g,c3lc e 41 6 TS8ti31_i.25 Aida]-Bun 0744.9 Carnh] M fflf) h #041. . ..:CombL 41 8 TS12x3x.1875 Axial-Bending 0.3642 Combl 0.0000 :42.:`. i.::. 4�'i2x45 :.'..:" ..`ftic 36;1eo11 n.u' . 13 sYsmbl ::... 42 2 W14x34 � / Livc Dcticciion Y 0.9762 Comb 12,000 W1606m.. . 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VJ21x52...........................L1ve:Deflectlaa Y... ......t}.24y6::::',::Lom6l::::.::::::::':::::::::::'::::::::.:::::::::::::::::::::::::::::::::'::::::::::.:::::::::'::'::::: ::::::::1'�:OOl7::::::: 42 6 VJ24x68 LINa Deflectivn Y 0.19 14 Comb1 12.000 4'9::::::::.::: � 7 ...�V2'IaB-,...............................A�a1.)jencLns...... .....�..72.40..... ...Co�16�...................................................................................................... ........72.00t�....... 42 8 W30N90 Axial-Bending 0.1078 1 Comb 12.000 42.. 4. ..... ... ... .....W33x1.18 : :I2:000:::::::: 42 10 W36x135 Audal-Bending 0.0602 Crnnbl 12.000 1�....._ .......:1....._ .........................Wl_.�1 ........................ ....Llve )effectwn..l...,......4..935�..... ..CsrmbL:::::::::::...:::::::::.:::::::.::::::::::::::::::: € €: ' :::::::: :::::::: ':::...i__OOu : ::: 43 W14�34 Live Deflection Y 0.9702 Combl 12.000 ':A3.: 3_ " : Lrv�Detleeu�nit f}3$5] G:.ombl 12000 .:.: 43 4 W18x35 LiveDeflection Y 0.6508 Combl 12.000 -: ' . ,..... ....... _.. ............- .:::::::::' »:::::'::..:........:::::::::::::::::::::::::::::::::-::::::::::::,:::::::::::::::::::-::::::::::::::::::::::::::::::::'::::::,,.., 4 9 W2�x44 Lyve Deflei,tll�n Y 0._9_, wnlb :::::::::.:::::::::: :::::::::::-.:::::':,::::::::::::,:::::::::::::::::::::::::::::::...::'...:::.:!::::::1.L . 43 6 W2.3..x55 L•iveDeflectiun Y 0.24 19 Combi 12.000 43 i>7xR4..... ..':: : :......... a1-Peridirg :[. 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W.1.2. .2..........:. ............... eflei tt;t .0;.. .4 Qm......... aib ................:.........................................:::..:.:::::::::::::::::::::::::::::::::::' 45 2 W-14x53 Live Deflection Y 0.9976 Combl 9.4425 45::::: :::::::3::.:::: :::::::::::.:::::: :::aatea3eth�tt�rn:1'.:: ::::�i:+?21t3:::::::C 45 4 W18Y40 ✓ LiveDeIleutionY 0.8819 Comb 9.4425 a 1J21z44 ,. .Axial"B.i�ttl r fiS3a .:.. ::. r✓ ........45 6 W24x55 Axial-Bendina 0.4716 Combl 9.4425 4 5. 9_: ?J27x84. 25 45 8 W30x90 A:xial,B e.td ing 0.2192 LAinb1 9.44215 45m _ .9.: Vi'Saa 1'ly6. 45 10 W36x135 Axial-Bending 0.1224 Comb 9.4425 I I'm NJ12x65 f . :::L Uv&mDeflectioa:Y 49325 Comfit" 12i000:. 46 2 W142.53 Live Deflection Y 0.91S7 Combi 12.000 3L...... .......3......................__... s. x:::: ::::: :9a95m:::: .Combs.:..:......:.......:..:..................._.......:,...:'::::::::::::':::': ::::::::::::::::::::::":::::::::.:.-:....:......... 46 4 W.13x50Livc.Dcticction Y 0.6213 Combl 12.000 m:::Live DiMection:Y.: 0:37�Z Go nliI :..:. : 12.000 46 6 W24x68 Lie Deflection Y 0.2716 Combl 12.O(Y) Z: ::....: : :::::::::.......:::::....::::: ,'. ..::::::::'::::: .. .. 4v. . . ..? - ..:.... . .....316L/x84. . 46 8 W30x90 Axial-Bending, 0-1649 j Combi 12.000 46 9 Vd33x118: . Axiil_Bendin .::. t1 1123 CnEnb1. .:: ::. :' :':.': _12,(�)f1_ _... . _ _ ._ .. . ...... -_... ... ..,._... . ... 46 10 W36xl35 Axial-Bending 0.0919 Combl 12.000 :.:::::::: ::: ::::::.:...:::::.::::::: .._.. :.:. .....:. . . ,. :::...:::.........,..,,.,,,,.:........,.....,,,,.,,,:::....,.,.........,........,.. ..:::..,:. 47 1... - Ax,4leliert3i�g::: 0,$�f� Cotnbl 13ct3 fv; T 3x3xr � ... 47 2 TS4x3x 125 Axial-Bending 0.6749 Canlbi " 13.000 ;f3 � T s.. 1SSti��l25 Ax1a1B 0.5575 .. .Q&s bl .. .. " 1� 410. .. 47 4 TS6x3x.125 Axial-Bending 0.4695 Combl 13.000 47:: . 5.:. '1'S7x3xmm 125 : � Axial-Ma ink l :0,4075 j::Combi l3,QOQ 47 6 j TS8R3x.125 A`tial-Beftdin- 0.3634 Comb 13.00.0 7:: ....:7: rs x AX3d1'1 11:pL374. ' cunol 47 8 TS120 1975 Axial-Bending 0,1759 Comb 13.000 _. _... 4S' 1.: . TS5x3a 3125'..: . Aazal;Bend '. (?993?.. .: Gombl :.:. 73iQQ0 48 2 TS60Y-25 Axial-B 0:9-151 'CO nu)1 I3AKM Aa1LL g" #19?77 is 13"LOf) 48 4 T&S0x IS75 Axial-PAmdi g 0.8352 Comb 13:000 45' 3: TSIO-aL: I97_. -6 ;Bendma!... . {l_66g3..sm,. .::Comb'_ : ]3i40 S 48 6 TS12x3x.1875 Anal-Bend na 1 0.5665 1 Comb 13.000 C:\DCC\pramel5f\Project\admedRl 04/11/2007 Steel,Design Report for Adir49--d RI Fa e 7/11 ....... ............:::. .................... x.. . y....... .......1........ .................... ::::: . .. ::::: ::: ,:::::::..,...::: : ::....::: :, : : :::::::::::::: ,::::::::::::: ::::::,: . . �',� 1 ......:..........:.........Fwal-Bendtn 5:?Tt�7::: acsrnbl....::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::....,...::::::..................::::mor :::::::I 49 2 L'SGx3x25 t�xial-lieed�eb 0.i)4{)fi �ombl 13.{HsO TS7x�a 25...: : ::':1t.....A.aiah>'ud�iir .. . ..{1,.57.74. ..,.u .-1 . :::to :.":.: "::: :.": :. .".....":..: : ".::. ."...::.: 1�.(I!? :"::'. 49 4 TSRx3x.]875 Axial-Bending 0.9054 Combl 13.000 ... .... . .......5: .... .::r:: : .... 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":. .:.. . .: ::.."d:3;04t7...:.> 53 4 ✓ enff Axial-Pdin 0.9054 Combl 13.000 TS1Ox3x.1875 V TS12i3 1R75:i:::: :: <<h xsal=Rzndm :"" ."".!:74�t7 Cornhl. ..::.:...::::"..::.;:.::' '".: .' '. ::::`.:::13;i)!1(l :...: 54 1 TS5x3x25 Axial-Bending 0.9399 Combl 13.000 Z....... ............ .............................renal-lien ::: ::::0 7S2j........Lornb7......................................_....._................ ........_.....:.......:::...:.:: ::: :::13:( 50....... 54 3 TS7x3x:1875� ✓ Axial-Bending O.9417 Combi 13.000 ........... .::::::: ::::::::::::....... . ,. ::::::::: ::::::: ;.:: :::.: .., . ::: ::.:.:.,..... ::::::::"::......................................:......................:::.....::::...... :......................::::::.. S......... ::::::: ...... ....................ISBx .1kt:ZF.................... .. xta 5 .:::.: :: ........ ::::::::::::::::::::::::::::::.::::::::::;::::::::::::::::::::::::: :::::::::::::::::::::::::::: :::::::, 7:::::::: 7'i .. .....#?..Z4r.y........G.amha.........................................................................:........................... ........1,�.00i......... 54 5 TSIOx3x.1875 A_,dal-Bendin 0.5942 Combl 13.000 S4 t. TSl2s3x 1875 : ?::::'. Axial=Beudm :: . :Q:5Q34. Comb] 55 1 TS3x3x:1875 Axial-Beaffinig O.b987 Combi 0.000U Azk . .. ..II. Il�7y Chi 041� f]4x3x 173.E ::: .... .... .....��...... ...7. '. .. ..... ..... . ........ .. .... . ... ... ... _ ... . .. ....: ".. .. .f F2)( ¢ 55 3 TS5x3x.125 Axial-Bending 0_6550 COMM 0.0000 :".: 5. .. TS6 .Ll?5.... 1�na1'Ben 0: 685 'Combi.. ..... .. . .9.tJt)00 .. 55 5 T87x3x.125 Axial-Bending 0.5270 Combl 0.0000 158x3 .: :..::.::::::::: ;:::::::::: x I75. .................... �18�b: .::£omhl........ ... .. _.... ........... .......... _.. .... ... ...... .....0�6000"::";.. 55 7 TSIO.x3x.1875 AxW 0?667 CAMbl 0.13000 _...... __...... �`8a1,4.B�..... .mas... 0. ....:............ ... 56 1 TS4x3x25 Axial-Bending 0.8724 Combl 0.0000 9XlXl�` : 2.::: TS�x3x11?7..... AunlBend A. :Combi:. 56 3 TS6x3x 1875 Axial-Beading 0.7938 Combl 0.0000 ....... ..'. .. Fil7 i3Y 1875.:...:: :.: : >Yal-Bendsh ........... ::Cgtnbi.::" 56 5 TS8x3xl25- Axial-Bending, 0.9R83 Comb] 0.0000 ti . T.S10�'ix f :. Axial=)3. di.A.. :tt.5#R9 l:Corith l: :: . :. :... :O:E10t1(1 56 7 TS12x3xl875 Axial-Bendin 0.4861 Combl 0.0000 ::::::.:: .::::: as - ...... ..__.. ................... ::. .._. ,::::::::: :::.,: : ::::::::::::::::::::::::::::.::::::::::::::.:::::::::::::::::::::::::-:::::::::::::::::::::::: :::: :::::::, ,: .,....:::.::::. �x3x3IB 57 ........ :: ".a x3x3d25::: ."".: :: ." Lt3.�a,�1e -X... ....193:'2 vmbb# ..;::.. ... ,.." "... ... :,,." :: 57 2 TS6x3s25 l ive_DuSection X 0-9352 Comb] 35.925 TS73�,25 :...:.: r Lve:DetleouctiiX' . "::0ai474 >iwombi :. ..." " 325""" 57 4 TS8x3x.1875 LiveDetlectionX 0.8893 Comb1 3.5925 LS] ix71755 :.'r 3 3.tve 1Jetlection?Z":: i?.7794 oinbl :.3.5.. '. 57 5 i'S[2x3x1875 Acisi-B4ncli. 0.6098 Combi O:G1000 _. ._ 58:° 1.i R'12x1a . 1a:93U8. Gcmb'................... 11:45 .Life iJetlecibn.Y' ,/ 58 2 W 14x34: Live Deflection Y 0.9582 Cornbl 11.925 58.. 3.. W L xi6 Lwe:Llefleation l`. :..:0.7272 58 4 W 18x50 Live Deflection Y 0.4072 Combl 11.925 .... :::Liti�a3e9 oa:Y. . ..0:<45t1 C.-m6i 119.. 58 6 W24x68 Live Deflection Y 0.1780 Comb] 11.925 58::. 7 i W27d?4 ....... .:":. .. .. .ASdaI=Bend. 0:1232 . ":Combi" _ .. .: .._. :I"L92. ." ... ..,. 58 8 W30x9O Axial-Bending 0.1072 Combl 11.925 ::. ::: :.::::::::::::::::.:::: , :. ...... ........::::: :::::: ..........3::::.. ........::::: 3 ":::.::::::,::::::::::::::A al-$ dm ::::: :::::fl:{1,3=:: ....... .. ..__....................... ....... 58 10 W36xl35 77 Axial-B 0.0399 Combi 11.925 '::::I .. .:..:::: .::L,iveT3e#t ticinY . :':0:R342 ........ . :.«7i r ":.:...":.. .:.: :...:: ...: ........ �l4-X 59 2 W14x22 Live Deflection 0.6579 Combl R.7346 59 3.i W:166;:... "._....'.: i eDe©ecGonY...."::a'4349... Com ..................._ ...... . .. ... .................... ..... 59 4 W18x35 Live Deflection Y 0.2567 Combl 8.7346 IF .... 59 6 `Fr24x55 Axial-Pending 0.1271 Comb] 8.7146 .. _ g: 7 W27x84 " • AaiaL=$endm� 0.0677 Combi :.:r 8;7346 C:\DCC\Franel5f\Project\admedR1 04/11/2007 . 'Design Steel. DA m Pam. Wm 66 . Steel Design Re�rt for AdirMed RI Pa 9/11 66 8 W3Ux90 Axial-Bend'ng 0.2481� C Combl I .......... ...... ................ ...... ....... 66 j 0 VJ36xJ35 Axin&B=ndIinq, Om.13S6 Cornh! 0 L WAIN. D,e,Ae:c46.6`Y: R 9 43 Om C 0 1 n bi I 67 2 W I 4x3 0 Live Deflection Y 0.9236 Combl 12.218 3 .0 218 67 4 W18935 Live OtPIM-Lum Y 0.527f) Ctimb 1 12.2 N m :::I IM7Z :;:;:: ::.0 -jmm:m;:Mm.m. 67 6 W24x55 ve Deflection Y 0.1991 COMM 12.218 m . 7m Wm 27m xibl.-B e�iidii* :w 67 78 W3()k90 Axial-Bundfing 0-0869 Combl 12.326 WM33.0 11 9 .0.0593 C.6nilli 3.26:;:;::: 67 10 1113 6y.13 5 Axial-Bmilm 0.0485 Combl 12.326 C affilb I :Diffl 666Ymm 1 2,x 20 m Lm N& m ;8 865m:!:': m l3';.262:;::;:: 68 2 W1400 Live Deflection Y 0.19 5 Comb 1 13.262 3, m . 0�9Na 'L m m.m:: :m M. am y 68 4 W I 8X60 Live Deflection Y 0.9640 Combl 13.262 y 2i Live�flectiorx 640 1 L 0,9 68 6 W24x55 Live Deflection Y 0.7026 Combl 13.262 myw I 1)61e�v ;: : m:C ofti I:: m am;::m�i:!: i::! W3 OX90 I-Beniius 0.2794 Com b I u2162 sm a am ::tmm:::m::: 68 10 W36xl35 Axial-Bending 0.1559 Combl 13.262 69 2 Wl 4�b Axial-Bending 0.8505 Combl 49800 Wdi 69 4 w 1 8_6 i Axial-Bending 0.5231 Combl 4.9800 m 69m 5 1�4 4. 3708 Couib 1 .9.4- 69 6 &-dal-Bunding 0.266 1 Combl onibI gmm:!:M: 7 W2.hcW; .4 0, 69 9 W30x90 Axial-Bending 0.1229 Combl 4.9800 69 9 :::::M: M::;m :: :: 900: R3 9m :21D 69 0 'W-3'f;3r 15 A-dal-Bending 0.06871 Combl 4.9800 �;;;�;;.�W.i2:sa:6:: 70 2 W14.Q6 AxiaWk-nding 0.8468 Comb? O.&M -C j&L'6 7m Axis ✓ 70 4 W1805 Axial-Bending 0.5205 Comb 1 0.0000 ONO X44m bml mm.m.m.mmm.. 70 6 IV24 x5 5 Axial-Beading D.2644 {zombi 1"Boudil :0,1 4mOm 4m' fibm 70 8 W30K90 Axial-Bending om 1.223 Combl 0.0000 7 Um -W ::W --:::M-M m m m m 00.00.::; : J5 70 1-0 W36-,KI 3 5 Am-al-Ben-ding 17m0683 Combl 0.0000 L i-vt:D Ym R 9 7-m7m-4 ... .::Comps- 90 71 2 W I 4x6 I Live Deflection Y 0.9117 Comb 1 11.925 w 1 925 6_kOm m 71 4 W I 8x5o Live Deflection Y 0.7294 COMM 11.925 Ic6 m C U m 'On Y; I 5�5 Db;fi :.4 3 8 7m 71 6 W24.x68 Li ve Deflection Y 0.31$9 C-0mbl 11.925 CoMi 9 5'7 7 1 �8 W30X90 Axial-Bending 0.1908 Combl 11.925 9; M33x 5 I nB 0 13 :mmm��m mm. m: im�mwmm mm mwmm ammm: :�mmm 10 W36xl3.5 1'106.5 Comb I 7 1 A:6al-Beuding 9 7Z I r W 1 1:70 � : 1 2 1 72 2 W14xl32 Live Deflection Y 0.9446 Comb] 13.201 0 W6!Dai�A� Um 72 1 Wl Sx86 1.i ve Deflection Y 0.9 'Com A 13.201 :M?m m I'm I::.M: M.; ; mm mm : '0�'q' Mr2 1�CM fl i�d ymm I 120 72 6 W24.,62 Live Deflection Y 0m9325 I Combl 13.201 .7 2 ii y a 72 8 W30x90 Axial-Bending 0.43 0 Comb? 13.201 AM 2 W3 R M. m m:Q b 4 ::: :::::;::: :::: m;:;:::I Ims 9m 72 10 W3 6x 13 5 Axial-Bonding 0.2405 Comb 1 13.201 ps ps r 8 6 16 �m M ect ym onibm 1 9,4 3.46 73 2 W14.30 Live Dellection-Y 0.18432 C oaib 1 9.4546 73: smti 3 Live m eit a Y. 1.0 0 4 WlSx35 Live Deflection Y OM481 1 Comb 9M4340 5m; W2 1 x4-4 _k-6611-m Bcphdiiig 3 :9 4346 73 0: 1 29m .Combl.I 6 W24x55 Axial-Bending 0.2249 Combl 9.4346 N 61-Bundimrig m' 1rommb1 r)Ci7\ rama7 q f p -i f- q_ A p I Steel! Design RePOrt for Adiz-P.-,-d R1 pdge 10/11 Axial-Bending 0.1026 C rnbl 9.4346 :;w wa a ijw::::m ..................... Md!! ftx,'IR6� 73 10 W36-,135 -A ialmB..ding 0.115.73 Combl .9-4346 . .;:Axlai Bendtng::::: ....... ..... 74 2 W14x48 Axial-Bending 0.9306 Combl 11.000 sw mm:mmQ.1Mr.1':m :M:. .................. ........... ..................... ....................................................... ............. .......... 74 4 Axial-Bending 0.9571 Comb I WISY.40 V ✓ 11.000 som -A1.000r : : 74 6 W24x55 Axial-Bendina 0.5745 Combl .I I-.000 W 27,xM. kkiaPl3enduig' "j 10073::'::�F ............... ............. .................. .. ......... 74 .8 NV3000 0.2 2672 1 Comb I a :::: �::.::::.;:::::::;::::::::.::::::;-;:::::.::::!:.::::::::!::::::;:!:::::::::::: mow. 74 i0 W36yd 0.1491 1 Comb I 11.000 2X53. ing:::::-: .9251 T 75 2 W14x48 A,,dal-Bending 0.92292 Combl 0.0" : 3.. R.h.. _�7 :..:. ............ ..... .......................... ::7.!E-AxW-_B' :::J). 986omb;.: m.: ......................... .............................................. ........................... ............... .......... 75 4 WM40 Axia.I-Bending '0.9553 Combl 0.0000 r mm Axiil:Bending. Com, `7 0' ..... ..... .................. . .... ..... . .. . .: ... .. ....................................I...................... :�:Ow()w.1.1 .....................I............................................... 75_ 6 W24x55 Axial-Bending 0.5733 Comb] O.GOOO -poss-Im- . C b......................W. :mm. mq 'mm�� 75� diiii Pi .............................. .. ................................... ... ...................... 010M On 75 j 8 AC1,11 Bey ding 02667 Combl 0.0000 'mmm....................0. VN wm:mamd Va. m ENO, ............ ... 'XII �i;Akial,_Wfidirig �::,.0 i, . ....................... :' ': 7:: '. ......................................................... 75 10 W36xl35 Axial-Bending 0.1489 Combl 0.0000 woormol.. . ::: i 0:; m Ym wom...O. .::0� ....... ........ 0,� W.t1;X1 L e,66ii6n. m NOT: .. ................................ w.: 7V ii�. ............................... ............ ......... 76 2 W14x22 Live 1-gelection y 0.0453 Qwnbl 7.7200 16 ................................................................... ..... ...... 4): 30 ......................... 4VID. , ;:: :;:;..76.: ....... ........ 76 4 W IS-O 5 A-xial-Bending 0.0191 Combl 7.7200 ... ............ .1s44" Axial............ ............. �m: ... ....... ............. .......................................... i�� :.4.0135.:: VC �:: . .................... ............. . 76 6 V24x55 Axial-Bending, O.U0971 CuinbI 7.7200 7-_7J200.;:::::: : 76 8 W3000 Axial-Bending 0.0045 Combl 7.7200 g ......... ................. ............ 76 10 W36N135 Axial-Bending 0.0025 Combl 7.7200 I...... ...... :�t ;:Y::: ..................................... - .I. M:: : , a ::::::. W-UxMl. :::: : .0 �Z ::..................................... .... .................... ........................... ...... .. - = .::::t:mmm'.!:: m : . .. ... ... ............. ............. ...................... . .......................... 77 _W14�022 Live Deflection Y 0.7524 Cbrubl 8.5283 - : ..................................... .0 ...................::...................................... .......................... . ..... Y., ::::! ...................................... 028.......................................................................................... 3 77 4 W1805 Live Deflection Y 0.2936 Combl 8.5283 W.. : 5....... ........................ . i i�! : : , .. ..... ................ ..MIx44..... .: .::-:: =I-Btn dgil � :!) 99 7 'A- . . ..... ............. ........... 77 6 W24,65 .4.33af13ending -0.14M -C-amb 1 8.5283 1: ;: ...................... .... ...... ........... .....Axi muling ::::.D, 77 8 1 W30\90 I Axial-Ben ding 0.0665 1 Combl 8.5283 ... ................ . ... . ... ....... .... ... a:� V 55.X1. 66- 77 [35 Amal-Reuding 10.0371 C,..bl 8.5283 7.9 4,5.9.: -:::::: - moss-sm 49 ................. 78 2 W14.x43 Axial-Bending 0.9761 Cornbl 8.5000 78 3:i :.:............................ .......... ..... .............. .......................... ............ AxtaC'Bendin ....................... $51 ................ ... .................. . . ............................................ ..... ....... .............m......... 78 4 WI8x40 Axial-Ben ding 0.8950 Combl 8.5000 ................................ wom mc ............. .... ...... 78 6 WI4x55 A--;W-Bending 0.5371 Comb] S.5000 78 8 W30,Y90 I-Bending 0.2499 Combl 9.5000 ..............w &h� ................................ Ob. :;:-:10bal;-:13 T:.;17Ki5 .:A: . ... ............. ............ .... ....... .... .. ...... . ... .. -1 - 78 J 10 W36xlj^3 Axial-Bending 0.1393 Comb 1 8.3000 1 WF2k72: ...... ........................... .... Caffib!. 79 2 W14x61 Live Deflection Y 0.9135 C orn b 1 7 .3038 �Gx ; . -.:::. 'Mj�� AIT, .......... .... 7'3 0 �3. 4 �Uve .......................... ✓ 79 4 WJ&46 0.3965 Combl 1.2355 :5 : �:: " . . ....... :-79:: ;.m .:.::. :::.::w'm: . V . :::jT:,C, - w 1 1:4.2.550 11 1 oil W2 .......... .......... ................................................. ...................................................................... .................................................... . ..... ............... 79 6 W24x55 Axial-Pending 0.6199 COMM I T2353 .0 .......... .1 a ::�: .6�1 � - ::�. ma a mamm' s". .... ....... 4 W27x8 ... .. ... ......... ......... .... ..... .... ... ........ 79 1 8 w3OX90 Axial-Bending 0.2b-V-) Combl 4.2355 .................. .. ........ ......... .................... .................................... 4=5 . ...... ..... .............. ........w o X I 79 10 W36\135 k-dal-Bending 0.1609 C"omb 1 4 2.3 5.5 :-a: �m mqw q; 1 1 efl 6 Y .......... ec I.. ................... ............. ....... . ...................... ........ .... . 80 7. W I 4xW Live Dellection_Y 0.9016 C0167,01 13.182 ........... . ...... ..... ....... ......... ....... ...... ........ Lave:Dcflec�b_ Y. ............................................................................ ........ ................... 90 1 4 wI8x60 Live Deflection Y 0.91J4 Combl 13.182 ..........:.::.;w M54.��.. Combf..............80': m .21-. . ............ .. I I.;..:.. ::..: .:.::_q: :: ::.:: 80 6 W24x55 Live Deflection Y 0.6672 Combl 13.182 V11 . ......... . . .. ..... 18 11 q. c:\ncc\Framei 5 f\Prn! /1 1 I')n,1'7 Steel'-Design Report for AdiMV--d Rl E'dig-e 11/11 k-dal-Bmding 0.2978 Combl 18.517 ............................................................................................................. . ......... ...................... ........ ...... ...................... ..........W36xl-3.5'' Axial-Pendiw 0-1662 Comb] 18-517 ... .......... ................................... ..................................... ................................................... ................... ........... .......... .......0. .. . ........ 81 2 W I4x48 Axial-BE!din 0.9357 Combl 0.0000 81 4 WISgo ✓ A-,,jal-Pcnding 0-9618 Combl 0.0000 ..............W+219444+,::::::::'::;:::;::;::;:::;; 81 6 W24-55 Axial-Bending 0.5772 Combl 0.0000 81 8 W3Q.40 Adai-f3enfirg, 0.26-95 Combl D.OM ...................... ............... ................. ............- 81 10 W36x135 Axial-Bending 0.1499 Combl 0.0000 ....................... 866F:- li'.0 .... ......... ........... .......... 82 2 TS5x3,-1875 Aidal-Bendh* Combl ...................... ........... .......... .................. 92 4 TS7,3-, Axial-Bending 0.8869 Comb] 13.000 fi _115 V .......... ............... .................. ... ................ ...... .......... ........... 82 6 TSlOx3x.1875 Axial-Bending 0.4505 Combl 13.000 ..... ....... .. .................. ....................... .................................83 1 T35x-I.Y-3125 Axial Ben 0.903 Combi ........... xuye 3: W.4.4w. ....... ...... ... ..... ... ........... ................ 83 3 TS7.v3x.25 kxial-Bending 0.8135 Combl 13.000 ................ .............. 3N. ............... .. ............ ............... ............. T+4.S.8x ,v 7 ! ww 83 5 TS1Ox3-.K.IV5 kxial-Beading 0:7202 Combl 13.WO xwr, P........ Mbl ............. ....... .......... ............. .0.0 94 TS.3,3,+125 Axial-Bonding 0.9161 Combl 13.000 A. .......... jx ........................... .0 ox ........... 96W 4.. 84 3 TS5x3x.125 A2dal-Bmding 0.5865 Comb 1 13.000 . .................... V.41-4 ..............-. Y i:ii::................. ........................................... ..... ..... 84 5 T-S7.x3,,:.125 0-4289 Combl 13.OW .... ........13 goo 84 7 TS10x3x.1875 Axial-Bending 0.2184 Combl 13.000 IK ............ ...... ............................................. ............ 85 1 W12x.53 -A.dal-Bendier 0.9537 4C-cr l 5.5000 ................... ..................... ................ .................. ........... ....... .00..... 85 3 W16A5 Axial-Bending 0.9264 Combl 5.5000 . ........ W.. ..................... w.......... ............ .......... .......... ............ ...................................... .............. ............. 85 5 W21,A4 Axial-Bending 0.*8256 Combl 5.5000 losma, A� I; 85 7 W27x84 Axial-Bending 0.3162 j Combl 5.5000 .................- ................. ............. ..... ... .. . Q .......... .. . .. .. .. .... .. ............. .. ... -A. 85 9 W33x118 AxialBegaing OAK76 Combl 5.3000 mw;mmmwms x .......... .......... ............ SELECTED LOAD COMBINATIOM Load ComVination Code Check Total Live Dependent Conditional .......... ...... ......... Engineering, P.C. Job # Dept. By /19,e/-� Date Job Title G M. Ckd. Date C. Ckd. Date Design Area /E 5/6 1J Sheet / of Z Reference a.: 2 1'¢rs'30 Ids / �0ez'5e- (150' /o ,- R.,or- AC.-A-S L 2 4 y3U/ma's f /!o r =L G. 1 ) { !�`Q 40 sE SNP 3 / 2 (.5r6 2/74 = 3S7.,50 14s I CcJ�c /�� h/�5 � /�c�✓T� a L z GcJ. 11�L�G ' 60 ST- S Engineering, P.C. Job # HDept. By /'..,45e-l- Date Job Title J3%SG M. Ckd. Date C. Ckd. Date Design Area �'h+.�" �/ram / s/c,Er Sheet Z of Z Reference 17!r ! 45 s '44cra 7� 77 6 ST liras t..i/;0-,L9 r' /7440 //�+o�r�r�..,�.. � , 2/rZO�r � 5'�ws S�=.co. ,�z, l� Sc�a�=/c.�,�•..,- C v /a`ram- Try 5-r �,/X�, • Engineering, P.C. IVRM 0 Job .# Dept. JOB TITLE By e!�,:eW Date M.Ckd. Date DESIGN AREA - ,G�si� C.M. Date Sheet / of G Reference ed 1607 sr &LYJ IL -TO/sr z s Engineering. P.C. IVRH= Job # Dept. JOB TITLE BY �/q�/ Date M.Ckd. Date C.M. Date DESIGN AREA Sheet Z of Co Reference 17 7 3G is 1(��r.f ;�, "Z .tC s ar 773 r— ��-,-i%+7.).�r/ &JI z .0&4.'e Engineering, P.C. Job # Dept. JOB TITLE By /h.�-°q Date M.Ckd. Date C.M. Date DESIGN AREA �i,Lc.oi� ��si�✓ Sheet of G Reference CSC- /LI-5 S/,6. �T �1CrF.,�ZI 0,,C �✓ � l oi'r Y - 1 21.4%,FA— � cJ3 w,_ /5,7ps/ J 9,0 14115- (05'z'-1-25�� 12 Engineering. P.C. , IVRE 0Job # Dept. By 4y _Date JOB TITLE M.Ckd. Date C.Ckd. Date DESIGN AREA Sheet of �. Reference zi G✓i�� - /9%�f �.6 (//g(. U,L, = 39s /6/fir„f /7t.�/� 3r,'ow /i /�l�i-•�nrrk G�vE Engineering P.C. Job # Dept. JOB TITLE By nz�z.,/ Date M.Ckd. Date C.Ckd. Date DESIGN AREA Sheet 5 of Reference l� ..(7-) 2- 97 �ii�,.es �rsQiJ f�K• NM . Zo /4/��_,,;,(_ f Eng(nsering,.P.C. rojR .W. Job # Dept. By JOB TITLE �3r3L /)92f/- Date M..Ckd. Date C.Ckd. Date DESIGN AREAc,or'�y /�a srG� Sheet �. of Reference 400 l/s z 2¢ 61-1 6 :/ c_e440 = t'®ZZ /�s > L-Aj 4y-- oec- i TOR . �—o„ 26,_$„ )ELE � Q� 11 F1\P:L/ MAKER 1 1 4 10 1 U L Eco 1 141 N I � I W x ' L �-j i i 2001 North American Specification Project: ADIRONDACK MEDICAL Date: 4/4/2007 Model: CANOPY JOIST#1 h y .ti+} .J:,�.sxiiy�5'^..r'Jt'1.1SY4 '2,}L .y, 3^"T'" . YCy5.'v+u`.(C tc (R{' S ✓N . 1 b! �l� 'R'b7'P6 a01_L 7 .:��at lb/ft R1 R2 13.75 ft 3.25 ft Section : 80OS162-68 Single C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 4150.2 Ft-Lb Moment of Inertia,1= 7.070 in^4 Va= 4220.7 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 2991.3 0.721 2991.3 Full 4150.2 0.721 0.474 U348 Right Cantilever 750.0 0.181 478.8 Full 4150.2 0.115 0.305 U256 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd? R1 921.7 5.50 1555.0 0.0 0.71 No R2 1492.3 5.50 2875.3 750.0 0.80 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 921.7 0.0 1.00 0.22 0.00 0.05 NA R2 1030.8 750.0 1.00 0.24 0.18 0.09 NA Steel Design Report Element: BBL Canopy Beam#1(C:U)CC%steelk) Company: MRH Engineering Co.,P.C. Description: Outer Beam User. MRH Date: 04/05/2007 12:15 AM Software: Digital Canal Steel Beam Design GENERAL INFORMATION Description Value Description Value D " 'C' rW-., esign�. nte Xft�12 41 Design Code AISC ASD,(1990) Section Shape W ..F 4,� 26:67' Nlix�* Secti6hDepth-,'-, 1&00; ot inuun First Node Support Pinned. Minimum Section Depth 10.00 In �B (doubleangles,',dfil Tififizd—' T-` Y Back-Back Distance Total Load Deflection- L/240.00 Section Width(angles and tubes only) Ltve Load D6tl t 36mo 0---, 'IJ Maximum Stress Ratio 1.000 Live Load Patterning Yes dih`:Coefficient hi LTB Length I.33,1.33,1.33,1.33,1.33, 1.33,133,1.33,1.33,1.33, 1.33,1.33,1.33,1.33,1.33, 1.33,1.33,1.33,1.33 Ft SPAN LENGTH DATA(Unit:Ft) LOAD INFORMATION LOADS Ref. Load Load Type Dir Begin Value Begin Position End Value End Position No. Case -0`15 Fx, 66 (F, 2 .4 50;(KIF --,26 O.,Iyt 0.00(Ft) -0.970(K/Ft) 26.660(Ft) LOAD COMBINATIONS LCI: DL Only LC2: DL+SL ELEMENT REPORTS Note: Deflections are calculated based on E*J=I e+3 1n2 SPAN I Load Node No. Inflection Axial(K) Shear(K) Moment(K- Max Distance Max Distance Comb Points(Ft) Ft) Moment(K- (Ft) Deflection (Ft) Ft) In 000 --"-'2 000" :� 2 1 0.000 0.000 14.935 0.000 99.580 13.335 -12749.481 13.335 2 26.670 0.000 -14.924 -0.000 REACTIONS Node Load Comb PX(K) PY(K) Moment(K-Ft) No. 000 LC2:DL+SL 0.000 14.935 -0.000 CI�DL Only _,. 7 _ -0, 17C2-.—DL+SL 0.000 14.924 -0.000 CRITICAL STRESS DETAILS 'SteRl Design Report for BBL-Canopy Beam #1 Page 2/2 Section Name:WI0x77 Status:OK SPAN I Unit Actual Allowable Ratio Load Combination 2-. Shear-Y K/InA2 2.658 20.000 0.133 LC2:DL+SL -ctidi Y -0 pi� 5 U -i �,Tkal[.Defl ��z,�;- .�,-" 0 7Z �,,LC -.Dt �966 Live Deflection-Y In -0.837 0.889 0.941 LC2:DL+SL Section Name:W12x58 Status.OK SPAN I Unit Actual Allowable Ratio Load Combination L'C Shear-Y K/InA2 3A03 20.000 0.170 LC2:DL+SL Live Deflection-Y In -0.802 0.889 0.902 LC2:DL+SL Section Name:W14x48 Status:OK SPAN 1 Unit Actual Allowable Ratio Load Combination fidiii .000, g Ktfnnft Shear-Y K/jnA2 3.185 20.000 —0.159 LC2:DL+SL jfi- ',iLC2:,-D L Live Deflection-Y In -0.785 0.889 0.883 LC2:DL+SL Section Name:W16x36 Status:OK SPAN I Unit Actual Allowable Ratio Load Combination 1 5 -A Ofeell-.-I-,-Z '33..'000.. 'U641 >x LC2 K/InA2 3.192 20.000 0.160 LC2:DL+SL �-Lc Live Deflection-Y In -0.850 0.889 0.956 LC2:DL+SL Steel Design Report Element: BBL-Canopy Beam#2(C:WCC'steell) Company: MRH Engineering Co.,P.C. Description: Outer Beam User MRH Date: 04/04/2007 11:56 PM Software: Aigital Canal Steel Beam Design GENERAL INFORMATION Description Value Description Value K/ n Design Code RISC ASD(1990) Section Shape W Total S`atiLet" 30 6TFf„ 1Glaximam Section.De th"., ' 1.6.QOIn First Node Support Pinned. Minimum Section Depth 10.001n es'on,Back-Back:Distarice double an l Total Load Deflection _ U240.00 . Section Width(angles and tubes only) LfWel Load Deflection X, .;, L/360 OQ. ,_ Nwnber"of Solutions 10. Maximum Stress Ratio 1.000 Live Load Patterning Yes heck,Section'Ltst ;s -' LTB Length 1.33,1.33,1.33,1.33,1.33, 1.33,1.33,1.33,1.33,1.33, 1.33,1.33,1.33,1.33,1.33, 1.33,1.33,1.33,1.33,1.33, 1.33,1.33 Ft SPAN LENGTH DATA(Unit:Ft) 5 an 1 7 30.67 t, LOAD INFORMATION LOADS Ref. Load Load Type Dir Begin Value Begin Position End Value End Position No. Case 2 Snow Linear Y -1.200 t) 0.00 t -1.200(K/Ft) 30.670 t) LOAD COMBINATIONS LCI: DL Only LC2: DL+SL ELEMENT REPORTS Note: Deflections are calculated based on E*I=le+3 In' SPAN 1 Load Node No. Inflection Axial(K) Shear(I) Moment(K- Max Distance Max Distance Comb Points(Ft) Ft) Moment(K- (Ft) Deflection (Ft) Ft (In 1 1 0;000 0 000 3 067- 0 000 23 516 15335 398k 691 15 335 2 1 0.000 0.000 21.469 0.000 164.614 15.335 27871.841 15.335 y 2 30.670 0.000 -21.469 0.000 REACTIONS Node Load Comb PX(K) PY(K) Moment(K-Ft) No. 71.7 3 067 t- - 0:000 " LC2:DL+SL 0.000 21.469 0.000 2 L 1 :.'L Ohl 0:000 ::3 06Z,. Q 000„ " LC2:DL+SL ry 0.000 21.469 0.000 CRITICAL STRESS DETAILS Steel Design Report for BBL-Canopy Beam #2 Page 2/2 Section Name;W12x96 Status:OK SPAN I Unit Actual Allowable Ratio Load Combination eiiding-X� 5.079.,�-,, -33,000I�,- XMn -4 Shear-Y K/In A 2 3.071 20.000 0.154 LC2:DL SL Live Deflection-Y In -0.989 1.022 0.967 LC2:DL+SL Section Name:W14x82 Status:OK SPAN I Unit Actual Allowable Ratio Load Combination 000 -C Bifidhij�-X. 16.'OqW �MO487, SL--- Shear-Y K/In A 2 2.942 20.000 0.147 LC2:DL+SL 1.33W-, Live Deflection-Y In -0.934 1.022 0.914 LC2:DL+SL Section Name.W16x67 Status:OK SPAN 1 Unit Actual Allowable Ratio Load Combination AWIW O q.-46 883 ,` Shear-Y K/In A 2 3.328 20.000 0.166 LC2:DL+SL :Total - ;.. 5%iT65 <=`DL4.'SL Live Deflection-Y in -0.864 1.022 0.845 LC2:DL+SL Steel Design Report Element: 13131-Canopy lkdm#3(C:\DCC\steelk) Company: MRH Engineering Co.,P.C. Description: End Beam User. MRH Date: 04/05/2007 12.11 AM Software: Digital Canal Sted Beam Design GENERAL INFORMATION Description Value Description Value ri ri Desi2'.0te- xv' Dest SteelY61d 0 K/W2" -'Stfbsg�..' Design Code AISC ASD(1990) Section Shape W ;Total's '2 50 Ft 'an ;Len T First Node Support Pinned. Minimum Section Depth 10.00 In p. Last Nb&;Supojnt:�-,"*'� Pinned ac =13ackDistafid&(d Total Load Deflection L/240.00 Section Width(angles and tubes only) Live Load Deflection777, '777�� Number of Solutions Maximum Stress Ratio 1.000 Live Load Patterning Yes ,C h S c I Lo," 6 tiofi 1w, LTB Length 1.33,1.33,1.33,1.33,1.33, 1.33,1.33,133,133,1.33, 1.33,1.33,1.33,1.33,1.33, 1.33,1.33,1.3311.33,1.33Ft SPAN LENGTH DATA(Unit:Ft) iT50 LOAD INFORMATION LOADS Ref. Load Load Type Dir Begin Value Begin Position End Value End Position No. Case 7-7- k 49:'(K/F 2 Snow Linear y -0.512(K/Ft) 0.00(Ft) -0.512(K/Ft) 30.670(Ft) 4 Snow Concen y -18.400(K) 13.75(Ft) LOAD COMBINATIONS LCI: DL Only LC2: DL+SL ELEMENT REPORTS Note: Deflections are calculated based on E*1 I c+3 ln2 SPAN I Load Node No. Inflection Aida](K) Shear(K) Moment(K- Max Distance Max Distance Comb Points(Ft) Ft) Moment(K-, (Ft) Deflection (Ft) Ft) In 0 000" P., .000' 2 1 0.000 0.000 18.930 0.000 203.947 13.750 -23743.689 13.750 2 27.500 0.000 -18.930 1 -0.000 1 REACTIONS Node Load Comb PX(K) PY(K) Moment(K-Ft) No. LC -DL UOQ'�� 6�t2�' 90. LC2:DL+SL 0.000 18.930 -0.000 000 LC2:DL+SL 0.000 18.930 -0.000 CRITICAL STRESS DETAILS gteel Design Report for BBL-Canopy Beam #3 Page 2/2 Section Name:W12x96 Status:OK SPAN I Unit Actual Allowable Ratio Load Combination IfiA LC2,-Dt%+.S Shear-Y K/InA 2 2.708 20.000 0.135 LC2:DL+SL UC D - 2 L -.:S Live Deflection-Y In -0-843 0.917 0.920 LC2:DL+SL Section Name:W14x74 Status:OK SPAN 1 Unit Actual Allowable Ratio Load Combination -Bi4dift -X `K/IfiA 21.851 k. `33 000 --,0:662 1 LC 2 L,*D "'S Shear-Y K/InA2 2.969 20.000 0.148 LC2:DL+SL LC2' DL 1375-7 DL- Live Deflection-Y in -0.882 0.917 0.962 LC2:DL+SL Section Name:W16x67 Status:OK SPAN I Unit Actual Allowable Ratio Load Combination 63 6 ln�%� 1.'---7 - 187 9 Shear-Y K/InA2 2.935 20.000 0.147 LC2:DL+SL W";- 770i858, , TTQ.'624',-7x% Live Deflection-Y In -0.736 0.917 0.803 LC2:DL+SL 1 1 O 2001 North American.Specification w/2004 Supplement ASD DATE: 4/5/2007 Adirondack Medical(Wall Stud @ 48') SECTION DESIGNATION:600S162-54 Single INPUT PROPERTIES: Web Height= 6.000 in . Steel Thickness= 0.0566 in Top Flange= 1.625 in Inside Comer Radius= 0.0849 in Bottom Flange= 1.625 in Yield Stress, Fy= 50.0 ksi Stiffening Lip= 0.500 in Fy With Cold-Work, Fya= 55.3 ksi Punchout Width = 1.560 in Punchout Length = 4.000 in Wall Solver Design Data-Simple Span Wall Height 13.00 ft Deflection Limit U240 Lateral Pressure 19.50 psf Axial Load 2138 lb Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength= 1.00 Flexural Bracing: Full Mmax=549 Ft-Lb<=Ma=2527 Ft-Lb Check Deflection Deflection Limit: L/240 Load Multiplier for Deflection= 1.00 Maximum Deflection=0.198 in Deflection Ratio=U788 Check Shear Vmax= 169 lb(Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va=2823 lb>=Vmax Check Web Crippling Rmax= 169 lb(Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length= 1.00 in Ra=599 lb>=Rmax, stiffeners not required Check Axial Interactions P=2138 lb(including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt=48.0 in Max KUr= 84 Allowable Pure Axial Load, Pa=5477 lb :Axial Load Ratio, P/Pa=0.390 Check Equation C5.2.1-1 Cmx= 1.00 Pcr=34221 lb Alpha=0.880 Equation C5.2.14 =0.637 Check Equation C5.2.1-2 Pao=8521 lb Equation C5.2.1-2=0.468 Maximum Interaction=0.637<=1.0 r 3 2001 North American Specification w/2004 Supplement ASD DATE:4/5/2007 Adirondack Medical @ Mono Slope SECTION DESIGNATION: 60OS162-43 Single INPUT PROPERTIES: Web Height= 6.000 in Steel Thickness= 0.0451 in Top Flange= 1.625 in Inside Comer Radius= 0.0712 in Bottom Flange= 1.625 in Yield Stress, Fy= 33.0 ksi Stiffening Lip= 0.500 in Fy With Cold-Work, Fya= 36.3 ksi Punchout Width= 1.560 in Punchout Length= 4.000 in Wall Solver Design Data-Simple Span Wall Height 13.00 ft Deflection Limit U240 Lateral Pressure 19.50 psf Axial Load 1557 lb Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength= 1.00 Flexural Bracing: Full Mmax=549 Ft-Lb<=Ma= 1390 Ft-Lb Check Deflection Deflection Limit: U240 Load Multiplier for Deflection = 1.00 Maximum Deflection=0.245 in Deflection Ratio= U638 Check Shear Vmax= 169 lb(Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va= 1416 lb>=Vmax Check Web Crippling Rmax= 169 lb(Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length= 1.00 in Ra=259 lb>=Rmax, stiffeners not required Check Axial Interactions P= 1557 lb(Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt=48.0 in Max KUr=83 Allowable Pure Axial Load, Pa=3396 lb : Axial Load Ratio, P/Pa=0.458 Check Equation C5.2.1-1 Cmx= 1.00 Pcr=27706 lb Alpha=0.892 Equation C5.2.1-1 =0.901 Check Equation C5.2.1-2 Pao=4694 Ib Equation C5.2.1-2=0.727 Maximum Interaction=0.901 <=1.0 , 1 � O 2001 North American Specification Project: Adirondack Medical Date: 4/512007 Model: 48'Roof Span(3'-6"Header Span) IRS w1v" Unif Ld IbIft --7 R1 R2 3.50 ft Section: (2)800SI62-97 Boxed C Stud (X-XAxis) Fy= 50.0 ksi Maxo= 12117.3 Ft-Lb Moment of Inertia, 1= 19.427 inA4 Va= 21770.6 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 3273.8 0.270 3273.8 Full 12117.3 0.270 0.013 U3334 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load (in) (lb) (Ft-Lb) Value RI 3741. 1.00 3403.2 0.0 1.32 ES R2 n3741.5 1.00 3403.2 0.1 1.32 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 3741.5 0.0 1.00 0.17 0.00 0.03 NA R2 3741.6 0.1 1.00 0.17 0.00 0.03 NA 2001 North American Specification Project: Adirondack Medical Date: 4/5/2007 Model: Mono Slope Span Header#2 r ` iuJ ; `7J7Y'�a,"Ffrf',`,-u,'R-a`�2"kjl�InTry,Yt 2x7 ,rr$Y .3> 3- .t' r:. tERR�>*1. Rvv,, Fti . Y'bq^ art`J,4y.1 ajt5lNs3.b sl dl� rYi`4`yka sS rJ�' r„'4 s. rc 5FM 1 .q :yrC� ,,.St'Pi5 "t iFtYe Li rt$ 'eY l'�tr.:t'Y 'fl}i °.t.1¢'r"y,ir?y-> i+'�l�•'+'�;t ^°�itit k`�4 '15� �. t t. }},,3E..rs 1. �2s lS .,ri' � .�iyi Is ifrF- ;3'7W? tls `� -+iy Unifi Ld ?ifu x x KYic 4 .x 2 frk t-. sdi ws„€,yyE. 'k eh F' �'�Q�s7 0 s�xY as i&'.!'a� e v r 3 ts� '4`s. r �. <. �5�.Rz.. .,. '�;��],=.,h)C ,.....xr� s..;P,r.s .,FA ;, _.-k�,, Itlllt R1 R2 6.00 ft Section: (2)800S162-97 Boxed C Stud (X X Axis) Fy= 50.0 ksi Maxo= 12117.3 Ft-Lb Moment of Inertia,1= 19.427 in^4 Va= 21770.6 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmaxt Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 4522.5 0.373 4522.5 Full 12117.3 0.373 0.051 U1408 Combined Bending and Web Crippling Reaction or Load Bmg Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd? R1 3015.0 3.50 4953.9 0.0 0.73 No R2 3015.0 3.50 4953.9 0.1 0.73 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor viva M/Ma Unstiffen Stiffen R1 3015.0 0.0 1.00 0.14 0.00 0.02 NA R2 3015.0 0.1 1.00 0.14 0.00 0.02 NA 2001 North American Specification Project: Adirondack Medical Date: 4/5/2007 Model: Mono Slope Span Header#3 7 i;.v- s"fE` ty>OP, uy 7x p �,�. " Z,�fi. __. Unif Ld lb/It u sdn3>h4f Mr ,q;;a,°_ >>�.tvuA°�st;�J,d;e a s+ri _31 .; 14a ky'�vJcF et st �^ of 'f i ;.pia v'i"f'.3:r 3. "'4A R1 R2 3.00ft Section: (2)800S162-6 Boxed C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 8300.4 Ft-Lb Moment of Inertia,1= 14.139 in^4 Va= 8441.5 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 1130.6 0.136 1130.6 Full 8300.4 0.136 0.004 U8198 Combined Bending and Web Crippling Reaction or Load Bmg Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd? R1 1507.5 1.50 1988.9 0.0 0.91 No R2 1507.5 1.50 1988.9 0.0 0.91 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor Wa M/Ma Unstiffen Stiffen R1 1507.5 0.0 1.00 0.18 0.00 0.03 NA R2 1607.5 0.0 1.00 0.18 0.00 0.03 NA 2001 North American Specification Project: Adirondack Medical Date: 4/5/2007 Model: Endwall Span Header#4 7c ke`'-f�r.+ -.'' ts^L'�X °�V'M''`v�ci ,'�r �a.rvNti7..�5�. .��s .4 � _.SYr��J�ay.s}cf.�5�a UnJ�if Ld Er4 4 � ;i-Y t v..' S 'N,fi..fir�, �'+8f'31 a,yriy, y. v E,fl � ". "'"`°"'c, v��. C 'i. `�v4 rti .t T .� ti,..�;;., lb/ft iv+..'��..T��...,�`y,�.++tf��i"ta....`?�,�""rVa,a�7.P��".tl�x4i�,v�.7t�`'..� ?.,W br�;i4a,c�M�7...,, S ��.s.'�'�x k �nis. ^es+:�' i.�.;.(,nJi�,v=.=u�3r:°v. - .4, ��.,f3.��:v.r l R1 R2 /� ��Gam• 6.00 fI . Section: (2)800S162-54 Boxed C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 6131.8 Ft-Lb Moment of Inertia,1 11.200 in^4 Va= 4182.6 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 922.5 0.150 922.5 Full 6131.8 0.150 0.018 U3979 Combined Bending and Web Crippling Reaction or Load Bmg Pa Mmax intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd? R1 615.0 1.50 1302.9 0.0 0.57 No R2 615.0 1.50 1302.9 0.0 0.57 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VIVA M/Ma Unstiffen Stiffen R1 615.0 0.0 1.00 0.15 0.00 0.02 NA R2 615.0 0.0 1.00 0.15 0.00 0.02 NA �i K Ot��'r�, g l: 4 oe S 6 q oysa el a otgotA t t9 r' i js t S �„ x' 1 .. � .. . - � _ `` •� l ,, : ` '�: � � k1 � �.c m 31 t � �� ` � �� )� �' ` . `.` u� � A0 ~NX pl�O `�� rt, ,�S�-F'3 6� hc architects December 19, 2007 To: Dave Hatin Town of Queensbury Building&Codes Department 742 Bay Road Queensbury,New York 12804 Re: Architect's Certification for 6 Corporate Circle Adirondack Cardiology Associates Dear Mr. Hatin, This is to certify that under the terms of our contract for the above-named facility to provide architectural services, the Adirondack Cardiology Associates building has been completed and is in compliance with all provisions of the construction documents and the construction sections of the New York State Building Code. As the responsible professionals for special inspection of the EIFS system, we reviewed the construction in the field and approve its installation. We ask that a certificate of occupancy be granted for this project. Very truly yours, P. IN .p rWa !.S Robert Hatch AIA Project Architect License No.: 12925 ��R NO.C A2(26-9 O� HCP Architects, LLP Robert Hatch AIA James P. Coleman, AIA Daniel Patane, AIA 302 Washington Avenue Extension • Albany, New York 12203 • p: 518.218.0614 • f: 518.218.0612 • www.hcpdesign.com hc architects May 09, 2007 Mr. Dave Hatin Town of Queensbury Building Department 742 Bay Road Queensbury,New York 12804 Re: Adirondack Cardiology 6 Corporate Circle Queensbury NY Dear Mr. Hatin, I have been engaged to perform inspections of the Exterior Insulation Finish System (EIFS) at the above referenced project. These inspections will be performed in conformance with the requirements of Section 17, Special Inspections, of the New York State Building Code. Should you have any questions,please contact me at your convenience. Sincerely, Jes P Coleman RA. cc. Mr. Ben Nassivera HCP Architects LLP Mr. Dan Wilson BBL Construction Services LLC HCP Architects, LLP Robert Hatch AIA James P. Coleman, AIA Daniel Patane, AIA 302 Washington Avenue Extension 9 Albany, New York 12203 • p: 518.218.0614 9 f: 518.218.0612 • www.hcpdesign.com ALBiM AREA BUFFALO AREA 594 Broadway PO Box 482 Watervliet,NCI'12189 Orchard Park,NY],]27` Voice 518-256-0310 Voice 710=696=9474 Fax 518-260.9238 Fax 716-648-3521 ENGfN-EERIR6 May.9, 2007' IVir. Dan,Ullils:on BBL Construction Services Box:12769 Albany,,New Ybtkl 12212. Re: Special Inspection Services -Adirondack Cardiology Quee.nsbury, New York; Our-Proposal.No. FDE=07-88. Dear li. Wiisom Pursuant to our discussion,we Will provide then ecessary geotechnical and structural concrete field observation;;_special inspections and -laboratory testirig services:at.your 'eefeeenced project., Please schedule al! inspections'-with our Greg BlackfJum;14.hours in advance. lf-gUestions arise or l may b®.Of any'aSsisiq.ce,-p!ease'COntact me at our . aterAi'et location. Y t uly, Fred A. Dentei PE President inruVuvdedte-engineerin�:com MAY-08-2001 02:36PM FROM- T- P.001/002 F-221 Oa7 Engineering, P.C. MRlw+ 1399 Vb&os Ferry R v4 Cam Park New Ymk 12085 • Phone 1518137343818 Fax(5181373-8821 FAX 1.. Do Wilson-BBL Project mMover mice AuraogNer-MiMK iEiuSbg� Doi ,1 May 9,20O7 Ste.AdbWdukbugibgSUUCMW fi=Pmdm cover):2 �n�ehsd;s�1,ccter you asked fbr_ . Md►ae1.Hittaenpiilesr,P.S. PrGsidM Cv file MAY-09-200T 02:36PM FR* T-706 P.002/002 F-921 0 eo7- En inaerin . P.C. : 1399 V ftm Ferry Road,i ufm Park.Newyork jewas • Phons ate)373M8 Fox(51 B)373.9821 *fay9,2007 Tuwa of QabensbM Sodding Depnft mt 742 Bay Road Queensbory.N.Y. met Attu:Dave HWn Director Muildings and Code Enforcement SUAMT:Adirondack lM edmd S;rticmral Specnll iasptxt�ons Dear Dave, i have been retamed by S$L Com metion to provide special iaspeedons in regards w1be scmctnrai steel poranns ofibe Adirooeduk Med W project m Say Road i will be perfermiug periodic Umpecdom as it mlatea to At provisiont HOW ih the New York$tate Milding Code. i trust the above iuformdtion will provide you with the Wbromion you requested in this regard,ff you shoWd need anything else,please eonb4 me. V64*ugly, M d*d R.Hvtscopilier,RE. pie'sident Cc:61e Sr DENT: ENGINEERI ! i, � , P.C. ❑ 594 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax:518-266-9238 ❑ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax:716-648-3521 LETTER OF TRANSMITTAL DATE: June 11, 2007 Project No. FDE-07-103 Adirondack Cardiology -Special Inspections TO: Mr. Dan Wilson BBL Construction Services 302 Washington Avenue Extension Albany, NY 12203 REPORT ENCLOSED: DATES: CONCRETE: DENSITY: SITE OBSERVATION: MORTAR(C109): REINFORCING STEEL: SIEVE AND PROCTOR: 803, 804 DISTRIBUTION: Particle Size Distribution Report 100 90 80 70-- LU 60 Z I-- Z UJ UJ 40 CL 30- 20- 0- 500 100 10 1 0.1 0.01 0,001 GRAIN SIZE-mm I %COBBLES %GRAVEL %SAND %SILT %CLAY 0.0 3.1 84.4 12.5 A SIEVE PERCENT SPEC:* PASS? Material Description SIZE FINER PERCENT (X--NO) mod to fine SAND,little Silt,trace coarse to fine Gravel 2 in. 100.0 I in. 99.1 .75 in. 98.5 .375 in. 97.6 Atterbera Limits .25 in. 97.0 PL= NP LL= NP PI= NP #4 96.9 #10 96.1 Coefficients. 940 92.9 D85= 0.373 DdO= 0.242 D50= 0.201 9100 36.3 D30= 0.128 D15= 0.0814 D10= #200 12.5 CU= CC= Classlfi ation USCS= SM AASHTO= A-2-4(0) Remarks Tested By:JM Checked By:FD Per ASTM D422 Washed (no specification provided) Sample No.: 803 Source of Sample: Import Date: 5-29-07 Location: Elev./Depth: EVERGREEN Client: BBL Construction TProject: Adirondack Cardiology TESTING, INC. Queensbury,NY Watervliet Figure 803 4 atervliet, NY Project No: FDE-07-103 s ' COMPACTION TEST REPORT 112 110 I 108 a c m v 106 104 for Sp.G._ -- - 2.5 902 1 6 11 16 21 26 31 Water content, % Test specification: ASTM D 698-00a Method A Standard Elev/ Classification Nat. %> %< §p.G. LL PI No.4 No.200 Depth USCS AASHTO Moist _ SM A-24(0) 2.4 NP NP 12.5 TEST RESULTS MATERIAL DESCRIPTION med to fine SAND,little Silt,trace coarse to Maximum dry density=108.4 pcf fine Gravel Optimum moisture= 13.8 % Project No. FDE-07-103 Client: BBL Construction Remarks: Project: Adirondack Cardiology Tested By:JM Checked By:FD Queensbury,NY Date: 5-29-07 • Source:Import Sample No.:803 EVERGREEN TESTING, INC. Watervliet, NY Figure 803 a COMPACTION TEST REPORT 142 140 138 o w - - — C N 21 136 134 ZAV for Sp.G._ 132 2.6 D 2 4 6 8 10 12 Water content, % Test specification: ASTM D 1557-00 Method C Modified Oversize correction-applied to.each point Elev/ Classification Nat %> Depth USCS AASHTO Moist.. Sp-G. LL PI 3141n. No.200 GP A-1-a 2.5 NP NP 22.7 4.0 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 13 8.8 pcf 134.4 pcf coarse to fine GRAVFL and,coarse to fine Sand,trace Silt Optimum moisture=2.9% 3.8% Project No. FDB-D7-103 Client: BBL Construction Remarks: Project: Adirondack Cardiology Tested By:CP Checked By:FD Queensbury,NY Date: 5-29-07 • Source:Import Sample No.:804 EVERGREEN TESTING, INC. Watervliet, NY Figure 804 D-ENTE . ENGINEERING, P.C. ❑ 594 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 ❑ P.O. Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax: 716-648-3521 SITE OBSERVATION REPORT PROJECT:Adirondack Cardiology- Special Inspections REPORT NO: F-07-103-6-11-07 CLIENT: BBL Construction DATE: 6-11-07 CONTRACTOR: Sullivan JOB NO. FDE707-103 A representative of Dente Engineering was present at the above referenced project for the purpose of observation and testing during fill placement for building and roads/parking areas. Observation indicated that lift thickness and compaction efforts were in compliance with project requirements. In-place Density Testing indicated that compaction is within project requirements. The project manager reported that no measurable settlement has been observed during daily settlement checks. BY: John Schutt DENTE -ENGINEERING, PmCm . ❑ 694 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 ❑ PO Box 482 Orchard Park, New York 14127 Phone:716-649-9474 Fax:716-648-3521 REINFORCING STEEL INSPECTION REPORT PROJECT:Adirondack Cardiolody-Special.Inspections JOB NO. FDE-07-103 CLIENT: BBL Construction REPORT NO.F-07-103-6-21-07 CONTRACTOR: BBL Construction DATE: 6-21-07 ❑ SPREAD FOUNDATION ❑GRADE BEAM ❑ FOUNDATION WALL ❑ STRUCTURAL SLAB ❑ CLASSIFICATION ®OTHER Piers REFERENCE DRAWINGS : Type D on F2 (piers). Walls: A/1, C/F1,F2 LOCATION : Piers at M/2, M/4, N2 and N4. Footings at AM to D/12, D/12 to D/13,. D13 to J13 ■ PROPER BAR SIZE ■ PROPER GRADE STEEL ■ PROPER BAR SPACING ■ PROPER BAR CLEARANCE ■ PROPER SPLICES CONFORMS TO DRAWING ❑ DOES NOT CONFORM ❑ REMARKS ■ FINDINGS REPORTED TO Joe of BBL ASTM STANDARD REINFORCING BARS #3 - SI9 # 6 - SI19 #9 - SI28 # 14- SI43 # 4 - SI13 # 7 - SI22 # 10 - SI32 # 18 - SI57 # 5 - SI15 # 8 - SI25 # 11 - SI36 Inspector: Jon Schutt DENTE EKGMEERING, P.C. O 594 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 ❑ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax:716-648-3521 REINFORCING STEEL INSPECTION REPORT PROJECT:Adirondack Cardiolody-Special Inspections JOB NO. FDE-07-103 CLIENT: BBL Construction REPORT NO.F-07-103-6-25-07 CONTRACTOR:.BBL Construction DATE: 6-26-07 ■ SPREAD FOUNDATION ❑ GRADE BEAM ❑ FOUNDATION WALL ❑ .STRUCTURAL SLAB ❑ CLASSIFICATION ■OTHER Pier REFERENCE DRAWINGS : F2R1 and F1 R1 LOCATION : Wall footings at 1/13 - M/13. Piers at D.9/14 and H/14. ■ PROPER BAR SIZE ■'PROPER GRADE STEEL ■ PROPER BAR SPACING ■ PROPER BAR CLEARANCE 11111 PROPER SPLICES ■ CONFORMS TO DRAWING ❑ DOES NOT CONFORM ❑ REMARKS ■ FINDINGS REPORTED TO Joe of BBL ASTM STANDARD REINFORCING BARS. # 3 - SI9 # 6 - SI19 # 9 - SI28 #14 - SI43 # 4 - SI13 # 7 -. SI22 # 10 - SI32 # 18 - SI57 #5 - SI15. # 8 - SI25 # 11 - SI36 Inspector: Jon Schutt DENTE E.NGINEERING,, P.C. ❑ 594 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 ❑ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax: 716-648-3621 REINFORCING STEEL INSPECTION REPORT PROJECT:Adirondack Cardiolody-Special Inspections JOB NO. FDE-07-103 CLIENT: BBL Construction REPORT NO. F-07-103-6-19-07 CONTRACTOR: BBL Construction DATE: 6-19-07 ■ SPREAD FOUNDATION ❑ GRADE BEAM ❑_FOUNDATION WALL ❑ STRUCTURAL SLAB ❑ CLASSIFICATION ❑ OTHER REFERENCE DRAWINGS : A/1, F1, F2 LOCATION : Footings: Wall line 1 from D to L and 1/L to 5/L. Pier footings 2/M and 4/M ■ PROPER BAR SIZE ■ PROPER GRADE STEEL ■ PROPER BAR SPACING ■ PROPER BAR CLEARANCE ■ PROPER SPLICES ■ CONFORMS.TO DRAWING ❑ DOES NOT CONFORM ❑ REMARKS ■ FINDINGS REPORTED TO Joe of BBL ASTM STANDARD REINFORCING BARS #3 - SI9 46 - SI19 # 9 - SI28' # 14 - SI43 # 4 - SI13 # 7 - SI22 # 10 - SI32 # 18 - SI57 # 5 - SI15 # 8 - SI25 # 11 - SI36 Inspector: Jon Schutt DENTE ENGINEERING,, P.C. ❑ 594 Broadway.Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 ❑ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax:716-648-3521 REINFORCING STEEL INSPECTION REPORT PROJECT:Adirondack Cardiolody-Special Inspections JOB NO.FDE-07-103 CLIENT: BBL Construction REPORT NO. F-07-103-6-20-07 CONTRACTOR: BBL Construction DATE: 6-20-07 ■ SPREAD FOUNDATION ❑ GRADE BEAM . 13 FOUNDATION WALL ❑ STRUCTURAL SLAB ❑ CLASSIFICATION ❑ OTHER REFERENCE DRAWINGS : AM, C/171, F2 LOCATION : Wall footings:.L/4.5, 8.5, N/2-4, M/2-4, M/2-N/2, M/4-N/4 ■ PROPER BAR SIZE ■ PROPER GRADE STEEL ■ PROPER BAR SPACING 11111 PROPER BAR CLEARANCE ■ PROPER SPLICES ■ CONFORMS TO DRAWING ❑ DOES NOT CONFORM ❑ REMARKS ■ FINDINGS REPORTED TO Joe of BBL ASTM STANDARD REINFORCING BARS # 3 - SI9 # 6 - SI19 # 9 - SI28 # 14 - SI43 # 4 - SI13 # 7 - SI22 # 10 - SI32 # 18 - SI57 # 5 - SI15 # 8 - SI25 411 - SI36 Inspector: Jon Schutt evergreen TESTING&ENVIRONMENTAL SERVICES,INC. 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT: Adirondack Cardiology—Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-6-26-07 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Jointa Galusha/Pallette DATE: 6-26-07 LOCATION: Seven footer piers (interior), north side of building JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Conc. Mix No. No. No. No. Yards Batched Start Empty Agg. Added: Total Design (in.) Temp Air Temp. Set No.. . Plant Total Remarks +Field 1 753507 Tom 11.5 1340 1355 1413 7 94 8.0 91 30000 1 set of 6 cylinders COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:J.Mailloux NO. NO. RECEIVED TESTED OF CYL. (Days). STRENGTH(psi) AS RECEIVED Field Results Reported to:'Joe of BBL 1 6551 6-27-07 7-3-07 .145.7 7 1860 Transported By: 6552 7-3-07 145.4 7 1940 6553 7-24-07 145.2 28 Remarks: 6554 7-24-07 144.7 28 6555 145.4 H Weather: Bright sun,humid 6556 145.2 H Specification at 28 Days: 3000 Average 28 Day Strength: Average 56 Day Strength: -evergreen TESTING&LNVIRONMENTAL SERVICES, INC. 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 CONCRETE.FIELD OBSERVATION REPORT PROJECT: Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-6-28-07 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Jointa Galusha DATE: 6-28-07 LOCATION: Column footings at line J-8.9, 11 and line 10-A.8, B.5, E.G and line 1-12-7 total JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic I Slump Air % Conc. Mix No. No. No. No. Yards Batched Start Empty Agg. Added: Total Design (in.) Temp Air Temp. Set No.. Plant Total Remarks +Field 1 753575 8.5 1405 1425 1440 4.0 85 5.8 90 30000 1 set of 6 cylinders COMPRESSIVE STRENGTH DATA .. SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:E.Green NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Joe of BBL 1 6585 6-29-07 7-5-07 148.0 7 2870 Transported By: 6586 7-5-07 148.0 7 2970 6587 7-26-07 149.0 28 Remarks: 6588 7-26-07 148.0 28 Weather:Overcast,breezy 6589 148.0 H 6590 148.0 H Specification at 28 Days: 3000 Average 28 Day Strength: Average 56 Day Strength: DENTE ENGINEERING, P.C. ❑ 594 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 ❑ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax:716=648-3521 REINFORCING STEEL INSPECTION REPORT PROJECT:Adirondack Cardiolody-Special Inspections JOB NO. FDE-07-103 CLIENT: BBL Construction REPORT NO.F-07-103-6-18-07 CONTRACTOR: BBL Construction DATE: 6-18-07 ■ SPREAD FOUNDATION ❑ GRADE BEAM ❑ FOUNDATION WALL ❑ STRUCTURAL SLAB ❑ CLASSIFICATION ❑ OTHER REFERENCE DRAWINGS : Dimension Dwg. A DFI # 5673 AM, F1 LOCATION : Line A footing, 11 to 1, and line 1, A to D ■ PROPER BAR SIZE ■ PROPER GRADE STEEL ■ PROPER BAR SPACING ■ PROPER BAR CLEARANCE ■ PROPER SPLICES ■ CONFORMS TO DRAWING ❑ DOES NOT CONFORM ❑ REMARKS ■ FINDINGS REPORTED TO Joe of BBL ASTM STANDARD REINFORCING BARS #3 - SI9 # 6 - SI19 # 9 - SI28 # 14 - SI43 # 4 - SI13 # 7 - SI22 # 10 - SI32 # 18 - SI57 # 5 - SI15 # 8 - SI25 # 11 - SI36 Inspector: Jon Schutt evergreen TESTING&ENVIRONMENTAL SERVICES,INC. 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT: Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-6-21-07 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Pallette DATE: 6-21-07 LOCATION: Piers at M/2, M/4, N/2 an d N/4. Wall footings at.A/12-D/12, D/12-D/13, D/13-J/13 JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Conc. Mix No. No. No. No. Yards Batched Start Empty Agg. Added: Total Design (m.) Temp Air Temp. Set No. Plant Total, Remarks +Field 1 753352 4560 10.5 1406 1420 1444 3.75 74 6.9 78 3000 1 set of 6 cylinders COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:JS NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Joe Of BBL 1 6501 6-22-07 6-28-07 147.7 7 3770 Transported By: 6502 6-28-07 148.0 7 3850 6503 7-19-07 147.5 28 4780 Remarks: 6504 7-19-07 147.2 28 4550 Weather:Clear and mild 6505 147.5 H 6506 148.2 H Specification at 28 Days: 3000 Average 28 Day Strength: 4670 Average 56 Day Strength: evergreen TESTING&ENVIRONMENTAL SERVICES,INC . 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT: Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-6-25-07. CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Jointa Galusha DATE: 6-25-07 LOCATION: Wall footings at: 1/13-M/13 and piers at D.9/14 and H/14 JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Conc. Mix No. No. No. No. Yards Batched Start Empty Agg. Lded Total Design (m.) Temp Air Temp. Set No. Total Remarks 1 753461 4561 7 1345 1405 1420 5 4.5 86 5.2 80 3000 1 set of 4 cylinders COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:JS NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Joe of BBL 1 6540 6-26-07 7-2-07 148.0 7 2530 Transported By: 6541 7-23-07 147.2 28 6542 7-23-07 149.5 28 Remarks: 6543 147.7 H Weather:Clear hot and breezy. Specification at 28 Days: 3000 Average 28 Day Strength: Average 56 Day Strength: evergreen TESTING&ENVIRONMENTAL SERVICES,INC. 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518>266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT: Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-6-19-07 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: DATE: 6-19-07 LOCATION: Footing:wall line 1 from D.to L, 1%L to 5/1-, and pier footings at 2/M and 4/M JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Cone. Mix No. Added: Total Design No. No. No. Yards Batched Start Empty Agg. (in.) Temp Air Temp. Set NO. Plant Total Remarks +Field 1 753276 4557 7.75 1345 1403 1420 5.75 85 6.1 83 3000 1 set of 6 cylinders COMPRESSIVE STRENGTH DATA . SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:JS NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Joe Of BBL 1 6474 6-21-07 6-26-07 145.7 7 2720 Transported By:JS 6475 6-26-07 146.2 7 2550 6476 7-17-07 146.5 28 3090 Remarks: 6477 7-17-07 146.2 28 3120 6478 147.7 H Weather: Clear and hot 6479 147.0 H Specification at 28 Days: 3000 Average 28 Day Strength: 3110 Average 66 Day Strength: evergreen TESTING&ENVIRONMENTAL SERVICES,INC . 594 Broadway Watervliet, NY 12189 Phone: 518-266-0310 Fax: 518-266-9238 CONCRETE FIELD OBSERVATION REPORT PROJECT: Adirondack Cardiology-Special Inspections CLIENT: BBL Construction REPORT NO: F-07-103-6-20-07 CONTRACTOR: BBL Construction CONCRETE SUPPLIER: Jointa Galusha DATE: 6-20-07 LOCATION: Wall footings: L14.5 to 8.5., N/2 to 4, M/2 to N/2, M/4 to N/4 JOB NO: FDE-07-103 TIME WATER (GALLONS) Load Ticket Truck Cubic Slump Air % Cone. Mix No. No. No. No. Yards (in.) Temp Air Temp. Set No. Batched Start Empty Agg. Added: Total Design Plant Total Remarks +Field 1 753313 7 1530 1545 1605 4.25 76 8.0 80 3000 1 set of 6 cylinders COMPRESSIVE STRENGTH DATA SET LABORATORY DATE DATE UNIT WT. AGE COMPRESSIVE Tested By:JS NO. NO. RECEIVED TESTED OF CYL. (Days) STRENGTH(psi) AS RECEIVED Field Results Reported to:Joe of BBL 1 6485 6-21-07 6-27-07 142.6 7 3120 Transported By:JS 6486 6-27-07 145.4 7 3270 6487 7-18-07 145.7 28 3800 Remarks: 6488 7-18-07 145.7 28 3650 Weather:Clear and mild 6489 146.2 H 6490 146.7 H Specification at 28 Days: 3000 Average 28 Day Strength: 3730 Average 56 Day Strength: HYDRAULIC CALCULATIONS C O V E R S H E E T ADIRONDACK CARDIOLOGY ATTIC AREA 07-4476 4/26/07 W A T E R S U P P L Y STATIC PRESSURE (psi) 98 RESIDUAL PRESSURE (psi) 92 RESIDUAL FLOW (gpm) 1345 B O O S T E R P U M P S NUMBER OF BOOSTER PUMPS 0 S P R I N K L E R S MINIMUM FLOW PER SPRINKLER (gpm) 25 MINIMUM PRESSURE PER SPRINKLER (psi) 19.91 THIS SYSTEM OPERATES AT A FLOW OF 225.65 gpm AT A PRESSURE OF 54.04 psi AT THE BASE OF THE RISER (REF. PT. 50) PIPES USED FOR THIS SYSTEM 111 DUCTILE IRON (350) 002 SCHEDULE 10 001 SCHEDULE 40 of NBbv y Go Q. < O w t , ADIRONDACK CARDIOLOGY ATTIC AREA 07-4476 4/26/07 PAGE 1 HYDRAULIC CALCULATIONS AT SPECIFIED FLOW THE FOLLOWING SPRINKLERS ARE OPERATING IN: [ ] TEST AREA 1 [ ] TEST AREA 2 [ ] TEST AREA 3 [ ] .REMOTE AREA Elevation of sprinklers = Elevation above water test. REF. PT. K ELEV. FLOW PRESSURE ft gpm psi 70 5.60 24.50 25.19 20.22 71 5.60 24.50 25.09 20.06 72 5.60 24.50 25.04 19.99 73 5.60 24.50 24.99 19.91 74 5.60 24.50 25.00 19.93 75 5.60 24.50 25:02 19.96 76 5.60 24.50 25.03 19.98 77 5.60 .24.50 25.09 20.07 78 5.60 24.50 25.21 20.26 THE SPRINKLER SYSTEM FLOW IS 225.65 gpm THE OUTSIDE HOSE FLOW AT REFERENCE POINT NO. 1 IS 100.00 gpm J THE INSIDE HOSE [ ] RACK SPKLR'S. [ ] YARD HYDT. FLOW IS 100.00 gpm THE FOLLOWING PRESSURES & FLOWS OCCUR ---> AT REF. PT. 1 <--- STATIC PRESSURE 98.00 psi RESIDUAL PRESSURE 92.00 psi AT 1345.00 gpm TOTAL SYSTEM FLOW 425.65 gpm AVAILABLE PRESSURE 97.29 psi AT 425.65 gpm OPERATING PRESSURE 63.27 psi AT 425.65 gpm PRESSURE REMAINING 34.02 psi THE ABOVE RESULTS INCLUDE 5.00 psi FRICTION LOSS AT REF. PT. # 3 FOR A [ ] BACKFLOW PREVENTER [ ] METER [ ] DETECTOR CHECK VALVE [ ] OTHER DEVICE ADIRONDACK CARDIOLOGY ATTIC AREA 07-4476 4/26/07 PAGE 2 FITTING Equivalent Length per NFPA 13 1994, 6-4.3 '-' Indicates Equivalent Length. 'T' Indicates Threaded Fitting 1=45 Elbow, 2=90' Elbow, 3='T'/Cross, 4=Butterfly Valve, 5=Gate Valve, 6=Swing Check Valve FROM TO FLOW PIPE FITS EQV. H-W PIPE DIA. FRIC. ELEV. FROM TO DIFF (gpm) (ft) (ft) C TYPE (in) (psi) (psi) (psi) (psi) (psi) 1 2 325.65 40.00 35 57.03 140 111 6.400 0.003 -2.167 63.27 65.18 0.25 2 3 325.65 7.50 2 15.55 140 111 6.400 0.003 3.250 65.18 61.88 0.06 3 4 225.65 5.00 3 14.80 120 2 2.635 0.130 0.000 61.88 54.30 7.58 4 50 225.65 2.00 0 0.00 120 2 2.635 0.130 0.000 54.30 54.04 0.26 50 51 225.65 3.b0 -29 29.00 120 2 2.635 0.130 1.300 54.04 48.58 4.16 51 52 225.65 8.50 0 0.00 100 2 2.635 0.182 3.683 48.58 43.34 1.55 52 53 225.65 14.00 2 4.20 100 2 2.635 0.182 0.000 43.34 40.02 3.32 53 54 225.65 17.00 3 10.56 100 2 2.635 0.182 0.000 40.02 35.00 5.03 54 55 114.13 34.00 3 10.56 100 2 2.635 0.052 0.000 35.00 32.70 2.30 55 56 114.13 109.00 3 10.56 100 2 2.635 0.052 0.000 32.70 26.53 6.17 54 57 111.53 18.00 0 0.00 100 2 2.635 0.049 0.000 35.00 34.09 0.90 57 58 111.53 34.00 3 10.56 100 2 2.635 0.049 0.000 34.09 31.89 2.20 58 59 111.53 91.00 3 10.56 100 2 2.635 0.049 0.000 31.89 26.87 5.02 59 60 111.53 17.00 2 4.20 100 2 2.635 0.049 0.000 26.87 25.82 1.05 60 61 86.34 6.00 0 0.00 100 2 2.635 0.031 0.000 25.82 25.65 0.17 61 62 61.26 6.00 0 0.00 100 2 2.635 0.016 0.000 25.65 25.57 0.08 62 63 36.22 6.00 0 ' 0.00 100 2 2.635 0.006 0.000 25.57 25.50 0.08 63 64 11.23 6.00 0 0.00 100 2 2.635 0.001 0.000 25.50 25.51 -0.01 64 65 -13.77 6.00 0 0.00 100 2 2.635 0.001 0.000 25.51 25.55 -0.04 65 66 -38.80 6.00 0 0.00 100 2 2.635 0.007 0.000 25.55 25.57 -0.02 66 67 -63.83 6.00 0 0.00 100 2 2.635 0.018 0.000 25.57 25.66 -0.09 67 68 -88.92 6.00 0 0.00 100 2 2.635 0.033 0.000 25.66 25.86 -0.20 56 68 114.13 2.50 3 10.56 100 2 2.635 0.052 0.000 26.53 25.86 0.67 60 70 25.19 10.50 3 3-.78 100 1 1.380 0.073 4.550 25.82 20.22 1.05 61 71 25.09 10.50 3 3.78 100 1 1.380 0.073 4.550 25.65 20.06 1.04 62 72 25.04 10.50 3 3.78 100 1 1.380 0.073 4.550 25.57 19.99 1.04 63 73 24.99 10.50 3 3.78 100 1 1.380 0.072 4.550 25.50 19.91 1.03 64 74 25.00 10.50 3 3.78 100 1 1.380 0.072 4.550 25.51 19.93 1.03 65 75 25.02 10.50 3 3.78 100 1 1.380 0.072 4.550 25.55 19.96 1.03 66 76 25.03 10.50 3 3.78 100 1 1.380 0.073 4.550 25.57 19.98 1.04 67 77 25.09 10.50 3 3.78 100 1 1.380 0.073 4.550 25.66 20.07 1.04 68 78 25.21 10.50 3 3.78 100 1 1.380 0.073 4.550 25.86 20.26 1.05 A MAX. VELOCITY OF 13.27 ft./sec. OCCURS BETWEEN REF. PT. 53 AND 54 Sprinkler-CALC Release 7.2 Win By Walsh Engineering Inc. North Kingstown R.I. U.S.A. WATER SUPPLY/DEMAND GRAPH ADIR0NDACK CAR D10LQGYATTICAREA 07-4476 4t26l07 150.00 140.00 130.00 120.00 P 110.00 . R 100.00 E 90.00 S 80.00 S 70.00 U 60.00 R 50.00 __ _.. E 40.00 30.00 20.00 10.00 0.00 0 500 1000 1500 2000 Supply: 92.00 psi 1345.00 gpm FLa . Demand: 63.27 psi � 425.65 gpm Sprinkler- ILC 7.2 Wiry H Y D R A U L. I C C A L C U L A T I 0 N S C O V E R S H E E T ADIRONDACK CARDIOLOGY ATTIC AREA 07-4476A 4/26/07 W A T E R . S U P P L Y STATIC PRESSURE (psi) 98 RESIDUAL PRESSURE (psi) 92 RESIDUAL FLOW (gpm) 1345 B O O S T E R P U M P S NUMBER OF BOOSTER PUMPS 0 S P R I N K L E R S_ MINIMUM FLOW PER SPRINKLER (gpm) 38 MINIMUM PRESSURE PER SPRINKLER (psi) 23.72 THIS SYSTEM OPERATES AT A FLOW OF 270.60 gpm AT A PRESSURE OF 68.53 psi AT THE BASE OF THE RISER (REF. PT. 50) PIPES USED FOR THIS SYSTEM 111 DUCTILE IRON (350) 002 SCHEDULE 10 001 SCHEDULE 40 ADIRONDACK CARDIOLOGY ATTIC AREA 07-4476A 4/26/07 PAGE 1 HYDRAULIC CALCULATIONS AT SPECIFIED FLOW THE FOLLOWING SPRINKLERS ARE OPERATING IN: [ ] TEST AREA 1 [ ] TEST AREA 2 [ ] TEST AREA 3 [ ] REMOTE AREA Elevation of sprinklers = Elevation above water test. REF. PT. K ELEV. FLOW PRESSURE ft gpm psi 90 7.80 24.50 40.14 26.48 91 7.80 24.50 39.32 25.41 92 7.80 24.50 38.73 24.65 93 7.80 24.50 38.33 24.15 94 7.80 24.50 38.10 23.85 95 7.80 24.50 37.99 23.72 96 7.80 24.50 38.00 23.73 THE SPRINKLER SYSTEM FLOW IS 270.60 gpm THE OUTSIDE HOSE FLOW AT REFERENCE POINT N0, 1 IS 100.00 gpm [ ] THE INSIDE HOSE [ ] RACK SPKLR'S. [ ] YARD HYDT. FLOW IS 100.00 gpm THE FOLLOWING PRESSURES & FLOWS OCCUR ---> AT REF. PT. 1 <--- STATIC PRESSURE 98.00 psi RESIDUAL PRESSURE 92.00 psi AT 1345.00 gpm TOTAL SYSTEM FLOW 470.60 gpm AVAILABLE PRESSURE 97.14 psi . AT 470.60 gpm OPERATING PRESSURE 78.97 psi AT 470.60 gpm PRESSURE REMAINING 18.17 psi THE ABOVE RESULTS INCLUDE 5.00 psi FRICTION LOSS AT REF. PT. # 3 FOR A [ ] BACKFLOW PREVENTER [ ] METER [ ] DETECTOR CHECK VALVE [ ] OTHER DEVICE ADIRONDACK CARDIOLOGY ATTIC AREA 07-4476A 4/26/07 PAGE 2 FITTING Equivalent Length per NFPA 13 1994, 6-4.3 '-' Indicates Equivalent Length. 'T' Indicates Threaded Fitting 1=45 Elbow, 2=90 Elbow, 3='T'/Cross, 4=Butterfly Valve, 5=Gate Valve, 6=Swing Check Valve FROM TO FLOW PIPE FITS EQV. H-W PIPE DIA. FRIC. ELEV. FROM TO DIFF (gpm) (ft) (ft) C TYPE (in) (psi) (psi) (psi) (psi) (psi) 1 2 370.60 40.00 35 57.03 140 111 6.400 0.003 -2.167 78.97 80.82 0.32 2 3 370.60 7.50 2 15.55 140 111 6.400 0.003 3.250 80.82 77.50 0.08 3 4 270.60 5.00 3 14.80 120 2 2.635 0.182 0.000 77.50 68.89 8.61 4 50 270.60 2.00 0 0.00 120 2 2.635 0.182 0.000 68.89 68.53 0.36 50 51 270.60 3.00 -29 29.00 120 2 2.635 0.182 1.300 68.53 61.40 5.83 51 52 270. 60 8.50 0 0.00 100 2 2.635 0.255 3.683 61.40 55.56 2.16 52 53 270.60 14.00 2 4.20 100 2 2.635 0.255 0.000 55.56 50.91 4.65 53 54 270.60 17.00 3 10.56 100 2 2.635 0.255 0.000 50.91 43.88 7.04 54 55 2.04.86 34.00 3 10.56 100 2 2.635 0.152 0.000 43.88 37.08 6.79 55 56 -65.74 109.00 3 10.56 100 2 2.635 0.019 0.000 37.08 39.31 -2.22 54 57 65.74 18.00 0 0.00 100 2 2.635 0.019 0.000 43.88 43.54 0.33 57 58 65.74 34.00 3 10.56 100 2 2.635 0.019 0.000 43.54 42.72 0.83 58 59 65.74 91.00 3 10.56 100 2 2.635 0.019 0.000 42.72 40.83 1.89 59 60 65.74 17.00 2 4.20 100 2 2.635 0.019 0.000 40.85 40.44 0.39 60 61 65.74 6.00 0 0.00 100 2 2.635 0.019 0.000 40.44 40.32 0.11 61 62 65.74 6.00 0 0.00 100 2 2.635 0.019 0.000 40.32 40.21 0.11 62 63 65.74 6.00 0 0.00 100 2 2.635 0.019 0.000 40.21 40.11 0.11 63 64 65.74 6.00 0 0.00 100 2 2.635 0.019 0.000 40.11 39.99 0.11 64 65 65.74 6.00 0 0..00 100 2 2.635 0.019 0.000 39.99 39.88 0.11 65 66 65.74 6.00 0 0.00 100 2 2.635 0.019 0.000 39.88 39.77 0.11 66 67 65.74 6.00 0 0.00 100 2 2.635 0.019 0.000 39.77 39.66 0.11 67 68 65.74 6.00 0 0.00 100 2 2.635 0.019 0.000 39.66 39.55 0.11 56 68 -65.74 2.50 3 10.56 100 2 2.635 0.019 0.000 39.31 39.55 -0.24 55 80 270.60 14.00 0 0.00 100 2 2.635 0.255 0.000 37.08 33.51 3.57 80 81 230.46 6.00 0 0.00 100 2 2.635 0.190 0.000 33.51 32.35 1.16 81 82 191.14 6.00 0 0.00 100 2 2.635 0.134 0.000 32.35 31.52 0.83 82 83 152.41 6.00 0 0.00 100 2 2.635 0.088 0.000 31.52 30.98 0.55 83 84 114.08 6.00 0 0.00 100 2 2.635 0.052 0.000 30.98 30.66 0.32 84 85 75.99 6.00 0 0.00 100 2 2.635 0.024 0.000 30.66 30.51 0.15 85 86 38.00 6.00 0 0.00 100 2 2.635 0.007 0.000 30.51 30.52 -0.02 80 90 40.14 10.50 3 3.78 100 1 1.380 0.174 4.550 33.51 26.48 2.48 81 91 39.32 10.50 3 3.78 .100 1 1.380 0.167 4.550 32.35 25.41 2.39 82 92 38.73 10.50 3 3.78 100 1 1.380 0.163 4.550 31.52 24.65 2.32 83 93 38.33 10.50 3 3.78 100 1 1.380 0.160 4.550 30.98 24.15 2.28 84 94 38.10 10.50 3 3.78 100 1 1.380 0.158 4.550 30.66 23.85 2.25 85 95 37.99 10.50 3 3.78 100 1 1.380 0.157 4.550 . 30.51 23.72 2.24 86 96 38.00 10.50 3 3.78 100 1 1.380 0.157 4.550 30.52 23.73 2.24 A MAX. VELOCITY OF 15.91 ft./sec. OCCURS BETWEEN REF. PT. 51 AND 52 ADIRONDACK CARDIOLOGY ATTIC AREA 07-4476A 4/26/07 PAGE 3 FITTING Equivalent Length per NFPA 13 1994, 6-4.3 '-' Indicates Equivalent Length. 'T' Indicates Threaded' Fitting 1=45 Elbow, 2=90 Elbow, 3='T'/Cross, 4=Butterfly Valve, S=Gate Valve, 6=Swing Check Valve FROM TO FLOW PIPE FITS EQV. H-W PIPE DIA. FRIC. ELEV. FROM TO DIFF (gpm) (ft) (ft) C TYPE (in) (psi) (psi) (psi) (psi) (psi) Sprinkler-CALC Release 7.2 Win By Walsh Engineering Inc. North Kingstown R.I. U.S.A. WATER SUPPLYIDEMAND GRAPH ADIRONDACK CARDIOLOGY ATTIC AREA 07-4476A 4/26/07 150.00 140.00 130.00 120.00 P 110.00 R 100.00 E 90.00 S 80.00 S 70.00 U 60.00 R 50.00 E 40.00 30.00 20.00 10.00 0.00 0 500 1000 1500 2000 Supply: 92.00 psi 1345.00 gpm Demand: 78.97 psi 470.60 gpm FLOW Sprinkler-CALC 7.2 Wiry HYDRAULIC CALCULATIONS C 0 V E R S H E E T ADIRONDACK CARDIOLOGY 1ST FLOOR 07-4476B 4/26/07 W A T E R S U P P L Y STATIC PRESSURE (psi) 98 RESIDUAL PRESSURE (psi) 92 RESIDUAL FLOW (gpm) 1345 B O O S T E R P U M P S NUMBER OF BOOSTER PUMPS 0 S P R I N K L E R S MAXIMUM SPACING OF SPRINKLERS (ft) 12 MAXIMUM SPACING OF SPRINKLER LINES (ft) 12.5 SPECIFIED DISCHARGE DENSITY (gpm/sq. ft.) .1 THIS SPRINKLER SYSTEM WILL DELIVER A DENSITY_ OF .1 gpm/sq. ft. FOR A DESIGN AREA OF 900 SQ. FT. OF FLOOR AREA THIS SYSTEM OPERATES AT A FLOW OF 142.57 gpm AT A PRESSURE OF 27.74 psi AT THE BASE OF THE RISER, (REF. PT. 4) PIPES USED FOR THIS SYSTEM 111 DUCTILE IRON (350) 002 SCHEDULE 10 001 SCHEDULE 40 ADIRONDACK CARDIOLOGY 1ST FLOOR 07-4476B 4/26/07 PAGE 1 HYDRAULIC CALCULATIONS AT SPECIFIED DENSITY THE FOLLOWING SPRINKLERS ARE OPERATING IN: [ ] TEST AREA 1 [ ] TEST AREA 2 [ ] TEST AREA 3 [ ] REMOTE AREA Elevation of sprinklers = Elevation above water test. REF. PT. K ELEV. FLOW PRESSURE ft gpm psi 41 5.60 10.00 15.77 7.93 42 5.60 10.00 15.34 7.51 43 5.60 10.00 15.32 7.49 44 . 5.60 10.00 15.05 7.22 45 5.60 10.00 15.00 7.17 46 5.60 10.00 16.84 9.04 47 5.60 10.00 16. 62 8.80 48 5.60 10.00 16.20 8.37 49 5.60 10.00 16.42 8.59 THE SPRINKLER SYSTEM FLOW IS 142.57 gpm THE OUTSIDE HOSE FLOW AT REFERENCE POINT NO. 1 IS 100.00 gpm [ ] THE INSIDE HOSE [ ] RACK SPKLR`S. [ ] YARD HYDT. FLOW IS 100.00 gpm THE MINIMUM DENSITY PROVIDED BY THIS SYSTEM IS 0.100 gpm/sq. ft. THE FOLLOWING PRESSURES & FLOWS OCCUR ---> AT REF. PT. 1 <--- STATIC PRESSURE 98.00 psi RESIDUAL PRESSURE 92.00 psi AT 1345.00 gpm TOTAL SYSTEM FLOW 342.57 gpm AVAILABLE PRESSURE 97.52 psi AT 342.57 gpm OPERATING PRESSURE 35.11 psi AT 342.57 gpm PRESSURE REMAINING 62.42 psi THE ABOVE RESULTS INCLUDE 5.00 psi FRICTION LOSS AT REF. PT. # 3 FOR A [ J BACKFLOW PREVENTER [ ] METER [ ] DETECTOR CHECK VALVE [ ] OTHER DEVICE ADIRONDACK CARDIOLOGY 1ST FLOOR 07-4476B 4/26/07 PAGE 2 FITTING Equivalent Length per NFPA 13 1994, 6-4.3 '-' Indicates Equivalent Length. 'T' Indicates Threaded Fitting 1=45 Elbow, 2=90 Elbow, 3='T'/Cross, 4=Butterfly Valve, 5=Gate Valve, 6=Swing Check Valve ------------ FROM TO FLOW PIPE FITS EQV. H-W PIPE DIA. FRIC. ELEV. FROM TO DIFF (gpm) (ft) (ft) C TYPE (in) (psi) (psi) (psi) (psi) (psi) 1 2 242.57 40.00 35 57.03 140 111 6.400 0.001 -2.167 35.11 37.13 0.14 2 3 242.57 7.50 2 15.55 140 111 6.400 0.001 3.250 37.13 33.84 0.03 3 4 142.57 5.00 3 14.80 120 2 2.635 0.056 0.000 33.84 27.74 6.10 4 5 142.57 7.50 34 17.83 120 2 2.157 0.147 3.250 27.74 20.76 3.73 5 6 142.57 17.00 22 8.62 120 2 2.157 0.147 0.000 20.76 16.99 3.77 6 7 47.69 4.00 3 10.45 120 2 2.157 0.019 0.000 16.99 16.71 0.28 7 8 36.95 9.00 0 0.00 120 2 2.157 0.012 0.000 16.71 16.60 0.11 8 9 27.12 10.00 0 0.00 120 2 2.157 0.007 0.000 16.60 16.53 0.07 9 10 17.88 9.00 0 0.00 120 2 2.157 0.003 0.000 16.53 16.50 0.03 10 11 8.90 10.00 0 0.00 120 2 2.157 0.001 0.000 16.50 16.49 0.01 6 12 94.88 4.00 3 10.45 120 2 2.157 0.069 0.000 16.99 15.97 1.02 12 13 86.60 10.00 0 0.00 120 2 2.157 0.059 0.000 15.97 15.39 0.59 13 14 80.09 14.00 0 0.00 120 2 2.157 0.051 0.000 15.39 14.68 0.71 14 15 75.34 10.00 0 0.00 120 2 2.157 0.045 0.000 14.68 14.22 0.45 15 16 71.33 10.00 0 0.00 120 2 2.157 0.041 0.000 14.22 13.82 0.41 16 17 35.41 9.00 0 0.00 120 2 2.157 0.011 0.000 13.82 13.71 0.11 17 18 3.73 9.00 0 0.00 120 2 2.157 0.000 0.000 13.71 13.71 0.00 21 22 8.90 10.00 0 0.00 120 2 2.157 0.001 0.000 15.46 15.45 0.01 22 23 17.88 9.00 0 0.00 120 2 2.157 0.003 0.000 15.45 15.42 0.03 23 24 27.12 10.00 0 0.00 120 2 2.157 0.007 0.000 15.42 15.35 0.07 24 25 36.95 9.00 0 0.00 120 2 2.157 0.012 0.000 15.35 15.24 0.11 25 26 47.69 8.00 0 0.00 120 2 2.157 0.019 0.000 15.24 15.07 0.18 26 27 55.97 10.00 0 0.00 120 2 2.157 0.026 0.000 15.07 14.81 0.26 27 28 62.47 14.00 0 0.00 120 2 2.157 0.032 0.000 14.81 14.35 0.46 28 29 67.23 10.00 0 0.00 120 2 2.157 0.037 0.000 14.35 13.99 0.36 29 30 71.23 10.00 0 0.00 120 2 2.157 0.041 0.000 13.99 13.58 0.41 30 31 30.66 9.00 0 0.00 120 2 2.157 0.009 0.000 13.58 13.51 0.06 31 32 -3.73 9.00 0 0.00 120 2 2.157 0:000 0.000 13.51 13.50 0.01 7 25 10.73 125.00 33 10. 60 120 1 1.380 0.011 0.000 16.71 15.24 1.46 8 24 9.84 125.00 33 10.60 120 1 1.380 0.009 0.000 16.60 15.35 1.24 9 23 9.24 125.00 33 10. 60 120 1 1.380 0.008 0.000 16.53 15.42 1.11 10 22 8.98 125.00 33 10.60 120 1 1.380 0.008 0.000 16.50 15.45 1.05 11 21 8.90 125.00 33 10.60 120 1 1.380 0.008 0.000 16.49 15.46 1.03 12 26 8.28 125.00 33 10.60 120 1 1.380 0.007 0.000 15.97 15.07 0.90 13 27 6.50 125.00 33 10. 60 120 1 1.380 0.004 0.000 15.39 14.81 0.58 14 28 4.76 125.00 33 10.60 120 1 1.380 0.002 0.000 14.68 14.35 0.32 15 29 4.00 125.00 33 10. 60 120 1 1.380 0.002 0.000 14.22 13.99 0.24 16 41 35.92 53.00 3 5.30 120 1 1.380 0.101 0.000 13.82 7.93 5.89 41 42 20.15 12.00 0 0.00 120 1 1.380 0.035 0.000 7.93 7.51 0.42 42 43 4.80 8.00 0 0.00 120 1 1.380 0.002 0.000 7.51 7.49 . 0.02 43 35 -10.52 10.00 0 0.00 120 1 1.380 0.010 0.000 7.49 7.59 -0.10 ADIRONDACK CARDIOLOGY 1ST FLOOR 07-4476B 4/26/07 PAGE 3 FITTING Equivalent Length per NFPA 13 1994, 6-4.3 '-' Indicates Equivalent Length. 'T' Indicates Threaded Fitting 1=45 Elbow, 2=90 Elbow, 3='T'/Cross, 4=Butterfly Valve, 5=Gate Valve, 6=Swing Check Valve FROM TO FLOW PIPE FITS EQV. H-W PIPE DIA. FRIC. ELEV. FROM TO DIFF (gpm) (ft) (ft) C TYPE (in) (psi) (psi) (psi) (psi) (psi) 35 44 15.05 0.50 3 4.20 120 1 1.049 0.077 0.000 7.59 7.22 0.37 35 45 15.00 1.50 3 4.20 120 1 1.049 0..076 0.000 7.59 7.17 0.42 35 30 -40.57 42.00 3 5.30 120 1 1.380 0.127 0.000 7.59 13.58 -5.98 17 46 31.68 53.00 3 5.30 120 1 1.380 0.080 0.000 13.71 9.04 4.67 46 47 14.84 12.00 0 0.00 120 1 1.380 0.020 0.000 9.04 8.80 0.24 47 36 -1.77 8.00 0 0.00 120 1 1.380 0.000 0.000 8.80 8.81 -0.00 36 48 16.20 1.00 3 4.20 120 1 1.049 0.088 0.000 8.81 8.37 0.43 36 37 -17.98 10.00 0 0.00 120 1 1.380 0.028 0.000 8.81 9.11 -0.30 37 49 16.42 1.50 3 4.20 120 1 1.049 0.090 0.000 9.11 8.59 0.51 37 31 -34.40 42.00 3 5.30 120 1 1.380 0.093 0.000 9.11 13.51 -4.41 18 32 3.73 125.00 33 10.60 120 1 1.380 0.002 0.000 13.71 13.50 0.21 A MAX. VELOCITY OF 12.51 ft./sec. OCCURS BETWEEN REF. PT. 5 AND 6 Sprinkler-CALC Release 7.2 Win By Walsh Engineering Inc. North Kingstown R.I. U.S.A. a • WATER SUPPLY/DEMAND GRAPH ADIRONDACK CARDIOLOGY 1ST FLOOR 07-4476B 4126/07 150.00 140.00 130.00 120.00 P 110.00 R 1 aa.aa _ E 90.00 S 80.00 S 70.00 U 60.00 R. 50.00 E 40.00 30.00 20.00 0 500 1000 1500 2000 Supply: 92.00 psi 1345.00 gpm FLOW Demand: 35.11 psi 12b 342.57 gpm prinkler-- L 7.2I in COMcheck Software Version 3.4.1 Lighting and Power Compliance Certificate New York State Energy Conservation Construction Code Report Date:05/18/07 Data filename:C:1Program FIeslChecklCOMbhb&\ADIRONDACK CARDIOLOGY=QUEENSBURYINY.cck Section 1: Project Information Project Title: Construction Site: Owner/Agent: Designer/Contractor: Section 2: General Information Building Use Description by: Project Type: New Construction Building Type fJooLA es7 Office 19723 Section 3: Requirements Checklist Interior Lighting: 1. Total actual watts must be less than or equal to total allowed watts. Allowed Watts Actual Watts Complies 25640 25591 YES 2. Exit signs 5 Wafts or less per side. Exterior Lighting: CA 3. Efficacy greater than 45 Iumens/W. 7'� Exceptons: Specialized lighting highlighting features of historic buildings;signage;safety or security lighting;low-voltage landscape lighting. Controls,Switching,and Wiring: y 4. Independent controls for each space(switch/occupancy sensor), r Exceptions: Areas designated as security or emergency areas that must be continuously illuminated. Lighting in stairways or corridors that are elements of the means of egress. S. Master switch at entry to hoteVmotel guest room. 01 6. Individual dwelling units separately metered. 7. Each space provided with a manual control to provide uniform light reduction capability. - Exceptions: Only one luminaire in space; An occupant-sensing device controls the area; vv C' s; The area is a corridor,storeroom,restroom,public lobby or guest room; Areas greater than 250 sq.ft. 8. Automatic lighting shutoff control in spaces greater than 250 sq.ft in buildings larger than 5,000 sq.ft. Exceptions: Areas with only one luminaire,corridors,storerooms,restrooms,or public lobbies. _._.._. ....,,...M...._�.._.-_��._�_.. � Page 1 of 3 9. PhotocelUastronomical time switch on exterior lights. ExcepIlons. Lighting intended for 24 hour use. 10.Tandem wired one-(amp and three-lamp ballasted luminaires(No single-lamp ballasts). Exceptions: Electronic high-frequency ballasts;Luminaires not on same switch. I l.Transformers meet minimum efficiencies listed in Table 805.6.1 or 805.6.2. Section 4: 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 New York State Energy Conservation Construction Code requirements in COMcheck Version 3.4.1 and to comply with the mandatory requirements in the Requirements Checklist. Name-Title Signature - Date -44 Page 2 of 3�._. COMcheck Software Version 3.4. Lighting Application Worksheet New York State Energy Conservation Construction Code Report Date: Data filename:C:1Program FilesAChecMCOMcheckIADIRONDACK CARDIOLOGY QUEENSBURY NY.cck Section 1:Allowed Lighting Power Calculation A B C D Floor Area Allowed Allowed Watts Watts 1 ft2 Office 19723 1.3 25640 Total Allowed Watts= 25640 Section 2: Actual Lighting Power Calculation A B C D E Fixture 10;Description I tamp I Wattage Per Lamp I Ballast Lampst #of Fixture (C X D) Fixture Fixtures Watt. Office t19723 sq ft:)_:. Linear Fluorescent 1:"A":2X4 ACYRLIC/48"T8 32W/Electronic 3 197 85 16745 Linear Fluorescent 2:"A1":2X2 ACYRLIC/24"T8U 32W/Electronic 2 2 54 108 Linear Fluorescent 3:"B":2X4 PARABOLIC/48"Te 32W/Electronic 3 80 85 6800 Linear Fluorescent 4:'B1":2X2 PARABOLIC 124"T8U 32W 1 Electronic 2 9 54 486 Incandescent 1:"J":incandescent 40W 1 35 40 1400 Compact Fluorescent 1:"J1":Twin Tube 819W/Electronic 1 4 13 52 Total Actual Watts= 25591 Section 3: Compliance Calculation If the Total Allowed Wafts minus the Total Actual Watts is greater than or equal to zero,the building complies. Total Allowed Watts= 25640 Total Actual Watts= 25591 Project Compliance= 48.9 �Page 3 of 3 COMcheck Software version 3.4.1 Envelope Compliance Certificate New York State Energy Conservation Construction .Code Report Date:05/18/07 Data filename:G:\Projects\ADIRON-2\4EAE2-1.OTE\32DC7-1.6CO\ADK-CA-1.CCK Section 1: Project Information Project Title:Adironack Cardiology Associates Construction Site: Owner/Agent: Designer/Contractor: 6 Corporate Circle Adirondack Cardiac Realty HCP Architects Queensbury,NY 12804 90 South Street 302 Washington Ave.Ext. Glens Falls,NY 12801 Albany,NY 12203 518-218-0614 Section 2: General Information Building Location(for weather data): Warren,New York Climate Zone: 15 Heating Degree Days(base 65 degrees F): 7635 Cooling Degree Days(base 65 degrees F): 366 Project Type: New Construction Vertical Glazing/Wall Area Pct.: 14% Building Type Floor Area Office 19723 Section 3: Requirements Checklist Envelope D- ..- Climate-Specific Requirements: Component Name/Description Gross Area Cavity Cont. Proposed Budget or Perimeter R-Value R-Value U-Factor U-Factor Roof 1:All-Wood Joist/Rafter/Truss 13370 38.0 0.0 0.028 0.051 Roof 2:Non-Wood Joist/Rafter/Truss 6291 0.0 21.0 0.046 0.051 Exterior Wall 1:Metal Frame,16"o.c. 6982 12.0 0.0 0.137 0.074 Window 1:Vinyl Frame:Double Pane,Clear,SHGC 0.52 846 — -- 0.480 0.520 Door 1:Glass,Clear,SHGC 0.48 114 — — 0.540 0.520 Floor 1:Slab-On-Grade:Unheated,Vertical 4 ft. 614 — 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. Windows,doors,and skylights certified as meeting leakage requirements. 3. Component R-values&U-factors labeled as certified. ❑ 4. Insulation installed according to manufacturer's instructions,in substantial contact with the surface being insulated,and in a manner that achieves the rated R-value without compressing the insulation. 5. Fireplaces installed with tight fitting non-combustible fireplace doors. Cl 6. Stair,elevator shaft vents,and other dampers integral to the building envelope are equipped with motorized dampers. ❑ 7. Cargo doors and loading dock doors are weather sealed. ❑ 8. Recessed lighting fixtures are:(i)Type IC rated and sealed or gasketed;or(ii)installed inside an appropriate air-tight assembly with a 0.5 inch clearance from combustible materials and with 3 inches clearance from insulation material. Adironack Cardiology Associates Page 1 of 2 ❑ 9. Vapor retarder installed. Section 4: Compliance Statement 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 New York State Energy Conservation Construction Code requirements in COMcheck Version 3.4.1 and to comply with the mandatory requirements in the Requirements Checklist. When a Registered Design Professional has stamped and signed this pa they are attesting that to the best of his/her knowledge, belief,and professional)judgment,such plans or specifications are in c pliance with this Code OF Na�- :"% Signatu Da e Adironack Cardiology Associates Page 2 of 2 C� lcheck: oiftware Viam*on Lighting and Power :CoimO11 b- etifidM New YorBc State>"IEner9y.C®nser�catec n d6mn tract on .ode -;Report Date:0518107. ;Data fileiaarne;C:IPragrarri FllesiChecklCOhichock>:4D1t20NDA0K3GA O1bLOGY®U ErNSt3tJf2'1 NY.eck ;sections-1: Oibod.n#ol atI n: =Project Ttle i do'nstructlan Slte tOwnerlAg@nl DesignerJCohtractor, �ecdioyt�i 2:`Generel`Inf®rdnation Building.Use liosaipWion byi :Koject Typo.:; New6nmiuction uildinB vpa Flans RA i .Office 19723. I Section 3:.Requirements Ch6ek616t Interior Lighting:: 1. Total 8, al'"watts must;i less_itian or equal In ot talaitawad watts. 1 Altowed watts; Actual waits d6nimicii 25,640: 255J1 -YES:: i .0.2. txitc3gn9 5 Watts araoas pe 'slde' ixEerits r t:gtting 3..Efficacy groutcr thanA5.lurnerisNV: 1 Exceptions: Sokr lried IrghGnfl'highgghting foaluras Cf tilstoric Uu�idingy srgnage:�afetg orsecurity lighhng:_lov vottage�landscepe IighUng::.: . _ , Contro1q,Switch"ing;and 1Niring: d tndependenf corttrofs for oath space(switch/occupancy sensor); ExcepLons: Areas designated as'-security or ernorgoncyareas.thai must be eontinumiy Illuminated; Ughting 1ii stairways or cor4dors.that-are'elements of th means.oUNress: j Ej 5. WSW,which at entry to hotoitmotel guest room 0 6 IndiyWuat dwel5rrg units separately metered T Each space provided Willi a manual control to provtdo uniform'frght redutdon capahitlty_. i Fkoep1knsr prily_oneium;nalre in space, Arr occupant senslnp dewce controls Ili©sroa; viearea is a corridor;stororoorri iostiooin 6ublic.kO6y or.guest riobm; laeas greater than 250 aq fG �.8. Autocn6.fib I.Ighting shutoff control in spaces greater than 250 sq.ft in buildings huger ihan:5,060 sq.tt. Exceptions` ! Areas with onty_Wd lilaitnairo,corridors,.storerooms,.restrtiioms,at putlrc fobti es i f I 0M.CheCk.Software Version 3.4.1 �ightin9 OBI pikatrt: Vrhet NevV Y.drk Stste'Eri ergyi-Corisdiv;�tioh..Cor+g.trtittion Code, Rdkrt Date: Data filanarris:C:1Propiam FIWz%Check%C0MctlecMADIRONDACK CARDIOLOGY OUP NSBURY NY.cok i Section 1:Allowed-Pghting Power Caiaulation A Floor Area ;Allowed AiloWWWatts Watts 1ft2 Office 19723 1.3 . 25640 `total Allov ad.Watts= 25540 !; =Section 2 Actual Lighting.Power Calcuilatlon: i m o3 c D, E: I Fixture 1D t.D@scrip lorr/Lamp 1 Wattage Per Larfip!Ballast Lamps! X of Fixture (C X D) Fixture Fixtures Walt.: 01fiea 69 23 sq Unear F mesconl i s A":2X4'ACYRLIC/48"T6 32W/E-lucttonlc' :3 197 85 16745 Linear Fluoruscent 2:`A1".2X2 ACYRLIC 124"TBU 32W/Electronic 2 2 54, 1013 Linear Fluorescent 3.'B":.M PARABOLIC 148"T8 32W.1 Electronic 3 ..80 85 Mill) linear Fluorescent 4:"81 2X2 PARABOLIC 124"TSU 92W 1 Electronic. 2 9 '54 486, Incandosceni 9:"J":Iacandescent40W 1 35 '40 1490 Compact Fluorescent 1:"J1":Twin Tube MIN 1 Electronic 1 4 13 52 Total Actual4°dalls= 25591 SG6ti01'3 compliaooe calculation If th.®Total Allowed Watts m ms the TotatActual Watts is greater than or equal 1.o zero,.the bultding complies,, Total Alloyed Watts=. 26640 Total Actual Watte= 25591 r Project Compliance= 48.9 i I _ i } 1 i i i i P89Q.3 of 3 f i i 1 ,� 8: Phfliocclllaclydnomfcat timca s4vitch on oxterlorlights: •j � Eiiceutron�;- . Ugfi ng imended for-14 tiaur use; ( 1O.T®ndeni wired onedamp and three-tamp ballasted luminaires(Na singleaamp ballasts). Excoplionx Electronic high-fregaetray ballasts;Lum mares noE on same switch; 1.1.Transformors meet dnipimuin erneienoles listed in Tablo 865. 1 or 805.6.2_ ;'Section►4:.Comolisinoe Stateirrient, Corelii7artca:5latemerif Phe proposed 64h6ng daci n mpresented in.this document is consistent with the building plar-s specifications and cther,cafculailons.svbmIKbd with this permit application.The praptis£d fighting syciem has bean dosigned to ittsat the Nati York { State Energy Consarvatlon Ccnstruction dodo requiremerits,Gi'oMiiieckVefeian 3. .1 and to comply with Uie mandatary raqulremontsitll in;the RequirernrMs GhecldisC i Name-Tilfa Signature t pate p I - yw,� • q44`- f I� 11 l I I j .. i 1 - i i I i j i 1 Pogo 2 of 3 i 1 I i Lighting and Power Compliance --- -- certificate N >t vwir Id-Id- enery con,ser vation Construction Code fte-alb Dal!!: d6'i7rTt Q:A,a1F.,curic::t:lfncy=auslo�l'1'.a+;d'tLr iwt tP;v.?Llri a ti=::iildiiti�?,`fJLLei$er'_}3YFd1'.[L: r Ulm: V:1If�n'LI:::LY7:111:: 4.ihY:R:i�lliUi:1lL :Jl::x�.'i•3:_9I6.I:A::J.JI'::3L CE1 a 72S i Wzi a:'va1 x' tid11 ,6 is"UNAY'w nca:;ii=sr ;�',;I. �kf=�:.ct�r:i:�[ti ran�9a fan Jtt1'�'�: • . :=:rr_:!_r•'+-'.?t�Yc�Yt,.F$-mar .K.- -'�'Un3S'_ih"''+'i+SE7L"4't.�.•;�:n""'S=r,::,Cr�C:::r:::['�tr'i'» 1_;. :�_$i`W'•It'.a."'rn r�tA itylill;i� °7. i-1;v n-,dl•-l.:.�-1r^Md',CU.$i&;U'72 .t"-d=�;G c1Lc._g;eYdCv3..'�,fir:-a'Yiw,,yl GSi+i�r'�Gni.?7 aizz—,.thr?rltl 1.M..GrFIJ,rij air] Ilir•d.'alm. 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BRASSEL NI i Z BY: VAN DUSEN & STEVES WRITE LINE WHITE LINE Q DATED: MARCH 7, 2002 Q O LAST REVISED: APRIL 27, 2002 cB U ScMP O Q' CL MAP OF A TOPOGRAPHIC SURVEY MADE FOR —ka7 U V JOHN DREPPS & EUGENE CERNIGLIA Z DATED: DECEMBER 9, 2004 LAST REVISED: APRIL 13, 2005 N05°11 ' 12"E —" BY: VAN DUSEN & STEVES 1 .62' N05°05'41"E 30 29 N05°05'41'E zO Q I N05 05 41 E tot c �3 100.00 ey1 lot corner 00 W 124.01 3z �t I F 138.39' lot co""` D4 �? wv v�g• o° 1 zi Z lot 31 I ID TP=3I 8.93 CB 28 21 wv lot bt coma O O � ASPHALT jarNETIC PXR YAP �;FERTsNCF n " Q DRIVE I C1 DETENTION o, d POND LEGEND: EASEMENT FOR °q CIRF Q = CAPPED IRON ROD FOUND INGRESS & EGRESS IPF Q = IRON PIPE FOUND AS PER DEED FROM ROGER W. BRASSEL ( �= UTILITY POLE TO \ = LAMP POST STEWARTS ICE CREAM COMPANY,INC. BOOK 1115 PAGE 24 = MANHOLE COO = CATCH BASIN c \ wv WATER VALVE a LANDS N/F OF w D4 = � = FIRE HYDRANT a +y HANSON VENTURES, LLC I ( � a � ti� z —�- 88.2' ( 50.3' CB P, I -4 W hh p r, 0 �o Cd BUILDING Lu � a LANDS N/F OF a g N! UNDER CONSTRUCTION 0) w co �, CIO a STEWARTS ICE CREAM 10 o m d. Nt 1 H y COMPANY, INC. GATE M 2 N A 52,901 sq. ft. I Cl) 0 � V A DUMPSTER 1.21 acres w AREA a ° Cd �, cd o ASPHALT I JCB C5E 1 0 PARKING I H 3 r` 43,659 sq. ft. (o 1.00 acres �g co 22 �� 3 �� r lot corner �N€ ~�N z r5 (6 Sops. 23 lYYo 'S �OEff3 � r CIRF N05'05'41"E _ 27 / / F W F J W lot corner < ~ -p d" 153.65' Iuj X I� N05°59'07"E 82.41'_ - O ^ � 8I �U i 56. 79' � S05'59'07"W o u')1 / ss��92, v _ _ €B��iQ7 0 (D �\ (10 W ' GOLF COURSE c0 S05'05'41"W rn a. I CM ato} wv LANDS N/F OF o o ' BAY MEADOWS GOLF CLUB, INC. � o � o t ' N n ' W C i 0 i Q 25 t comer CQ 0 tC.1 4 ASPHALT 60,060 sq. ft. wv PARKING 1.38 acres ��. ' >4 z LANDS N/F OF s � JBJ QUEENSBURY, LLC � z 1w C' iot comer u t V J /�1 1 ss W11-4 o co 1N ^ 4� � 0: C1 z GOLF COURSE 0 / 5 Cd 1 �'i SZ 46,085 sq. ft. � r C. 'q �1 o 1.06 acres a _ 1 ��°� t�� 17 .d 10 ►. � p co u � 1 � ! ^ co coCQ I 0cc to x ^ yy��j� rryy, ICC7S,j�.N G � LAN / Data December 29, 2006 / scale r-w 44I770 S— 1 S06012'50"W / SHEET 1 OF 1 EDGE OF FAIRWAY D937--BBL 296.16-1-16.14,16.15,16.16 & 16.17 DWG. NO. 94137-NEW-BBL