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2005-537
TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518) 761-8201 Community Development- Building &Codes (518) 761-8256 CERTIFICATE (31ro OCCUPANCY Permit Number. P20050537 Date Issued: Monday, November 27, 2006 This is to certify that work requested to be done as shown by Permit Number P20050537 has been completed. Tax Map Number. 523400-309-009-0002-007-000-0000 Location: 106 LUZERNE Rd Owner. WILLIAM & CATHERINE EHLERT Applicant: WILLIAM & CATHERINE EHLERT This structure may be occupied as a: Commercial Addition 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. i,I BLDG. PERMIT NO. 2005-537 APPLICATION FOR A TEMPORARY CERTIFICATE OF OCCUPANCY A TEMPORARY CERTIFICATE OF OCCUPANCY is hereby requested for the property located at; 196 Luzenne Road for the following uses: Awcowhead Equipment March 13, 2006 DATE SIGNATU E OF APPLICANT TEMPORARY CERTIFICATE OF OCCUPANCY FOR OFFICE AND SERVICE ARIA ONLY /' The TEMPORARY CERTIFICATE OF OCCUPANCY is hereby (yrAPPROVED ( )DISAPPROVED with the following conditions: CUEti6 sate o f Occupancy do be ".hued upon compZezi.on o6: 1 ) PeA.manent.y -4-'n6tatt handicap pahk i.ng & no pa Ong a.r gn.6. 2) I n.6.taU handicap bathlcoom dignage once d econd bathroom .ib compZete. 3) Comptetie intetioA at`enat i.on in ex,i.6ting building. 4) Provide appnovat a_ Zetien. 6nom engineeA on buiZding btnucturc.e. 5) Pnov.i,de tetteA Atom eng,(-'neen app&ov4.ng septic ay.6tem. 7) Compteti.on o6 Luce Avuhat itemz. TEMPORARY CERTIFICATE OF OCCUPAN Y F : ( .0 D 100.00 received on March 13 2006 Date of Issuance Director of Bldg. & Code Enforcement THIS TEMPORARY CERTIFICATE OF OCCUPANCY EXPIRES 90 DAYS FROM THE DATE OF ISSUANCE. NOTE: This Certificate is NOT VALID unless signed by the Director of Bldg. & Code Enforcement or his designee. Permit No. Building b Codes Office-Department of Community Development-Town of Queensbury Fee raid 742 Bay Road,Queensbury, NY 12804 Recreation Fee , Dave Hatin,Director codes®aueensbury.net Phone: (518) 761-8256 FAX: (518) 745-4437 Principal Structure Building Permit Application Application & Plans subject to review before issuance of a valid permit for construction Instructions: A permit must be obtained before beginning construction. No inspections will be made until the applicant has received a valid building permit. All applicants' spaces on this application must be completed and must appear on the application form. Applicant/Builder w co yy*,4M Twe. Owner: ��.�[�;&a, 3- &ferT x.- Address: _f 0�, Luzern VY3 Address: 9 H 3 k&t 142fi RZP j�k 3een 5 Eu'-j zoo,/ by 2, � Home Phone: f 3��7_�_S Home Phone: - -7q-g!I py Email Address: Email Address: I,)- :hl grera ae7o:,rheyao55V T-Co, Cell Phone: 33 y Cell Phone: 5-I g - 541- o 3 3,9 FAX Phone: 9--2 q3 25g2 FAX Phone: S,0� -. 7,1J -ZZJC.s Person responsible for supervision of work with respect to building and codes compliance: Name: WJIt21,,.,-, J 071,ey - se- Address: I,ck M T- 120 E1,f��.,s ��UY I Z EOLI Phone " tom Location of proposed construction: Lot No. Legal Address: ��6 LU�2rvse Tax Map Number: Subdivision Name: Estimated Cost of Construction: y�oF Dd_T_ f Proposed construction is-for: _Residential Use XCommercial Usel111 Itii]5 Name of Business: _ AWOW rTr--AD UlD 01Q/)T --CAJ c- t'Q'10 s ` `'�U4 Y `GDE. If proposed construction is an addition,what will use of new addition be? e`0—*c-e- 9A,,lS r b FIC/ce New Addition Alteration Proposed Construction lit Floor 2nd floor Other Total Proposed structure (Occupancy Type) Sq. Ft. sq.ff. Sq.Ft. Square feet Height Ft.&in. Single-Family Dwelling Two-Family Dwelling Townhouse Multifamily Dwelling Number of Units: Office Mercantile Manufacturing '— — Other: Attached Garage 1, 2, 3 Type of Heating System: Electric, Oil, G Wood, Forced Hot Air, Baseboard, Other: Is a fireplace and/or woodstove being installed, please refer to a separate application. _Yes _;� No Applications are subject to Zoning Administrator, Code Compliance, and Structural Plan review. The Building and Codes Office will allow commencement of your proposed project only after issuance of your permit. Declaration: Please sign below after you have carefully read the statement: To the best of my knowledge, the statements contained in the application, together with the plans and specifications submitted, are a true and complete statement of all proposed work to be done on the described premises and that all provisions of the Building Codes, the Zoning Ordinance, and all other laws pertaining to the proposed work shall be complied with,whether specified or noted, and that such work is authorized by the owner. Further, it is understood that I/we shall submit prior to a Certificate of Occupancy or Certificate of Compliance being issued, as requested by the Zoning Administrator or Director of Building and Codes, an As-Built Survey by a licensed surveyor, drawn to scale, showing actual location of I e c n t uction. Date: 7 I ©S Applicant/Builder Signature: The application of dated is hereby approved and permission granted for the construction, reconstruction or alteration of a building/and or accessory structure as set forth above. Date: Authorized Signature: L:\Sue Hemingway\Building.Permit.FORMS\Principal Structure Permit Application.doc V:12/14/04 Commercial Final Inspection Report Office No.: (518)761-8256 Date Inspectlo re v Queensbury Building&Code Enforcement Arrive: p Depart 742 Bay Road,Queensbury,NY 12804 Inspectors Initia NAME: PERMIT �� LOCATION: L.i�Z EGZ�:�E RLACID DATE: — Zia— 0 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 Handrai134 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. NZ 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 '/2 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 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,H req. As-built Septic System La out Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 20'wide Okay To Issue Temp, or Permanent C/O Okay To Issue C/C L:\Building&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.doc r _ y_� Commercial Final Inspection Report /. Office No.: (518) 761-8256 Date Inspe lion re erci Queensbury Building&Code Enforcement Arrive: Depart: 742 Bay Road,Queensbury,NY 12804 Inspector's Initia NAME: PERMI LOCATION. DI ATE: COMMENTS: Y N !NA Chimney/"B"Vent/Direct Vent Location a3 y L� Q UT QA�AQE� PlumbingVent Through Roof 6"/Roof Complete Toy Exterior Finish/Grade Complete 6"in 10' or Equivalent Z-�� ET G�R� �oe Interior/Exterior Guardrails 42 in. Platform/Decks "` n � - � GVT \$` 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 re uired -C-© `tz!�`, Exits At Grade Or Platform 36(w)x 44"(1)/Cano or Equiv. �l Gas Valve Shut-off Exposed&Regulator 18" Above Grade Floor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum e Boiler/Furnace Enclosure I hr. or Fire Extinguishing System U,� i Fresh Air Supply for Occupancy/Ventilation Combustion v e Wi" Low Water Shut Off For Boilers5�`p� 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 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,H req. As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 20'wide Okay To Issue Temp. or Permanent C/O Okay To Issue C/C L:\Building&Codes Forms\Building&CodesUnspection Forms\Commercial Final Inspection Report.doc SCHODER RIVERS Evergreen Professional Park ASSOC/AYES 453 Dixon Road, Suite 7, Bldg. 3 Consulting Engineers, P.C. Queensbury, NY 12804 Tel. (518) 761-0417 Fax. (518) 761-0513 Town of Queensbury August 14, 2006 Community Development Department SRA#04-488 742 Bay Road Queensbury, NY 12804 Re: Arrowhead Equipment Attn: Dave Hatin Dear Dave, Schoder Rivers Associates has been retained by Arrowhead Equipment to provide design and construction phase services for the new addition to their existing facility on Luzeme Road in Queensbury, NY. As part of these services, we provided periodic construction review and inspection services for the foundation construction and the erection of the Pre-Engineered Metal Building Frame and components. We state that, to the best of our knowledge, information and belief, that the structural construction has been completed in conformance with the construction drawings and specifications. If further information is required, please contact us. Sincerely, Shaun M. Rivers, PE cc: William Ehlert -Arrowhead Equipment 7"PVAJ 1-tJ`t f - �j/ - 0� 7m, e `� Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection�•e sLee e 7 " Queensbury Building&Code Enforcement Arrive: 5 pDepart: = a742 Bay Road, Queensbury,NY 12804 Inspectors Im s: NAME: 1ti PERMIT LOCATION: DATE: COMMENTS: Y N NA Chimney/"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish/Grade Complete 6"in 10' or Equivalent Interior/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" `tti Vestibules For Exit door s . ft. All Doors 36 in. w ver Handles!Panic Hardware,if required Exits At Grade Or 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 S �� 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 G > 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 B �andic-� Lot Si na e - > A,� Public Toile a cce 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 Se tic System Layout Required or On File Building Number or Tenant Address on Building or Drivewayems' Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 20'wide Okay To Issue Temp. or Permanent C/O Okay To Issue C/C L:\Building& Codes Forms\Building&Codes\lnspection Forms\Commerc' 1 Final Inspection Report.doc p � Inspection for Permit to Occupy Fire Marshals Office Request Rec'd Permit No. CIS' Town of Queensbury i! 742 Bay Road Lf Queensbury,NY 12804 Scheduled Inspection Date: , Time: Phone: (518) 761-8206 Business Name: A-nyvw h a Fax: (518) 745-4437 Location: Lo Z-1,r,r- Type of Inspection N/A Yes No EXITS: Exit Access COMMENTS Exit Enclosure Exit Discharge AISLES: Main Aisle Width Secondary Aisle Width EXIT SIGNAGE Sign-normal I �j Sign TRUSS ID SIGNAGE EMERGENCY LIGHTING 6 FIRE EXTINGUISHER: Hun inspection of extinguisher Hydro extin uisher FIRE ALARM SYSTEM Fan Shutdown Fire S rinkler S stem J0JN 2 C Fire Suppression-kitchen t7 Fire Suppression-Gas Island Hood Installation T FifIE Marshal Interior Finishes Storage Compressed Gas Clearance to Sprinklers Clearance to Electrical Electric Wiring Enclosed Combustible Waste Vehicle Impact Protection Fire Lane F.D.Si na e-Utility Rooms No Smoking Signs Maximum Occupancy Sign Emergency Evacuation Plan Approved (If no other approvals apply,the 8&C Office will issue the ertific to o ccu ancy) o Denied o Call for Recheck Inspected By: L:\Sue Hemingway\Fire Marshals Office Inpsection 08.17.2005.doc Inspection for Permit to Occupy Fire Marshal's Office Request Rec'd_ Permit No,- Town of Queensbury 742 Bay Road i Queensbury,NY 12804 Scheduled Inspection Date: 1!✓ Time: , Phone: (518) 761-8206 Business Name: Fax: (518)745-4437 Location: " Type of Inspection N/A Yes No EXITS: Exit Access COMMENTS Exit Enclosure Exit Discharge AISLES: Main Aisle Width g Seconda Aisle Width Fire MW 0 C�a� tO 's•used b aul�ernp4odA'S EXIT SIGNAGE &G Sign-normal Sign-battery JUN 2 OS TRUSS ID SIGNAGE EMERGENCY LIGHTING F � TownQuembury FIRE EXTINGUISHER: Hun Ins ection of extinguisher Hydro extinguisher FIRE ALARM SYSTEM Fan Shutdown 00 C, 4,-/ Fire S rinkler S stem Fire Suppression-kitchen7� ' - Fire Suppression-Gas Island / Hood Installation Interior Finishes Storage Compressed Gas Clearance to Sprinklers Clearance to Electrical e- tA Electric Winn Enclosed Combustible Waste Vehicle Impact Protection Fire Lane F.D.Si na e-Utility Rooms It /' No SmokingSigns AA, Maximum Occupancy Sin w Emergency Evacuation Plan Approved (if no other approvals apply,the B&C Office will issue the Certificate of Occul)ancv) ❑ Denied ❑ Call for Recheck InspecCdBy: L:\Sue Hemingway\Fire Marshals Office Inpsection 08.17.2005.doc Commercial Final Inspection Report Office No.: (518) 761-8256 Date Ins ef eiv : Queensbury Building&Code Enforcement Arrive: epart: qWrow742 Bay Road,Queensbury,NY 12804 Inspector 9/ NAME: 3U i PE / 9 I,OCATION:/ D COMMENTS: D `� Y N NA —I—EH alp ) \Icr 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 n t` Interior;Exterior Ballisters 4 in. Spacing Platform/Decks1 Stair Handrail 34 in.—38 in./Step Risers 7"I Treads 11" Vestibules For Exit doors>3000 s . ft. All Doors 36 in.w/Lever Handles/Panic Hardware,if required o Exits At Grade Or Platform 36 (w)x 44" 1)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator 18" Above Grade a \�• �TAt� ������ Floor Bathroom Watertight/Other Floors Oka ���`� Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum � ��� C�,RTi '� '� Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System �',L -�-r Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers 1 tJ Gas Furnace Shut Off Within 30 ft.or Within Line Of Site \ \ Oil Furnace Shut Off at Entrance to Furnace Area �� \(�� APPF�,M Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 'h doors > 10%> 1000 s .ft. 3/4 Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/FireDampers/Fire Doors Ceiling Fire Stopping, 3,000 s . ft.Wood Frame « it Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan, if requiredfr ���Fll ' Elevator Operation and Si a e/Shaft Sealed iPP�U�(=�L l Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e i PCC- Public Toilet Room Handicapped Accessible 0 Gcj"f)LV C-'0 Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond [Both sides] �h�Al—. Active Listening System and Signage Assembly Space Final Electrical Site Plan/Variance required Final Survey,New.Structure/Flood Plain certification,if req. As-built Se tic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Q �� Building Acces Sides by 20' /Driveable Surface 20'wide Okay To Issu Tem . or Permanent C/O 1 DD �� Okay To Issue C LABuilding&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.doc c)W i e "� �{'�t cam_ MahonE+}I Not 1 f y dN P.00Z Maho P.o.DQX 767 Mr:NS FA US.NEW YORK IMi Notify-Plus 11111cl. 51IL703-7788 FAX:5le1700.0 92 March 13, 2006 RECEIVED MAP 13 200 Arrowhead E ui ment TOWN U!-- (�z-,c-}w!\!5bv?Y q p BUILDING AND CODE 106 Luzeme Road Queensbury, NY 12804 . To whom it may concern:- This letter will confirm that we have completed the inspection and testing of the fire alarm system at the new addition to the above property on March 9, 2006 — At the time of the testing, the fire devices were found to be in operating condition. Should you have any question, please do net hesitate to contact our office. Sincerely, Edward 130114-r�. Installation Supervisor Inspection for Permit to Occupy Fire Marshal's Office Request Rec'd Permit No. 3 Town of Queensbury ' 742 Bay Road j ao Queensbury,NY 12804 Scheduled Inspection Date: ✓ j Time: Phone: (518) 761-8206 Business Name: U� Fax: (518) 745-4437 Location: dG L.cr Lh� _ Type of Inspection N/A Yes No EXITS: Exit Access COMMENTS Exit Enclosure Exit Discharge AISLES: Main Aisle Width Secondary Aisle Width EXIT SIGNAGE Sign-normal Sign-battery TRUSS ID SIGNAGE EMERGENCY LIGHTING FIRE EXTINGUISHER: Hun Inspection of extinguisher Hydro extinguisher FIRE ALARM SYSTEM X Fan Shutdown Fire Sprinkler System 5 /r� Old Fire-Suppression-kitchen Fire Suppression-Gas Island d Hood Installation Interior Finishes ���lj Storage Compressed Gas Clearance to Sprinklers Clearance to Electrical V /� Electric Wiring Enclosed Combustible Waste Vehicle Impact Protection Fire lane i F.D.Si na e-UtilityL Rooms X 7L �� No Smoking Signs Maximum Occupancy Sign Emergency Evacuation Plan Approved (If no other approvals apply,the B&C Office will issue the Certificate of Occupancy) ❑ Denied ❑ Call for Recheck Inspected y: L:\Sue Hemingway\Fire Marshals Office Inpsection 08.17.2005.doc Inspection for Permit to Occupy Fire Marshals Office Request Rec'd Permit N 00 S' -6 3 7 Town of Queensbury 742 Bay Road Queensbury,NY 12804 Scheduled Inspection Date: L� Time: Phone: (518) 761-8206 Business Name:, *one a l�-"`u'l� Fax: (518) 745-4437 Location: /O6 Type of Inspection N/A Yes No EXITS: Exit Access COMMENTS r Exit Enclosure _ Exit Dischar e AISLES: Main Aisle Width Secondary Aisle Width EXIT SIGNAGE Sign-normal Sign-battery TRUSS ID SIGNAGE EMERGENCY LIGHTING FIRE EXTINGUISHER: Hun Inspection of extinguisher Hydro extinguisher FIRE ALARM SYSTEM Fan Shutdown Fire Sprinkler System Fire Suppression-kitchen 0 / / 9 / i� Fire Suppression-Gas Island � (Lj /CJ Hood Installation pop Interior Finishes Ij /'th,�/G�Z Storage ✓✓�� Compressed Gas Clearance to Sprinklers Pq Clearance to Electrical )1 / w i n Electric Wiring Enclosed Combustible Waste Vehicle Impact Protection Fire Lane F.D.Si na e-Utility Rooms No Smoking Signs Maximum Occupancy Sin ! '/ .� Emergency Evacuation Plan /Approved (If no other approvals apply,the B&C Office will issue the Cerf' ate of Occupancy) ❑ Denied ❑ Call for Recheck Inspected y: L:\Sue Hemingway\Fire Marshals Office Inpsection 08.17.2005.doc Inspection for Permit to Occupy Fire Marshal's Office Request Rec'd Permit No. Town of Queensbury 742 Bay Road Queensbury,NY 12804 Scheduled Inspection Date: �) L Time. / r Phone: (518) 761-8206 Business Na e: Fax: (518) 745-4437 Location: Type of Inspection N/A Yes No EXITS: Exit Access COMMENTS Exit Enclosure Exit Discharge AISLES: Main Aisle Width Secondary Aisle Width EXIT SIGNAGE 1R� ff Sign-normal Sign-battery TRUSS ID SIGNAGE Y� r �, '' ` EMERGENCY LIGHTING �� v FIRE EXTINGUISHER: C Hun Inspection of extinguisher Hydro extinguisher — 'S 1 C11V FIRE ALARM SYSTEM Fan Shutdown Fire Sp rinkler System Fire Suppression-kitchen l.ClC�` �t 1 s Q (- Fire Suppression-Gas Island Y Hood Installation '�� " - ` Interior Finishes Stora e �C Compressed Gas Clearance to Sprinklers Clearance to Electrical _ Electric Wiring Enclosed Combustible Waste Vehicle Impact Protection �C Fire Lane F.D.Si na e-Utility Rooms No Smoking Signs Maximum Occupancy Sign Emergency Evacuation Plan X WOW �C rn�� (�► Approved (If no other appr p ly,the B&C Office will iss6Zth rtificaie of Occupancy) o Denied❑ Call for Recheck Inspected By: L:\Sue Hemingway\Fire Marshals Office Inpsection 08.17.2005.doc Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection r est r ei d: Queensbury Building& Code Enforcement Arrive: Depart: 742 Bay Road,Queensbury,NY 12804 Inspector's Ini ' NAME: 01 PERMIT LOCATION: DATE: COMM Y N NA Chimney/"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish/Grade Complete 6"in 10' or E uivalent Interior;Exterior Guardrails 42 in. Platform/Decks Interior(Exterior Balusters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—3$ 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 Q8" 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. UQ-� 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 VA� Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible _ Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond[Both sides] Active Listening System and Signage Assembly Space Final Electrical Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As-built Septic System La out Required or On File �� �7 4 Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 20'wide Okay To Issue Tem or Permanent C/O Okay To Issue C/C L:\Building&Codes Forms\Building&CodesUnspection Forms\Commercial Final Inspection Report.doc Commercial Final Inspection Report Ace No.: (518) 761-8256 Date Ins?�ection req st rec ed: ?ueensbury Building& Code Enforcement Arrive: i= C5 pm epart: 4, tpj�� 742 Bay Road,Queensbury,NY 12804 Inspector's Initia s- NAME: PE #: — '7 LOCATION: 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. 110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 'h doors > 10%> 1000 s .ft. 3/4 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 Handicapped Service Counters, 34 in.,Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond[Both sides] �� 0 Active Listening System and Signage Assembly Space Final Electrical k- Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. �P .� As-built Septic System Layout Required or On File 0 Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Q, Building Access All Sides by 20' /Driveable Surface 20'wide Okay To Issue Temp. or Permanent C/O V - Okay To Issue C/C L:\Building&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.doc � Rough Plumbing / Insulation Inspecti n Report Office No. (518) 761-8256 Date Inspection request a d: Queensbury Building & Code Enforcement Arrive: a art: a 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: "Lz>t�E�-1Q PERM #: LOCATION: lDlp � �,�� R�:? INSPECT ON: TYPE OF STRUCTURE: Y /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 D / Vent i e T ' .S. r 10 ft. above highest connection for 15 minutes T r ure Test �pWter Supply Piping ead.S.I for 15 minutes Insulation Residential Check Commercial Check _ i GSIt-� tl 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&Codes\Inspection Forms\Rough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15,2005 Framing / Firestopping Inspection\epo� Office No. (518) 761-8256 Date In ctio est r c e 12 / Queensbury Building&Code Enforcement Arrive: :. a rt: am/ 742 Bay Road, Queensbury,NY 12804 Inspector's Initials: - ] NAME: C� u1 /'" Y1 i U � PERMIT#: D D —° 3 A LOCATION: Z D bL \e V F- D INSPECT ON: 2 S TYPE OF STRUCTURE: rarmng Y N N/A COMMENTS o!f E N C --V Attic Access 22"x 3 "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 `/s 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 Ems. Office No. (518) 761-8256 Date Inspection r uest r ei`red: Queensbury Building&Code Enforcement Arrive: am/pm t: a 742 Bay Road, Queensbury,NY 12804 Inspector's Ini ,£ NAME: PERMIT If: — LOCATION: INSPECT ON: _JC TYPE OF STRUCTURE: Y N/A COMM S Fr ng , Attic Access 22' x 30"minimum Jack Studs/Headers Bracing/Bridging Y'1 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 I %s 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 �v Septic Inspection Report Office No. (518)761-8256 Date Inspection request r ive c� Queensbury Building&Code Enforcement Arrive: a m , p 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initi 1 < . NAME: � �.,[ dC P IT NO.: > LOCATION: l_'(�i� ECT ON: RECHECK: fz), i Comments and/or diagram Soil T e: Sand/Loam/Clay Type of Water: Municipal/Well Water Waterline separation distance ft. Well separation distance ft. Other wells: 1}, Absorption Field: Total length ft. Length of each trench ft. Depth of trenches Size of Stone Seepage Pits: Numberh—�- Size: x Stone Size: Piping Size Type -D "R Building to tank Tank to Distribution Box Distribution Box to Field/Pit Opening Sealed: Y/N/Partial End Caps r f Location/Separations Foundation to tank Foundation to absorption ft. Separation of Pits ft. Confo t Plan Y n ineer R o As-Built Y Location of System on Property: Front Rear Left Side Right Side Middle Front Middle Rear System Use Status: EE A roved artial Approved and needs to be re-inspected,please call the Building& Codes Office Disapproved Last revised 1/6/05 Septic Inspection Report Office No. (518)761-8256 Date Inspection req st r iv Queensbury Building&Code Enforcement Arrive: p part: a in 742 Bay Rd., Queensbury,NY 12804 Inspector's Initia NAME: -�\xf�r �, - P IT NO.: LOCATION: L2 L PECT ON: �� RECHECK: Comments and/or diagram Soil DTCSU Clay Type of Wa . unici al/ ell Water Waterline s ion distance ft. Well separation distance ft. r--- 3 Other wells: ft. Absorption Field: Total length 6214 ft. Length of each trench ft. Depth of trenches ft. Size of Stone � 6 Seepage Pits: Number Size: x Stone Size: Piping Size Type ►\ Building to tank Tank to Distribution Box t4 tC Distribution Box toyipld/Pit Opening Seale artial End Caps Location/Separations Foundation to tank ft. ` Foundation to absorption ft.Separation of Pits ft. orms as pe lot Plan Y Engineer Report Ad As-Built Location of System on Prope L`t Front Left Side i e ��� Middle Front Middle Rear System Use Status: �C t liz Approved Partial Approved and needs to be re-inspec d,please call the Building& Codes Office Disapproved Last revised 1/6/05 P 1 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection r quest ed: Queensbury Building&Code Enforcement Arrive: am/p Depart: 742 Bay Rd., Queensbury, NY 12804 Inspector's Init I NAME: IT#: LOCATION: _ _ _ SPECT ON: TYPE OF STRUCTURE: Comments ------------ Y N N/A Footings -------------------------- Piers - Monolithic Slab I 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 Foundation Dampproofing Foundation /Waterproofing Type of Dampproofing;Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval oe ing Unde Slab Q PV ast/Copper Foundation Insulation Interior/ExteriorMD-�-- R- Rough Grade 6 inch drop within 10 ft. LASucHemingway'Building.Codes,InspectionTORMN�oundation Inspection Report.doe January 28,2003 56 Foundation Inspection Report Office No. (518) 761-8256 Date Ins ection re e;str Ivec: Queensbury Building &Code Enforcement Arrive: � -_ a `Depart: a 742 Bay Rd., Queensbury,NY 12804 Inspector's Init ` f NAME: �'_ ?�.A� PERMIT#: d LOCATION: IN i INSPECT ON: C)- . 3-OA- TYPE OF STRUCTURE: Comments Footings P' rs L-3) onolithic 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 Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/ Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- _ Rough Grade 6 inch drop within 10 ft. I.:\SueHemingway\Building.C'odes.Inspection.FQRMS\r,oundation Inspection Repon.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection request received: _ Queensbury Building& Code Enforcement Arrive: anv Depart: —Vrl pm 742 Bay Rd., Queensbury, NY 12804 Inspector's Initials: NAME: _ 'PERMIT #: S3, LOCA`CIUN: _ INSPECT ON: -a TYPE.OF STRUCTURE: _ Comments Piers / Monolithic Slab Reinforcement in Place �C ICJ �11� C', The contractor is responsible for ,p providing protection from freezing M 0+A) for 48 hours following the placement of the concrete. Materials for this purpose on site. — PRpV t A-Y, Foundation/Wallpour f::10�Reinforcement in Place Foundation Dampproofing ��<<(�Ix�✓5 /e�� Foundation/Waterproofing Type of Dampproofing i Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: O _ I 5( C� 12 inch width /V 6 inches above footing 6 mil poly for wet areas under slab Backfrll Approval ~~ Plumbing Under Slab PVC/Cast/Copper i Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\BuiIding.Codes.Inspecti on,FORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report z K, s/V r� Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/ Depart: -am/pm 742 Bay Rd., Queensbury, NY 12804 Inspector's Initials NAME: PERMIT#: -- L " LOCATION: t _ INSPECT ON: t TYPE OF STRUCTURE: 'e�-- Comments ---.__.__-- -- Y N NIA Footings ---------__ Piers Monolithic Slab Reinforcement in Place — The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. _ Foundation/W allpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampprooling/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: - 12 inch width 6 inches above footing 6 mil ly for-wet-areas under slab ackfil A roval Mumbing Under Slab PVC/Cast/Copper Foundation Insulation terio /Exterior R _j 6 6 - Rough Grade 6 inch drop within 10 ft. LASueHemingway\BuiIdir+g.Codes.Inspection.FORMSToundation Inspection Report.doe January 28,2003 Foundation Inspection Reporter t Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am% j9 Depart: m/pm 742 Bay Rd., Queensbury, NY 12804 Inspector's Initials: , J NAME:_ PERMIT#: LOCATION: — J INSPECT ON: TYPE OF STRUCTURE: Comments I fr ------- ------- Y N N/A,� f 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. Mate is for this purpose on site. _ F ation/Wallpour 10 Reinforcement in Place c a Foundation Dampproofing —' Foundation/Waterproofing Type of Dampproofing/Waterproofing 1 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/Coppery Foundation Insulatio Interior/ xterior R- Rough Gra e 6 inch drop iin 10 ft. �— L:\S ueH emingwa y'B u ild in g.Codes.Inspection.FORM S\F oundati on Inspection Report.doc January'A.2003 -Z- C T'kV S Foundation Inspection Report Office No. (518) 761-8256 Date Inspection re est ed: Queensbury Building&Code Enforcement Arrive: I Depart: 742 Bay Rd., Queensbury,NY 12804 Inspector's Init' Is: NAME: _ ��} ERMIT#: -- LOCATION: INSPECT ON: _C71k —,q TYPE OF S'TR CTURE: \ Comments Y N N/A J;ootin�gs -- — ------ �C\ Piers / Monolithic Slab — Rei rcement in Place he contractor is responsible for providing protection from freezing for 48.hours following the placement of the concrete. aterials for this purpose on site._ oundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval _ Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SucHcmingway\Building.Codes.InspectionTORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection re st r ived: Queensbury Building &Code Enforcement Arrive: a p epart: a pm 742 Bay Rd., Queensbury, NY 12804 Inspector's Initial NAME: E PERMIT#: 7-5=5�;7____ LOCATION: I b6n. l OZ F�, _(�� 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 Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/ Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. I,:\SueHemingway\Building.Codes.Inspection.FORMS\roundation Inspection Report.doc January 28,2003 ram_ Foundation Inspection Report Office No. (518) 761-8256 Date Inspectio re ues e' ed: l� �- > Queensbury Building&Code Enforcement Arrive: I6 n Depart: aml 742 Bay Rd., Queensbury,NY 12804 Inspectors lmti NAME: RMIT#: _ LOCATION _ j(,��u 7� _ TSPECT ON: G TYPE.OF STRUCTURE: Coin ents -- -- Y N N/A ootings ------- �-' ! 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 pose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing ( 1 Footing Drain Daylight or Sump — Footing Drain Stone: _ — 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfril Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doe January 28,2003 //- /piq-_ Foundation Inspection Report {`. Office No. (518) 761-8256 Date Inspection request received: f Queensbury Building&Code Enforcement Arrive: am/pm Depart: amr' m 742 Bay Rd., Queensbury, NY 12804 Inspector's Initials: SIC NAME: PERMIT#: LOCATION INSPECT ON:� TYPE OF STRUCTURE: < Comments Y N N/A ootings,. _ 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 Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12inch 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. LASueHem?ngway\Building.Codes.Ins pectionTORNISWoundation Inspection Report.doc January 28,2003 SCHODER RIVERS ASSOCIATES TRANSMITTAL CONSULTING ENGINEERS, P.C. J U LY 1 2, 2005 Prospect's Rise Professional Offices 2315-2 Route 9N Lake George, NY 12845 TO: Town of Queensbury RE: Arrowhead Equipment Building Department JOB NO.: 04-488 VIA: Hand Delivered Attn: Dave Hatin WE ARE FORWARDING: ❑, Under Separate Cover ❑ Submittals Drawings ❑ Addenda ❑ Shop Drawings ❑ Herewith ❑ Specifications [� Other: THE FOLLOWING: No Sets Description 2 Two sets of signed and sealed drawings. 1 Copy of foundation, PEMB and energy claculations. Remarks: I should have the revised site lighting plan in the next couple days. Sincerely, Shaun M. Rivers, PE Principal T:668-2 F:6687.2919 Email: shaunsra@nycap.rr.com CC: [CC:] r SCHODER RIVERS ASSOC. PROJECT: Arrowhead Equipment SHEET: Cover Consulting Engineers, P.C. 2315-2 Route 9N LOCATION: QueenSbury, NY DATE: 7/11/2005 Lake George, NY 12846 BY: SMR Phone: (518) 668-2918 SRA JOB NO.: 04-488 Fax: (518) 668-2919 Title Envelope Compliance Certificate.............. 1 to 2 Fire Wall Design....................................3 to 11 Foundation Calculations..........................12 to 28 A+1 10 ' A Ay Permit Number Envelope Compliance Certificate Checked By/Date New York State Energy Conservation Construction Code COMcheck--F.7, Software Version 3.0 Release 2 Data filename: C:\Program Files\Check\COMcheck-EZ\488env.cck Section 1: Project Information Project Name: Arrowhead equipment Luzeme Road Queensbury, N.Y. Designer/Contractor. Schoder Rivers Associates 2315 Route 9n Lake George, N.Y. Document Author: Shaul �i�//�rS Telephone: Date: c Section 2: General Information Building Location (for weather data): Warren, New York Climate Zone: IS IIeating Degree Days (base 65 degrees F): 7635 Cooling Degree Days (base 65 degrees F): 366 Project Type: New Construction Window/ Wall Ratio: 0.01 Building Tyne Floor Area Other 9240 Section 3: Requirements Checklist Bldg. Dept. Use Air Leakage, Component Certification, and Vapor Retarder Requirements [ ] I 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. Fireplaces installed with tight fitting non-combustible fireplace doors. [ ] S. Stair, elevator shaft vents, and other dampers integral to the building envelope are equipped with motorized dampers. [ ] 6. Cargo doors and loading dock doors are weather sealed. [ ] 7. Recessed lighting fixtures are: (i)Type 1C rated and sealed or gaskcted; 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. Climate-Sperdfic Requirements Gross Area or Cavity Cont. Proposed Budget Component Na-me/Duscri2ti n Perimeter $Value 8-Value1 -'a < 1-Factor Roof 1: Metal Roof with Thermal Blocks 9240 19.0 2.0 0.061 0.051 North wall: Other, HC 1.0 2452 - - 0.050 0.074 Door 1: Overhead 196 - - 0.078 0.120 Door2: Overhead 196 - -- 0.078 0.120 Door 3: Overhead 168 - - 0.078 0.120 Door 4: Overhead 168 - - 0.078 0.120 Door 5: Overhead 168 - - 0.078 0.120 Door 6: Overhead 168 - - 0.078 0.120 Door 7: Solid 21 -- - 0.350 0.120 East Wall: Other, llC 1.0 1680 -- - 0.050 0.074 South Wall: Other, HC 1.0 2452 --- - 0.050 0.074 Window 1: Metal Frame:Doublc Pane, Clear, SHGC 0.50 9 --- - 0.650 0.520 Window 2: Metal Frame:Double Pane, Clear, SHGC 0.50 9 --- -- 0.650 0.520 Window 3: Metal Frame:Double Pane, Clear, SHGC 0.50 9 - - 0.650 0.520 Window 4: Metal Franre:Double Pane, Clew-, SHGC 0.50 9 - - 0.650 0.520 Door 8: Overhead 196 - - 0.079 0.120 Door 9: Overhead _ 196 -- - 0.079 0.120 Door 10: Solid 21 - - 0.350 0.120 Door 1 l: Glass, Clear. SHGC 0.50 58 -- - 0.700 0.520 West Wall: Other, HC 1.0 252 -- - 0.050 0.074 Floor l: Slab-On-Grade:lleated, Continuous 338 -- 10.0 -- -- Floor 2: Slab-On-Grade:Unhcated, Vertical 4 fi. 50 -- 10.0 -- -- (a)Budget U-Factors are used for software baseline calculations ONLY,and are not code requirements. Envelope PASSES: Design 2%better than code Section 4: Compliance Statement The proposed envelope design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed envelope system has been designed to meet the New York State Energy Conservation Construction Code requirements in COMcherk-F.7 Version 3.0 Release 2 and to comply with the mandatory requirements in the Requirements Checklist. When a Registered Design Processional has stamped and signed this page, they are attesting that to the best of his/her knowledge, belief and professional judgment, such plans or specifications are in compliance with this Code. Shoo--� /til •�i�c�'S ,R��cx- -�Y�- �2$ •o S Principal Envelope Designer-Name Signature Date 3 ) /7 7�' -3 2 /o 2 12, A)/ --15R eZ "04 90e, 7L M-Wall ! : MASONRY WALL ANALYSIS AND DESIGN Project : Arrowhead Equipment Location: 3 hour fire Wall Cantilevered By: SMR ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- TIME: 04 : 34 PM Page: 1 DATE: 05-18-2005 DESIGN METHOD : Uniform Building Code: Unity Equation MASONRY MATERIAL : Hollow Core Concrete Masonry Units MORTAR TYPE : Type S MORTAR MATERIAL : Masonry Cement Mortar BLOCK PLACEMENT : Running Bond MASONRY WALL DATA: ------------------------------------ Wall Height = 20 . 00 ft . Nominal Wall Thickness = 8 . 00 in. Depth to c.g. Steel, Wall = 3 . 81 in. Parapet Height = 0 . 00 ft . Nominal Parapet Thickness = 0 . 00 in. Depth to c.g. Steel, Parapet = 0 . 00 in. Design Strip Width = 12 . 00 in. Main Wall Reinf. Layers = One Layer Wall Grout Spacing = Partially Grouted Support Type at Base = Fixed Support Span Type = Cantilever Wall (Fixed Base) WALL LOADS : ------------------------------------ Wall Weight = 45. 00 psf. Floor or Roof Load: Dead = 0. 0 Lb Live = 0. 0 Lb Eccentricity = 0 . 00 in. Additional Vertical Load: Dead = 0. 0 Lb Live = 0 . 0 Lb Eccentricity 0 . 00 in. Vertical Distance (y) = 0. 00 ft. Equivalent Fluid Pressure = 0 . 00 pcf. Vertical Distance (x) = 0. 00 ft. M-Wall ! : MASONRY WALL ANALYSIS AND DESIGN --------------- --------- Project : Arrowhead Equipment Location: 3 hour fire Wall Cantilevered By: SMR ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- TIME: 04 : 34 PM Page: 2 DATE: 05-18-2005 SEISMIC LOADS : ------------------------------------ Seismic Load Zone (0 to 4) = Zone 0 Seismic Zone Factor, Z = 0 . 00 Seismic Importance Factor, I = 0 . 00 Seismic Numerical Coeff: Wall Cp = 0 . 75 Parapet Cp = 2 . 00 Include Masonry Veneer Weight? = Yes Veneer Weight = 0 . 00 psf. WIND LOADS : ------------------------------------ Distance From Load Magnitude Base of Wall (ft) W or H (plf, lb) Start End ---------------------------------------- 1 W 5. 00 0. 00 20 . 00 2 3 4 5 Notes : 1 . "W" designates a uniform distributed wind load. "H" designates a concentrated horizontal wind load. 2 . Horizontal loads are positive to the right. M-Wall ! : MASONRY WALL ANALYSIS AND DESIGN C9 e --------------------------------------------------------- Project : Arrowhead Equipment Location: 3 hour fire Wall Cantilevered By: SMR ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- TIME: 04 : 34 PM Page: 3 DATE: 05-18-2005 MASONRY DATA: ------------------------------------ Masonry Unit Strength = 1900. 00 psi . Special Inspection? = Yes Masonry Compressive Strength, f'm = 1500 . 00 psi . Allowable Flexural Stress, Fb = 500. 00 psi . Allowable Shear Stress, Fv = 38 . 73 psi . Allowable Tension: No Grout, Ft = 15. 00 psi . Solid Grout, Ft = 15. 00 psi . Modulus of Elasticity, Em = 1, 125 ksi . Modular Ratio, Es/Em = n = 25. 78 Single Grouted Cell + Web Width = 8 . 31 in. Nominal Length of Masonry Unit = 16 . 00 in. Block Face Shell Thickness = 1 .25 in. Nominal Minus Actual Thickness = 0 . 38 in. MATERIAL DATA: ------------------------------------ Steel Yield Strength, Fy = 60 . 00 ksi . Allowable Steel Stress, Fs = 20. 00 ksi . Modulus of Elasticity, Es = 29, 000 ksi . REINFORCED WALL DATA: ------------------------------------ Minimum Steel Ratio, As/bt = 0 . 0007 M-Wall ! : MASONRY WALL ANALYSIS AND DESIGN ----------------------------------------------------------------------------- Project : Arrowhead Equipment Location: 3 hour fire Wall Cantilevered By: SMR ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- TIME: 04 : 34 PM Page: 4 DATE: 05-18-2005 GRAPHIC SUMMARY OF MASONRY WALL DATA aid 8.00 in. 5.00 20.00 ft. 3.81 in. Floor M-Wall ! : MASONRY WALL ANALYSIS AND DESIGN Project : Arrowhead Equipment Location: 3 hour fire Wall Cantilevered By: SMR ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- TIME: 04 : 35 PM Page: 5 DATE: 05-18-2005 ************************************************** S U M M A R Y O F R E S U L T S F O R M A I N W A L L ************************************************** DESIGN LOADS : ------------------------------------ Moment, Ms = -1, 000 . 0 ft-ib / 12 . 00 in. Axial Load, Ps = 900. 0 Lb / 12 . 00 in. Load Combination = (DL + LL + WL) Max. Shear, Vs = 100 . 0 Lb / 12 . 00 in. Load Combination = (DL + WL) ANALYSIS RESULTS : ------------------------------------ Design Strip Width = 12 . 00 in. Actual Wall Thickness, t = 7 . 63 in. Effective Height, h' = 40 . 00 ft . h' /t Ratio = 62 . 95 Seismic Force, Fp = ZICp * Wt = 0 . 00 plf. / 12 . 00 in. Minimum Area of Steel, Vertical Reinf. = 0 . 064 in. ^2 / 12 . 00 in. Minimum Area of Steel, Horiz . Reinf. = Not Req'd, Ref. UBC 2106. 1 . 12 All . Bending Stress, Fb = 500 . 00 psi . Allowable Steel Stress, Fs : DL + LL Only = 20000. 0 psi . Wind / Seismic = 26666. 6 psi . Allowable Shear Stress, Fv: DL + LL Only = 38 . 73 psi . Wind / Seismic = 51 . 64 psi . DESIGN RESULTS : ------------------------------------ Bar Fa, psi fa, psi fb, psi fv, psi Bar Spa. Size ( .25*f'm*R) (Ps/Ae) Fb (4/3-fa/Fa) (Vs/b'jd) (in. o.c. ) --------------------------------------------------------------------------- 43 38 . 64 9. 84 539. 39 2 . 47 8 . 00 4 48 . 75 14 . 53 517 . 64 5. 03 16 . 00 5 55. 25 17 . 55 507 . 87 7 . 55 24 . 00 -,` 6 59. 62 19. 58 502 . 48 10 . 07 32 . 004--- 7 65. 14 22 . 14 496.72 15. 10 48 . 00 =8 65. 14 22 . 14 496. 72 15. 11 48 . 00 n9 65. 14 22 . 14 496. 72 15. 13 48 . 00 Max. vertical bar spacing is 48 in. o .c. in seismic zones 2, 3, & 4 . M-Wall ! : MASONRY WALL ANALYSIS AND DESIGN l.) Project : Arrowhead Equipment Location: 3 hour fire Wall Cantilevered By: SMR ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- TIME: 04 : 35 PM Page: 6 DATE: 05-18-2005 DETAILED RESULTS FOR MAIN WALL: ------------------------------------ LOAD COMBINATION : (DL + LL) REBAR DESIGN : 43 @ 8 in. o. c. FURNISHED AREA OF STEEL : 0. 165 in^2 / 12 . 00 in. MINIMUM AREA OF STEEL : 0. 064 in^2 / 12 . 00 in. No. Dist From Mom. Axial Shear As Req' d Area Stl Bot (ft) (ft-lb) (lbs) (lbs) (in^2) Index --------------------------------------------------------------------------- 0 20 . 00 0 . 0 0 . 0 0 . 0 0 . 064 0 . 39 1 18 . 00 0. 0 90 . 0 0 . 0 0 . 064 0 . 39 2 16. 00 0 . 0 180 . 0 0 . 0 0 . 064 0 . 39 3 14 . 00 0 . 0 270 . 0 0 . 0 0. 064 0 . 39 4 12 . 00 0 . 0 360 . 0 0 . 0 0 . 064 0 . 39 5 10 . 00 0 . 0 450 . 0 0 . 0 0 . 064 0 . 39 6 8 . 00 0 . 0 540 . 0 0 . 0 0 . 064 0 . 39 7 6. 00 0 . 0 630 . 0 0 . 0 0 . 064 0 . 39 8 4 . 00 0. 0 720 . 0 0 . 0 0 . 064 0 . 39 9 2 . 00 0 . 0 810 . 0 0 . 0 0 . 064 0 . 39 10 0 . 00 0 . 0 900 . 0 0 . 0 0 . 064 0 . 39 WALL PROPERTIES : -------------------------------7---- Effective Flange Width bf = 12 . 00 in. / 12 . 00 in. Effective Grouted Core Width, b' = 12 . 00 in. / 12 . 00 in. Solid Masonry Area, Ae = 91 . 50 in. ^2 / 12 . 00 in. Depth to c. g. Steel d = 3 . 81 in. ANALYSIS RESULTS AT MAXIMUM FORCES : ------------------------------------- Axial Stress, fa = Ps/Ae = 2 . 95 psi . Bending Stress, fb = Fb (1 . 0 - fa/Fa) = 461 . 82 psi . Furnished Steel Ratio, Rho = As/bf*d = 0 . 0036 Depth to Neutral Axis, kd = 1 . 327 in. Moment Arm, jd = 3. 370 in. Moment based on Masonry Stresses, Mm = 1, 032 . 9 ft-lb / 12 . 00 in. ?Moment based on Steel Stresses, Ms = 926. 8 ft-lb / 12 . 00 in. All. . Shear Force, Vall = 1 . 0*Fv*b' *jd = 1, 566. 3 Lb / 12 . 00 in. M-Wall ! : MASONRY WALL ANALYSIS AND DESIGN J� Project : Arrowhead Equipment Location: 3 hour fire Wall Cantilevered By: SMR ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- TIME: 04 : 35 PM Page: 7 DATE: 05-18-2005 DETAILED RESULTS FOR MAIN WALL: ---------------------------------- LOAD COMBINATION : (DL + LL + WL) REBAR DESIGN : #3 @ 8 in. o. c. FURNISHED AREA OF STEEL : 0 . 165 in^2 / 12 . 00 in. MINIMUM AREA OF STEEL : 0 . 064 in^2 / 12 . 00 in. No. Dist From Mom. Axial Shear As Req'd Area Stl Bot (ft) (ft-lb) (lbs) (lbs) (in^2) Index --------------------------------------------------------------------------- 0 20 . 00 0 . 0 0 . 0 0 . 0 0 . 064 0 . 39 1 18 . 00 -10 . 0 90 . 0 10 . 0 0 . 064 0. 39 2 16. 00 -40 . 0 180 . 0 20 . 0 0 . 064 0 . 39 3 14 . 00 -90 . 0 270. 0 30 . 0 0 . 064 0 . 39 4 12 . 00 -160 . 0 360 . 0 40 . 0 0 . 064 0 . 39 5 10 . 00 -250 . 0 450 . 0 50 . 0 0 . 064 0 . 39 6 8 . 00 -360 . 0 540 . 0 60 . 0 0 . 064 0 . 39 7 6. 00 -490 . 0 630 . 0 70 . 0 0 . 064 0 . 39 8 4 . 00 -640 . 0 720 . 0 80 . 0 0 . 083 0 . 50 9 2 . 00 -810 . 0 810 . 0 90 . 0 0 . 106 0 . 64 10 0 . 00 -1, 000. 0 900 . 0 100 . 0 0 . 132 0 . 80 WALL PROPERTIES : ------------------------------------ Effective Flange Width bf = 12 . 00 in. / 12 . 00 in. Effective Grouted Core Width, b' = 12 . 00 in. / 12 . 00 in. Solid Masonry Area, Ae = 91 . 50 in. ^2 / 12 . 00 in. Depth to c. g. Steel d = 3 . 81 in. ANALYSIS RESULTS AT MAXIMUM FORCES : ------------------------------------ Axial Stress, fa = Ps/Ae = 9. 84 psi . Bending Stress, fb = Fb (4/3 - fa/Fa) = 539. 39 psi . Furnished Steel Ratio, Rho = As/bf*d = 0 . 0036 Depth to Neutral Axis, kd = 1 . 327 in. Moment Arm, jd = 3 . 370 in. Moment based on Masonry Stresses, Mm = 1, 206. 4 ft-lb / 12 . 00 in. Moment based on Steel Stresses, Ms = 1, 235. 7 ft-lb / 12 . 00 in. All . Shear Force, Vall = 4/3*Fv*b' *jd = 2, 088 . 4 Lb / 12 . 00 in. M-Wall ! : MASONRY WALL ANALYSIS AND DESIGN // Project : Arrowhead Equipment Location: 3 hour fire Wall Cantilevered By: SMR ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- TIME : 04 : 35 PM Page: 8 DATE: 05-18-2005 DETAILED RESULTS FOR MAIN WALL: ------------------------------------ LOAD COMBINATION : (DL + WL) REBAR DESIGN : #3 @ 8 in. o.c. FURNISHED AREA OF STEEL : 0. 165 in^2 / 12 . 00 in. MINIMUM AREA OF STEEL : 0 . 064 in^2 / 12 . 00 in. No. Dist From Mom. Axial Shear As Req'd Area Stl Bot (ft) (ft-lb) (lbs) (lbs) (in^2) Index --------------------------------------------------------------------------- 0 20 . 00 0 . 0 0 . 0 0 . 0 0 . 064 0 . 39 1 18 . 00 -10 . 0 90 . 0 10 . 0 0 . 064 0 . 39 2 16. 00 -40 . 0 180 . 0 20 . 0 0 . 064 0 . 39 3 14 . 00 -90 . 0 270 . 0 30 . 0 0 . 064 0 . 39 4 12 . 00 -160 . 0 360 . 0 40 . 0 0 . 064 0 . 39 5 10 . 00 -250 . 0 450 . 0 50 . 0 0 . 064 0 . 39 6 8 . 00 -360 . 0 540. 0 60 . 0 0 . 064 0 . 39 7 6. 00 -490 . 0 630 . 0 70 . 0 0 . 064 0 . 39 8 4 . 00 -640 . 0 720 . 0 80 . 0 0 . 083 0 . 50 9 2 . 00 -810 . 0 810 . 0 90 . 0 0 . 106 0 . 64 10 0 . 00 -1, 000 . 0 900 . 0 100 . 0 0 . 132 0 . 80 WALL PROPERTIES : ------------------------------------ Effective Flange Width bf = 12 . 00 in. / 12 . 00 in. Effective Grouted Core Width, by = 12 . 00 in. / 12 . 00 in. Solid Masonry Area, Ae = 91 . 50 in. ^2 / 12 . 00 in. Depth to c. g. Steel d = 3 . 81 in. ANALYSIS RESULTS AT MAXIMUM FORCES : ------------------------------------ Axial Stress, fa = Ps/Ae = 9. 84 psi . Bending Stress, fb = Fb (4/3 - fa/Fa) = 539. 39 psi . Furnished Steel Ratio, Rho = As/bf*d = 0 . 0036 Depth to Neutral Axis, kd = 1 . 327 in. Moment Arm, jd = 3 . 370 in. Moment based on Masonry Stresses, Mm = 1, 206. 4 ft-lb / 12 . 00 in. Moment based on Steel Stresses, Ms = 1, 235. 7 ft-lb / 12 . 00 in. All . Shear Force, Vall = 4/3*Fv*b' *jd = 2, 088 . 4 Lb / 12 . 00 in. J/ �;15111 i G 4(�- Interior Square Spread Footings Date: 7/11/2005 (ACI) Designer: DWE Checker: Project : Arriwhead File Name: - SRA Job #: 04-488 Column Location: col 2 Axial TL= 84 k d= 14.625 in Footing Dim.= 6.00' gnet= 2.33 ksf OK Sq. Pier Size= 12.0" q,,= 3.73 ksf Ftg. Depth= 18.0" f',= 3000 psi fy 60000 psi gallovv 3.0 ksf Shear One-Way: Vu= 28.7 kips 0.85Vn= 98.0 kips OK Two-Way: Aeff= 31.08 i n 2 Vu= 116.0 kips 0.85Vn= 290.1 kips OK Bending m= 23.53 M„= 70.00 k-ft Req'd Rn 60.61 psi Req'd AS Calc. As 1.33*AS 3 (fc)1/2/fy 200/fy T&S 1.08 1.43 2.88 3.51 2.33 Controlling As= 2.88 in No. #4 Bars - 15 No. #5 Bars - 10 No. #6 Bars - 7 No. #7 Bars - 5 No. #8 Bars - 4 Bottom cover=3" Load factor for design with total load is 1.6. Critical section for bending taken at face of pier. Example based on salmon&Wang Concrete Design page 819. Sq.pier size for steel columns directly supported by footing should be 1/2 between face col&edge base plate.(ACI 15.4.2) l 7, Interior Square Spread Footings Date: 7/11/2005 (nC1) Designer: DWE Checker: Project : Arriwhead File Name: - SRA Job #: 04-488 Column Location: col 3 Axial TL= 72 k d= 8.625 in Footing Dim.= 5.00' gnet= 2.88 ksf OK Sq. Pier Size= 12.0" q„= 4.61 ksf Ftg. Depth= 12.0" f',= 3000 psi fy= 60000 psi ga1low 3.0 ksf Shear One-Way: Vu= 29.5 kips 0.85Vn= 48.2 kips OK Two-Way: Aeff= 22.05 i n 2 V„= 101.6 kips 0.85Vn= 132.5 kips OK Bending m= 23.53 MU= 46.08 k-ft Req'd Rn 137.65 psi Req'd AS Calc. AS 1.33*As 3 (f�)1/2/fy 200/fy T&S 1.22 1.62 1.42 1.73 1.30 Controlling A,= 1.62 in No. #4 Bars - 9 No. #5 Bars - 6 No. #6 Bars - 4--__ No. #7 Bars - 3 No. #8 Bars - 3 Bottom cover=3" Load factor for design with total load is 1.6. Critical section for bending taken at face of pier. Example based on salmon&Wang Concrete Design page 819. Sq.pier size for steel columns directly supported by footing should be 1/2 between face col&edge base plate.(ACI 15.4.2) L/ 3' to i t i } _ F I t C19 Interior Square Spread Footings Date: 7/11/2005 (ACI) Designer: DWE Checker: Project : Arriwhead File Name: - SRA Job #: 04-488 Column Location: col 1 Axial TL= 70 k d= 14.625 in Footing Dim.= 5.00' gnet= 2.80 ksf OK Sq. Pier Size= 12.0" q.= 4.48 ksf Ftg. Depth= 18.0" f',= 3000 psi fy= 60000 psi gall.w 3.0 ksf Shear One-Way: V„= 17.5 kips 0.85Vn= 81.7 kips OK Two-Way: Aeff= 20.08 in V„= 89.9 kips 0.85Vn= 290.1 kips OK Bending m= 23.53 MU= 44.80 k-ft Req'd Rn 46.55 psi Req'd AS Calc. AS 1.33*AS 3 (fc)1f2/fy 200/fy T&S 0.69 0.91 2.40 2.93 1.94 Controlling A,= 2.40 in No. #4 Bars - 13 No. #5 Bars - 8 No. #6 Bars - 6 No. #7 Bars - 5 No. #8 Bars - 4 Bottom cover=3" Load factor for design with total load is 1.6. Critical section for bending taken at face of pier. Example based on Salmon&Wang Concrete Design page 819. Sq.pier size for steel columns directly supported by footing should be 1/2 between face col&edge base plate.(ACI 15.4.2) A Ay 711 Z, 7,5 Z yo- 7 7 11117 A I PEMB Foundation Design Date: ASD Loads from JAG Project : Arrowhead Equipemtn PEMB addition SRA Job #: 04-488 Typical PEMB Frame -W/ Crane Loads Column #1 Col Line 1 �� v �0 Pier Type: p1 Base Plate Type: Gravity: 70.00 k Uplift: -5.6 k Lateral: 12.0 k q allow: 3.0 ksf Min Ftg: 4.83 s.f. Ftg Used: 3.00 s.f. Max Axial 70.0 Max Uplift -5.6 jL Max Lateral 112 Min Lateral -2.8 Max Moment 0.0 Min Moment 0.0 Load Load Lateral Gravity Moment Number Discription (x) (y) (z) 1 Dead 1 5 0 2 Collateral 1 4 0 3 Live 2 13 0 4 Snow 5 32 0 5 Wind 1 -to right -4 -9 0 6 Wind 1 -to left 2 -3 0 7 Wind 2 -to right -4 -11 0 8 Wind 2 -to left 3 -6 0 9 Wind 1 - long. To back -1 -8 0 10 Wind 1 - long. To front -1 -4 0 11 Wind 2 - long. To back -1 -11 0 12 Wind 2 - long. To front -1 -7 0 13 EQ to right -4 -2 0 14 EQ to left 4 3 0 15 Snow Drift-to left 8 48 0 16 Snow Drift-to right 1 6 0 17 Crane on left -1 -1 0 18 Crane on right -1 -1 0 19 Crane lateral to left 2 1 0 20 Crane lateral to right -2 -1 0 S Load Combo No. Load Combination Lateral Axial Moment 21 D 2.0 9.0 0.0 22 D+L 4.0 22.0 0.0 23 D+L+S (balanced) 9 54.0 0.0 24 D+L+S (unbalanced left) 2. 70.0 0.0 25 D+L+S (unbalanced right) 28.0 0.0 26 D+0.75S (balanced)+C(left) * 4.8 32.0 0.0 27 D+0.75S (balanced)+C(right) * 4.8 32.0 0.0 28 D+0.75S(drift to left)+C(left) * 7.0 44.0 0.0 29 D+0.75S(drift to left)+C(right) * 7.0 44.0 0.0 30 D+0.75S(drift to right)+C(left) 1.8 12.5 0.0 31 D+0.75S(drift to right)+C(right) * 1.8 12.5 0.0 32 D+W(5) -2.0 0.0 0.0 33 D+W(6) 4.0 6.0 0.0 34 D+W(7) -2.0 -2.0 0.0 35 D+W(8) 5.0 3.0 0.0 36 D+W(9) 1.0 1.0 0.0 37 D+W(10) 1.0 5.0 0.0 38 D+W(11) 1.0 -2.0 0.0 39 D+W(12) 1.0 2.0 0.0 40 0.6D+W(5) -2.8 -3.6 0.0 41 0.6D+W(6) 3.2 2.4 0.0 42 0.6D+W(7) -2.8 -5.6 0.0 43 0.6D+W(8) 4.2 -0.6 0.0 44 0.6D+W(9) 0.2 -2.6 0.0 45 0.6D+W(10) 0.2 1.4 0.0 46 0.6D+W(11) 0.2 -5.6 0.0 47 0.6D+W(12) 0.2 -1.6 0.0 48 D+0.75W(5)+0.75L 0.5 12.0 0.0 49 D+0.75W(6)+0.75L 5.0 16.5 0.0 50 D+0.75W(7)+0.75L 0.5 10.5 0.0 51 D+0.75W(8)+0.75L 5.8 14.3 0.0 52 D+0.75W(9)+0.75L 2.8 12.8 0.0 53 D+0.75W(10)+0.75L 2.8 15.8 0.0 54 D+0.75W(11)+0.75L 2.8 10.5 0.0 55 D+0.75W(12)+0.75L 2.8 13.5 0.0 56 D+0.75W+0.75L+0.75S 57 D+0.7E(right) 4.8 11.1 0.0 58 D+0.7E(left) -0.8 7.6 0.0 59 0.6D+0.7E(right) -1.6 4 0.0 60 0.6D+0.7E(left) 4 7.5 0.0 61 D+0.7E(right)+L 6.8 24.1 0.0 62 D+0.7E(left)+L 1.2 20.6 0.0 63 D+0.7E(right)+0.75L+0.2S(bal) 7.3 27.25 0.0 64 D+0.7E(right)+0.75L+0.2S(left) 7.9 30.45 0.0 65 D+0.7E(right)+0.75L+0.2S(right) 6.5 22.05 0.0 66 D+0.7E(left)+0.75L+0.2S(bal) 1.7 23.75 0.0 67 D+0.7E(left)+0.75L+0.2S(left) 2.3 26.95 0.0 68 D+0.7E(left)+0.75L+0.2S(right) 0.9 18.55 0.0 W PEMB Foundation Design Date: #� ASD Loads from JAG Project : Arrowhead Equipemtn PEMB addition SRA Job #: 04-488 Typical PEMB Frame -W/Crane Loads Column#2 Col Line 3 Pier Type: . Base Plate Type: /~ Gravity: 109.00 k Uplift: -5.8 k Lateral: 0.0 k q allow: 3.0 ksf Min Ftg: 6.03 s.f. Ftg Used: 6.00 s.f. J f� Max Axial 109.0 Max Uplift -5.8 Max Lateral 0.0 Min Lateral 0.0 Max Moment 0.0 Min Moment 0.0 Load Load Lateral Gravity Moment Number Discription (x) (y) (z) 1 Dead 0 10 0 2 Collateral 0 7 0 3 Live 0 L5 0 4 Snow 0 60 0 5 Wind 1 -to right 0 -10 0 6 Wind 1 -to left 0 -10 0 7 Wind 2 -to right 0 -15 0 8 Wind 2-to left 0 -15 0 9 Wind 1 - long. To back 0 -11 0 10 Wind 1 - long. To front 0 -8 0 11 Wind 2 - long. To back 0 -16 0 12 Wind 2 - long. To front 0 -13 0 13 EQ to right 0 3 0 14 EQ to left 0 -4 0 15 Snow Drift-to left 0 67 0 16 Snow Drift-to right 0 41 0 17 Crane on left 0 15 0 18 Crane on right 0 6 0 19 Crane lateral to left 0 -2 0 20 Crane lateral to right 0 2 0 Load Combo No. Load Combination Lateral Axial Moment 21 D 0.0 17.0 0.0 22 D+L 0.0 42.0 0.0 23 D+L+S (balanced) 0.0 102.0 0.0 24 D+L+S (unbalanced left) 0.0 109.0 0.0 25 D+L+S (unbalanced right) 0.0 83.0 0.0 26 D+0.75S (balanced)+C(left) 0.0 77.0 0.0 27 D+0.75S (balanced)+C(right) 0.0 68.0 0.0 28 D+0.75S(drift to left)+C(left) 0.0 82.3 0.0 29 D+0.75S(drift to left)+C(right) 0.0 73.3 0.0 30 D+0.75S(drift to right)+C(ieft) 0.0 62.8 0.0 31 D+0.75S(drift to right)+C(right) 0.0 53.8 0.0 32 D+W(5) 0.0 7.0 0.0 33 D+W(6) 0.0 7.0 0.0 34 D+W(7) 0.0 2.0 0.0 35 D+W(8) 0.0 2.0 0.0 36 D+W(9) 0.0 6.0 0.0 37 D+W(10) 0.0 9.0 0.0 38 D+W(11) 0.0 1.0 0.0 39 D+W(12) 0.0 4.0 0.0 40 0.6D+W(5) 0.0 0.2 0.0 41 0.6D+W(6) 0.0 0.2 0.0 42 0.6D+W(7) 0.0 -4.8 0.0 43 0.6D+W(8) 0.0 -4.8 0.0 44 0.6D+W(9) 0.0 -0.8 0.0 45 0.6D+W(10) 0.0 2.2 0.0 46 0.6D+W(11) 0.0 -5.8 0.0 47 0.6D+W(12) 0.0 -2.8 0.0 48 D+0.75W(5)+0.75L 0.0 28.3 0.0 49 D+0.75W(6)+0.75L 0.0 28.3 0.0 50 D+0.75W(7)+0.75L 0.0 24.5 0.0 51 D+0.75W(8)+0.75L 0.0 24.5 0.0 52 D+0.75W(9)+0.75L 0.0 27.5 0.0 53 D+0.75W(10)+0.75L 0.0 29.8 0.0 54 D+0.75W(11)+0.75L 0.0 23.8 0.0 55 D+0.75W(12)+0.75L 0.0 26.0 0.0 56 D+0.75W+0.75L+0.75S 57 D+0.7E(right) 0 14.2 0.0 58 D+0.7E(left) 0.0 19.1 0.0 59 0.6D+0.7E(right) 0 12.3 0.0 60 0.6D+0.7E(left) 0 7.4 0.0 61 D+0.7E(right)+L 0 39.2 0.0 62 D+0.7E(left)+L 0.0 44.1 0.0 63 D+0.7E(right)+0.75L+0.2S(bal) 0 44.95 0.0 64 D+0.7E(right)+0.75L+0.2S(left) 0 46.35 0.0 65 D+0.7E(right)+0.75L+0.2S(dght) 0 41.15 0.0 66 D+0.7E(left)+0.75L+0.2S(bal) 0 49.85 0.0 67 D+0.7E(left)+0.75L+0.2S(left) 0 51.25 0.0 68 D+0.7E(left)+0.75L+0.2S(right) 0 46.05 0.0 r PEMB Foundation Design Date: #� ASD Loads from JAG Project : Arrowhead Equipemtn PEMB addition SRA Job#: 04-488 Typical PEMB Frame -W/Crane Loads Column#3 Col Line 5 (' Pier Type: -1 Base Plate Type: Gravity: 85.00 k Uplift: -6.0 k Lateral: 0.0 k q allow: 3,0 ksf Min Ftg: 5.32 s.f. Ftg Used: 6.50 s.f. Max Axial 85.0 Max Uplift -6.0 Max Lateral 0.0 Min Lateral 0.0 Max Moment 0.0 Min Moment 0.0 Load Load Lateral Gravity Moment Number Discription (x) (y) (z) 1 Dead 0 6 0 2 Collateral 0 4 0 3 Live 0 13 0 4 Snow 0 30 0 5 Wind 1 -to right 0 -4 0 6 Wind 1 -to left 0 -7 0 7 Wind 2 -to right 0 -6 0 8 Wind 2-to left 0 -9 0 9 Wind 1 - long. To back 0 1 0 10 Wind 1 - long. To front 0 -2 0 11 Wind 2- long. To back 0 -3 0 12 Wind 2- long. To front 0 -12 0 13 EQ to right 0 -8 0 14 EQ to left 0 8 0 15 Snow Drift-to left 0 -9 0 16 Snow Drift-to right 0 62 0 17 Crane on left 0 7 0 18 Crane on right 0 16 0 19 Crane lateral to left 0 3 0 20 Crane lateral to right 0 -3 0 Load Combo No. Load Combination Lateral Axial Moment 21 D 0.0 10.0 0.0 22 D+L 0.0 23.0 0.0 23 D+L+S (balanced) 0.0 53.0 0.0 24 D+L+S (unbalanced left) 0.0 14.0 0.0 25 D+L+S (unbalanced right) 0.0 85.0 0.0 26 D+0.75S (balanced)+C(left) * 0.0 39.5 0.0 27 D+0.75S (balanced)+C(right) 0.0 48.5 0.0 28 D+0.75S(drift to left)+C(left) * 0.0 10.3 0.0 29 D+0.75S(drift to left)+C(right) * 0.0 19.3 0.0 30 D+0.75S(drift to right)+C(left) 0.0 63.5 0.0 31 D+0.75S(drift to right)+C(right) * 0.0 72.5 0.0 32 D+W(5) 0.0 6.0 0.0 33 D+W(6) 0.0 3.0 0.0 34 D+W(7) 0.0 4.0 0.0 35 D+W(8) 0.0 1.0 0.0 36 D+W(9) 0.0 11.0 0.0 37 D+W(10) 0.0 8.0 0.0 38 D+W(11) 0.0 7.0 0.0 39 D+W(12) 0.0 -2.0 0.0 40 0.6D+W(5) 0.0 2.0 0.0 41 0.6D+W(6) 0.0 -1.0 0.0 42 0.6D+W(7) 0.0 0.0 0.0 43 0.6D+W(8) 0.0 -3.0 0.0 44 0.6D+W(9) 0.0 7.0 0.0 45 0.6D+W(10) 0.0 4.0 0.0 46 0.6D+W(11) 0.0 3.0 0.0 47 0.6D+W(12) 0.0 -6.0 0.0 48 D+0.75W(5)+0.75L 0.0 16.8 0.0 49 D+0.75W(6)+0.75L 0.0 14.5 0.0 50 D+0.75W(7)+0.75L 0.0 15.3 0.0 51 D+0.75W(8)+0.75L 0.0 13.0 0.0 52 D+0.75W(9)+0.75L 0.0 20.5 0.0 53 D+0.75W(10)+0.75L 0.0 18.3 0.0 54 D+0.75W(11)+0.75L 0.0 17.5 0.0 55 D+0.75W(12)+0.75L 0.0 10.8 0.0 56 D+0.75W+0.75L+0.75S 57 D+0.7E(right) 0 15.6 0.0 58 D+0.7E(left) 0.0 4.4 0.0 59 0.6D+0.7E(right) 0 0.4 0.0 60 0.6D+0.7E(left) 0 11.6 0.0 61 D+0.7E(right)+L 0 28.6 0.0 62 D+0.7E(left)+L 0.0 17.4 0.0 63 D+0.7E(right)+0.75L+0.2S(bal) 0 31.35 0.0 64 D+0.7E(right)+0.75L+0.2S(left) 0 23.55 0.0 65 D+0.7E(right)+0.75L+0.2S(right) 0 37.75 0.0 66 D+0.7E(left)+0.75L+0.2S(bal) 0 20.15 0.0 67 D+0.7E(left)+0.75L+0.2S(left) 0 12.35 0.0 68 D+0.7E(left)+0.75L+0.2S(right) 0 26.55 0.0 PEMB Foundation Design Date: ASD Loads from JAG Project : Arrowhead Equipemtn PEMB addition SRA Job* 04-488 Typical PEMB Frame -W/Crane Loads Column #4 Col line 6 Pier Type: Base Plate Type: Gravity: 26.00 k Uplift: -2.6 k Lateral: 2.8 k q allow: 3.0 ksf Min Ftg: 2.94 s.f. Ftg Used: 5.00 s.f. Max Axial 26.0 Max Uplift -2.6 Max Lateral 2.8 Min Lateral -12.0 L_ ' o �j c G L 1 Max Moment 0.0 Min Moment 0.0 Load Load Lateral Gravity Moment Number Discription (x) (y) (z) 1 Dead -1 ✓ 2 0 2 Collateral -1 ✓ 2 0 3 Live -2 6 0 4 Snow -5 14 0 5 Wind 1 -to right -2 -1 0 6 Wind 1 -to left 4 -4 0 7 Wind 2 -to right -2 -2 0 8 Wind 2-to left 4 -5 0 9 Wind 1 - long. To back 2 -4 0 10 Wind 1 - long. To front -1 -2 0 11 Wind 2 - long. To back 2 -5 0 12 Wind 2 - long. To front -1 -3 0 13 EQ to right -5 7 0 14 EQ to left 5 -6 0 15 Snow Drift-to left -8 16 0 16 Snow Drift-to right -1 9 0 17 Crane on left 1 -1 0 18 Crane on right 1 -2 0 19 Crane lateral to left 2 -2 0 20 Crane lateral to right -2 2 0 Load Combo No. Load Combination Lateral Axial Moment 21 D -2.0 ✓ 4.0 0.0 22 D+L -4.0 10.0 0.0 23 D+L+S (balanced) -9.0. 24.0 0.0 24 D+L+S (unbalanced left) -12.0 26.0 0.0 25 D+L+S (unbalanced right) -5.0 19.0 0.0 26 D+0.75S (balanced)+C(left) -4.8 13.5 0.0 27 D+0.75S (balanced)+C(right) -4.8 12.5 0.0 28 D+0.75S(drift to left)+C(left) -7.0 15.0 0.0 29 D+0.75S(drift to left)+C(right) -7.0 14.0 0.0 30 D+0.75S(drift to right)+C(left) -1.8 9.8 0.0 31 D+0.75S(drift to right)+C(right) -1.8 8.8 0.0 32 D+W(5) -4.0 3.0 0.0 33 D+W(6) 2.0 0.0 0.0 34 D+W(7) -4.0 2.0 0.0 35 D+W(8) 2.0 -1.0 0.0 36 D+W(9) 0.0 0.0 0.0 37 D+W(10) -3.0 2.0 0.0 38 D+W(11) 0.0 -1.0 0.0 39 D+W(12) -3.0 1.0 0.0 40 0.6D+W(5) -3.2 1.4 0.0 41 0.6D+W(6) 2.8 -1.6 0.0 42 0.6D+W(7) -3.2 0.4 0.0 43 0.6D+W(8) 2.8 -2.6 0.0 44 0.6D+W(9) 0.8 -1.6 0.0 45 0.6D+W(10) -2.2 0.4 0.0 46 0.6D+W(11) 0.8 -2.6 0.0 47 0.6D+W(12) -2.2 -0.6 0.0 48 D+0.75W(5)+0.75L -5.0 7.8 0.0 49 D+0.75W(6)+0.75L -0.5 5.5 0.0 50 D+0.75W(7)+0.75L -5.0 7.0 0.0 51 D+0.75W(8)+0.75L -0.5 4.8 0.0 52 D+0.75W(9)+0.75L -2.0 5.5 0.0 53 D+0.75W(10)+0.75L -4.3 7.0 0.0 54 D+0.75W(11)+0.75L -2.0 4.8 0.0 55 D+0.75W(12)+0.75L -4.3 6.3 0.0 56 D+0.75W+0.75L+0.75S 57 D+0.7E(right) 1.5 -0.2 0.0 58 D+0.7E(left) -5.5 8.9 0.0 59 0.6D+0.7E(dght) -4.7 7.3 0.0 60 0.6D+0.7E(left) 2.3 -1.8 0.0 61 D+0.7E(right)+L -0.5 5.8 0.0 62 D+0.7E(left)+L -7.5 14.9 0.0 63 D+0.7E(right)+0.75L+0.2S(bal) -1 7.1 0.0 64 D+0.7E(right)+0.75L+0.2S(left) -1.6 7.5 0.0 65 D+0.7E(right)+0.75L+0.2S(right) -0.2 6.1 0.0 66 D+0.7E(left)+0.75L+0.2S(bal) -8 16.2 0.0 67 D+0.7E(left)+0.75L+0.2S(left) -8.6 16.6 0.0 68 D+0.7E(left)+0.75L+US(right) -7.2 15.2 0.0 NUcc3rq BUILDING SYSTEMS GROUP 335 Industrial Parkway Ph: (260) 837.7891 200 Whetstone Road Ph: (803) 568-2100 600 Apache Trail Ph: (972) 52--5407 Waterloo, IN 46793 Fax: (260) 837-7384 Swansea, SC 29160 Fax: (.803) 568-2121 Terrell, TX 75160 Fax: (972) 524-5417 Page R1 of RS Date: 6/16/03 GENERAL INFORMATION FOR COLUMN BASE REACTIONS PRELIMINARY i FOR CONSTRUCTION Job Name: Arrowhead Nucor Job Number: W5K0403A Customer: JAG INDUSTRIES Nucor Engineer: Kevin Beckmann, PE Column base reactions are included in this packet for a building designed by Nucor Building Systems. These reactions result from frame analysis done by a Nucor Engineer for this specific job. They reflect all loading to which the building may be subject, per the appropriate building code and loading information provided to Nucor Building Systems at the date of design. Reaction packets mari<ed "PRELIMINARY" are subject to change and are usually provided at the request of the customer, although the Nucor Engineer believes he is working with undefined, incomplete or assumed information. Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load factors and combinations to be used with either Working Stress or Ultimate Strength design methods. Wind load cases are given for each primary wind direction, and the case which produces the largest reaction at a particular column should be used for design. Sign conventions for computer generated frame reactions are as follows and should be taken in the sense of the frame sketch given on the reactions sheets. GLOBAL X GLOBAL Y GLOBAL Z ( + to right) ( + upward) ( + counter-clockwise) 6V 0. + X + Y + Z T Q,n;-'rnr halt yiiarrater, grade location and prniartlpn Ig rnroViried on the Anchor Bolt Plan, Anchor bolt embedment lengths and types are not provided by Nucor Building Systems. This Information is closely related to the complete foundation design which should be done by a Registered Professional Engineer familiar with the local site conditions and construction practices. -OR BUILDING SYSTEMS Job WoKU4UJA LINES A,B,C,U,E B3': BEChtIN Date: 06-17-05; APRROPiFHEAD File: F O1 e DESIS i SUi.'%IARY - FRAME REACTIONS BY LOAD CASE h _2.00 -00 _.0c 20.00 20.20 I � I I COLO1 COL02 COL03 COL04 X Y Z X Y Z -r (kips) (kios) (kip-ft) Member (kips) (kips) (kip-ft) --------------------------------------------------------------------------------------------------------- C;SE 1 - DEAD LOAD CASE 6 - L'IIND CASE 1 TO LEFT 1 1 5 0 COLO1 2 -3 0 2 0 10 0 COL02 0 -10 0 3 0 6 0 j COL03 0 -7 0 . -1 2 0 1 COLO' 4 -4 0 -------------------------------------------------------------------—------------------------------------ C?SE 2 - COLLATERAL LOAD CASE - FZND CASE 2 - RIGHT -11 0 ]2 0 7 0 COL02 0 -15 0 -_3 0 4 0 COL03 0 -6 0 z -1 2 0 COL04 -2 -2 0 ------------------------------------------------------------------------------------------------------- <. CASE 3 - ROOF LIVE LOAD CASE 6 - WIND CASE 2 TO LEFT = ')1 2 13 0 j COL01 2 -6 0 2 0 25 0 j COL02 0 -15 0 3 0 13 0 COL03 0 -9 0 4 -2 6 0 COL04 4 -5 0 ------------------------------------------------------------------------------------------------------- CASE 4 - SNOW LOAD CASE 9 - LONG. WIND 1 TO BACK "^1 5 32 0 j COLD -1 -8 0 ;2 0 60 0 COL02 0 -11 0 13 0 30 0 j COL03 0 1 0 4 -C 14 0 COL04 2 -4 0 ------------------------------------------------------------------------------------------------------- C S v_ 5 - 'WIND CASE 1 TO RIGHT LOAD CAS: 10 - LONG. WIND 1 TO FRONT i -4 -9 i _ 2 0 -10 0 j COL02 0 -8 0 3 0 -4 0 j COL03 0 -10 0 �4 -2 -1 0 I COL04 -1 -2 0 ------------------------------------------------------------------------------------------------------ JR E'117371NG SYSTEMS Job #: W51,0403A Page: rj- a ='ES B,C,D, Bv: BECKI-Uld,-7 Date: 06-1-7-05 A-RROWFEAD File: FOI FR M-- REACTIONS BY LOAD CASE y X 20.20 COLO! COL02 COL03 x Y z x Y (kips) (kips) 1 Member (kips) (kips) (kip-ft) -------------------------------------------------------------------------------------------------------- 0,_D� C,:= ic S�,IOW 2 LONG. �,,---ND 2 TO B-ICK 7 -i COLO! 6 c -16 0 COL02 0 41 0 C - 0 COL03 0 62 0 -5 0 COL04 -1 9 0 ------------------------------------------------------------------------------------------------------- CASE 2 - LONG. -IND 2 TO FRONT -o.;D cAsE 17 - CRANE 2 ON LEFT )j -i 1 0 COLOI -1 -1 0 -2 C. -13 0 COL02 0 i5 0 D3 0 -12 0 COL03 0 7 0 -3 0 COL04 I -i 0 --------------------------------------------------------------------------------------------------------- CASE 13 - SEISMIC TO RIGHT LOAD CASE 18 - C'q---,,NE 2 ON RIGHT -2 0 COL01 -1 -1 0 —J2 C, 3 0 COL02 0 6 0 53 c -8 0 COL03 0 16 0 -5 7 0 COL04 1 -2 0 - ---------------------------------------------------------------------------------- --------------------- ,n'7) CASE 14 - SEISMIC TO LEFT i LO?0 CASE 19 - CRUTE 2 LAT`EPRAL TO LEFT 3'i 0 COLOI 2 1 0 '2 0 COL02 0 -2 0 -,7 03 0 6 0 COL03 0 3 0 -6 0 COL04 2 -2 0 --------------------------------------------------------------------------------------------------------- CASTE 15 - ALT=',-.---E SNOP,' 1 LOAD CASE 20 - CRAIT-- 2 LATERAL TO RIGHT E 48 0 COLO! -1 -1 1) ,7-D. I L02 0 67 0 COL02 0 2 0 -!-3 0 c -9 0 COL03 0 -3 0 16 0 COL04 -2 2 0 --------------------------------------------------------------------------------------------------------- r NUCOR BUILDING SYSTEMS JOR NAW, ARIiOVVI FAD JOD Ntjmni:1i: W5K0403A Ell!("lrll:f=1; Iil CKPJANN L N-WUDINAL X-BRACING REACTIONS --- (These reactions must be combined with the appropriate longitudinal frame reactions) _ me: ay: VvIsn 6 C-D n 1 SEISMIC 6 CT 16 — ,6 1 1 Horizontal bracing reactions are orthogonal to horizontal frame reactions. L N�iTUDINAL PORTAL FRAME REACTIONS (These reactions must be combined with the appropriate longitudinal Name reactions) Line: Bay: H (KIPS) V (RIPS 1 C-D 4 _ 10 SFISMIC 1 C-D ,6 1 1 " - Horizontal bracing reactions are orthogonal to horizontal frame reactions. 6/17/05 NUCOR BUILDING SYSTEMS JOB NAME-: ARHOWHFAD JOB NUMRFFI: W5K0403A ENGHAEFf i [iECKMANN WALL WIND COLUMN R Line: ------C—of—umn. A 2 5 3 —p g_R 2-F 1-3 A 4 3 -2----f 13— E 3 5 See pgT12-n3 E —3---- R 2-113 v 6/17/05 t r Pemiit Nimilm Lighting and Power Compliance Certificate Checked B\-natc New York State Energy Conservation Construction Code C)Mcheck-EZ SUItwjrc Version 2.5 Release I a Data filename: C::\Program Files\Check\CnMcheck-LZ\Ariowheaif.ech Section 1: Project Information Project Name: Arrowhead Equipment Designer/Contractor: Schoder Rivers Associates Document Author: Richard Stcphcn,Consulling- F.nginct r P.C. Section 2: General information Ruilding Ilse Description hy: Whole Building Type Project I ype: Addition Ruilding Type floor Area Retail Sales, Wholesale Showroom 7500 Section 3: Requirements Checklist Bldg, I Dept. i r,,e ( J i Interior Lighting I I. Total actual walls must be Icss than or equal tO tidal allo,+cd watts I Allowed Watts Acmal Watt, Complies(Y;N) I 14250 10925 i Exterior Lighting ( ] 2. Type(s)of exterior lighting source, _I'luorrscent `Metal flalide Iligh-Pr, Sodium F-xceprtoiis I Specialized signal,directional, and mark.r lighting, lighting highlighting exterior fcatures of historic buildings:advertising signage; ,afery or ceeuriry lighting, low-voltage land,capc lighting. i Controls,Switching,and Wiring ( I 3. Muster switch at entry to hotel/motel guest room. [ ] i 4. IndMdUid dwelling units separately metered. ( ] 5. Minimum of two,witches,dimmer,ur Occupancy sen,ur in each space. i Lrce�rrc,,, Only one funimatre in space; I Sccunty lighting,24 hum lighting; The area is a corridor,storage,testroom, retail sale,area or lobby. [ ] I ti. Aututnutic hghtitt f shutoff control in space,greater than 250 sq.ft in buildings larl cr,h i- 5.000,q,tl. ( ] I 7. PhotocclVaxtronomical time swilch on exterior lights. I Lrceptitim Area,requiring lighting durmz,daylight hours I ) i 8. I andew wired one-lamp and three-lamp ballasted luminaires L•.cc«pti�rr> Llectronic high-frequency ballasted lunimaires not on same switch [ ) 9. Transtunncrs rncct tninimurn efficiencirs listed in I able 805.6 1 or 905 6 2 Section 4: Compliance Statement I he proposed lighting deign represented in This document a Lunsititcnt with the building plans,spccitications and ether calculations submitted with this permit application. The proposed lighting system has been designed to meet the New York State Lnergy Conservation Construction Code requirements in Mkt-heck-F.7, Version Z 5 Release I a and to comply with the mandatory requirements in the RequiTumcnis Checklist. When a Registered ncsi-n professional has stamped and signed this pale,they are attesting that to the hest of his/her knowledge, belief, and professional judgmcnt..Kucfi flan or specific ions arc in compliance with this Code. 2 i ci�it r, S rr lL�s:y,S'4 7./,ZlC�- Principal Lighting Derigoer-Name Signature pate Y Lighting Application Worksheet New York State Energy Conservation Construction Code COMcheck-F,7 Software Version 2.5 Release la Section 1: Allowed Lighting Power Calculation A R C D n>ta1 Floor Allowed Allowed Area Watts Wdits Building type (ft2) (watt,,/ft?2_L x (I Retail Sales, Wlwlrsalc Showroom 7500 1.9 14250 Total Allowed Watts 14250 Section 2: Actual Lighting Power Calculation A R C [) L 1 Fixture Fixture Description? Lamps/ # of Fixturc ID Lamp Description/Wattage Per Lamp/ RnIhct I Odurc Fixtures Wan. j U x L FA 2x4 I.ay-ln /48" 18 32W/Llectro(iic: 3 )4 100 1400 Fla 2x2 Lav-!n/24"TX 17W; F Icctronic 2 15 40 n00 l C Wall Moonlcd Twin Tube 24/26/27W ' Llectronic 2 4 60 -140 FD Rece«ed/goad 2-pin 26W/ Llecironic 1 2 30 00 FF Strip I ixture /Other/Magnetic 2 10 240 2400 i t i x4 InJu,trial/48"T8 32W/Flectrnnic 2 3 75 125 H Low Bar / Metal Halide 40OW/Magnetic I 11 400 4400 H I Lnw hay with C)11a117/Metal halide 4UUW %!UVIICIIc 1 4 400 1 b0U H2 Wail Mnowed sec /Metal Halide IUUW Elccironic 1 0 IUD 0 I S;ile Pole 1JAIIt/Iligh-PNSJUN SOJitim 150W j Flcctronic 1 U 150 Q Total Actual Watts= 10925 Section 3: Compliance Calculation Il the Tutu/Allowed It ally minus the Tula(Actual Wairk is greater than or equal to Tern, the buildln.>complies. Iotal Allowed Watts 11250 Iota[Actual Whits 10925 Project Compliance 3325 l.ightingCompliance: UNKNOWN (Insuilic.icnt Data) Permit Nunihcr Mechanical Compliance Certificate Checkcd Rv/Date New York State Energy Conservation Construction Code CUMcheck-L•L Sollwarc Version 2.5 Release la Data filename:C-:NProgram Files\Check\CUMcheck-EZ\Arrytwhead cck Section 1: Project information Project Name: Arrowhead Equipment Designer/Contrictor: Schudcr Rivers Assoctate5 Document Authur: Richard Stephens CortsultitIg Eng,necr P.C. Section 2: C encral Information Building Location (firr weather data): Wdrrc•n,Ncw York Climate Zone: 15 Heating Degree Div,,(base 65 degrees F). 7635 Cooling Degree Days(base 65 degrees F) 366 Project type: Addition Section 3: Mechanical Systems List t(uanti System],2c & Description I Oflicc Arca Heating Central Furnace,Gas Cuuling Split System, Capacity 65 Witt h. Air-Coulcd Condenser!Single Lone Service Flay. Heating,: Other, Hot Water,'Multiple-/_one Make-Up A it I leating: Central Furnace. Gas'Single Zone Section 4: Requirements Checklist Wdb. D,pt. Usc 1 Requirements Specific Fo: Office Area ( J 1 I. Ncwlv purt.hax•d heating cqutpment mccts the hcatintt cl7icicncy requirements [ ) 2. Fquipment minimum efficiency. Split System: 10.0 SLLR I Requirements Specific To: Service Ray [ I I 1. Minitnunt one temperature control device per Lonc ( J I 2. Systems scrvtng more than one Lune must be VAV systems ( ] I 3. Controls c•apahle of'resetting supply sir temp( ,AT)by 2.50/1.of SAT-room temp difft pence I Requirements Specific To: Make-Up Air ( ] 1. Newly purchased heating;equipment meets the heating efficiency requirements C:eneric Requirement%: Must he met by all systems to which the requirement is applicable f ] I. Load uttculatiotts Per 1997 ASI IRAF. Fundimentalc I I 2. Plant equipment and system capacity no„renter than needed to meet loads -Lxccptwn: Standby equipment att ton tattcally off when printaty system is operatin:. - Fxecpuow Multiple units cuntrulled to�.equcncc uperatiun ab a function of luad [ ] 3. Minimum one tcmperaturc control device per system ( 4. Minimum one humidity coaled devicc per installed humidification/dehumiditicatioii sy"tettl ( J 5. Thermostatic controls has 5 deg. F dcadhand - Lxceptiow Thermostats requiring manual chattgeuvcr between heating and cuuline ( ] 6. Atnutrtauc Cuntrols: Setback to 55 deg. 1 (heal)and 85 deg. F(cool), 7-day cluck. j 2-huur uccupant override, 1 0-hour backup j -F.xceptinn: Continuously operating Tones Exception:2 kW demand or less, submit calculations ( J 7. Automatic Shut-off dampers on exhaust systems and Supply systems With airflow '-3,00f1 cfht ( J 8. Outside-air source for ventilation,system capable of reducing OSA to required mioimmin [ ] 9. R-5 supply and return air duct insulation in unconditioned spaces R-8 supply and rctum air duct insulatinn outside the building R-8 insulation between ducts and the building exterior when ducts are pan of a building assembly Lxceptiuu: Duch IUCaled within equipment j Lxcvplion: Ducts with interior and exterior temperature difference not exceeding 15 clef;. F. ( [ i 10 Ducts scaled - longitudinal seatns oii rigid ducts. 1ran,vcrSe scams on all ducts: I UL 181 A or 18113 tapes lend mistic% ( ) 1 1. Mechanical fasteners and sealants used to connect ducts and air distribution equipment ( J 12. Hot water pipe insulation: I in for pipes • .. 1.5 in and 2 in. fur pipes 1.5 in Chilled water/refrigerant/brine pipe insulation: I in for pipes =1.5 in. and 1 5 in tier pipes -1.5 in, Steam pipe insulation. 1.5 in. for pipes =1.5 in. and 3 in. for pipes 1.5 in. i Exccptiutc Piping within l iVAC equipment i Fxception. Fluid temperatures between 55 and 105 deL F Fxception: I hiid not heated or cooled lxceptiow Runouts 4 11 in length [ ) j 13. Opcialiun and maintenance manual provided io building owner ( i 14 Balancing devices provided in accordance willi 603 15 ul Mechanical Code for New York 5taic I 15 Stair and elevator-haft vents are equipped with motorized dampers Section 5: Compliance Statement I he proposed mechanical design represented in this document is consistent with the building plans, specifications and other calculation; suhriimed with this permit IppGcaliun. "Ihc proposed mechanical sysieins h,rve Been designed to meet the New Ynik ',iite I nergy Coil5erV,1Uon C011,lraltion Code requirements in C W-1141c A-r/V,rsiun 2 5 Release la and to dimply with the iltandatory requirements in the Requirements l hecklisi. f he design professional shall provide to the code enforcement official a written certification that the re.luircd I IVA(' tests,system balancing, cic., have been performed and the systeill is uperMing as designed. The dc,ign professional shall retain'opies of the test repoias to be provided to the code cnlorccmcnt official, if requested, When a Registered Design Professiotlal has slatnpcd and signed this page, they we attesting.that to the best ol'his./hcr know lcdgc, heliet, Ind professional judEmcnl, such plans or specit- 'lee in compliance with this Cock. Principal Mechanical Designer-Name 1 Signature Datc r4U = C3Fq BUILDING SYSTEMS GROUP 305 Industrial Parkway Ph: (200)837-7891 200 Whetstone Road Ph: (803) 568-2100 600 Apache Trail Ph: (972)524-5407 Waterloo, IN 46793 Fax: (260) 837-7384 Swansea, SC 29160 Fax: (803) 568-2121 Terrell,TX 75160 Fax: (972)524-5417 Design Calculations Project Name: Arrowhead Project Number: WSK0403A Location: QUEENSBURY (WARREN), NY Customer Name: JAG INDUSTRIES Drwgs Sealed By: Kevin Beckmann, PE A/B Engineer: KRB Date: Design Engineer: KRB Date: Check Engineer: Date: Revisions --> By: Date: By: Date: Contents Description Pages General Building Information................................................ t BuildingLoads.......................................... ................... z Crane Data Sheet............................. ��'�E TE�1!.�„ ........... 3 Mezzanine Data Sheet................. ..........e�� �� ....... PL4 Anchor Bolt Design..................... ... ... .. .....�, ... ...... y Roof Framing System................ .�. Y..... . .....Z ....... 5-g Primary Framing System......... 9-io Sidewall Framing System............ Endwall Framing System.................. Crane Support System....................................... . i Mezzanine Framing System................................ ... ............. ti 1,4 Fascia Framing System............................................................ N/9 Other: Q� Jr7- ....................................... ! Other: ....................................... Other: .....................I................. --- Other: ...................I................... Column Base Reactions......................................................... Appendix (Not For Detailing)................................................ w NUCOR BUILDING SYSTEMS W5K0403A PAGE: 1 of: Design Calculations Bldg. 1 BY: KRB Date: 6/16/05 Arrowhead CHK: Date: General Building Information Dimensions Width: 110.0000 ft. Roof Configuration: Gable Length: 84.0000 ft. Distance to Ridge: 55.0000 ft. Eave Height --> Left: 20.0000 ft. Right: 20.0000 ft. Mean Roof Ht.: 20.0000 ft. Roof Slope --> Left: 1.00:12 Right: 1.00:12 Bay Spacing (Left to Right): 19.0000 ft., 2@18.0000 ft., 29.0000 ft. Frames Left Endwall Half Load Straight Columns Required: No Line: A Type: RMG Modules: 50.0000 ft., 40.3333 ft., 19.6667 ft. Wind Column Spacing: Varies Interior Straight Columns Required: No Line(s): B,C,D Type: RMG Modules: 50.0000 ft., 40.3333 ft., 19.6667 ft. Line(s): Type: None Modules: Line(s): Type: None Modules: Line(s): Type: None Modules: Right Endwall Half Load Straight Columns Required: No Line(s): E Type: RMG Modules: 50.0000 ft., 40.3333 ft., 19.6667 ft. Wind Column Spacing: Varies Wall Framing & Panel Roof Framing & Panel BSW Gridline: 1 No Girts - Special L Offset Framing: Purlins - 10" Depth FSW Gridline: 6 By-Pass Girts - 8" Offset LEW Gridline: A By-Pass Girts - 8" Offset Panel: Standing Seam (CFR) REW Gridline: E By-Pass Girts - 8" Offset Tall, Fixed Clips w/ T-Blocks General Wall Panel: Accent - 26 ga Seam Opt: Special - See Roof Plan Wall Bracing BSW Gridline: 1 Rod FSW Gridline: 6 Rod LEW Gridline: A Rigid Frame REW Gridline: E Rigid Frame Building-Specific Loading Information Roof Dead Load (psf): 3.0 Enclosure Condition: Enclosed Collateral->Primary(psf): 5.0 Internal Pressure Coeff, GCpi: +/- 0.18 Secondary(psf): 5.0 Longitudinal Seismic -----> R: 3.0 Surface: Slippery (CFR/RPB) Cs: 0.118 Thrm Fact, Ct: 1.0 Base Shear, V (kips): 30.0 Slope Factor, Cs: 1.00 Override for Base Shear (kips): 30.0 Roof Snow Load, Ps (psf): 49.00 Override for Roof Snow(psf): NUCOR BUILDING SYSTEMS W51<0403A PAGE: 2 OF: Design Calculations BY: KRB DATE: 6/16/05 CHK: DATE: Arrowhead REV: DATE: BUILDING LOADS Bldg. End Use....................................................4F - Commercial garages and service stations DesignCode............................................................................................... NYSBC 2002 MBMA Occupancy Category.......................................................................... II-96 Roof Dead Load........................................................................................... See Bldg Info [Primary Structural not included.] Collateral Load....................................................................... • Primary........ See Bldg Info • Secondary.... See Bldg Info RoofLive Load............................................................................................ 20.00 O Reducible as per Code. 0 Not Reducible Roof Snow Load........................................................................................... See Bldg Info Exp. Factor, Ce: 1.00 Ground Snow: 70.00 Thermal Factor, Ct; See Bldg Info Snow Importance Factor, Is: 1.00 Slope Factor, Cs: See Bldg Info WindVelocity............................................................................................... 90 mph Within Hurricane Coastline Reaion Exposure: B Yes C No Wind Importance Factor, Iw: 1.00 Is a UL 90 Warrantv Reauired? u Yes C No Seismic Zone....................................................................................... Ss:0.350, S1:0.101 Analysis Procedure: Equivalent Lateral Force Method Design Sds / Sd1: 0.355 / 0.161 Basic SFRS: Not Detailed for Seismic Seismic Use Group: I Site Class: D Seis. Design Category: C Design Base Shear: See Bldg Info Mezzanine............ • Dead Load........................................................................ N/A • Collateral Load.................................................................. N/A • Live Load.......................................................................... N/A Nucor building causes snow drift loading on existing building. ❑Nucor building loaded by existing structure. ❑Nucor building loads the existing structure. ❑Nucor building is designed for future expansion loading. i Special notes to be placed on Erection Drawing Cover Sheet: -->This Nucor Building System design is based on uniformly applying the contract-specified live load and roof snow load. In addition, the design is based on applying a code-defined live load (including applicable reductions) and roof snow load for all partial loading and unbalanced snow load conditions. L PAGE OF NUCOR BUILDING SYSTEMS 0_i_XoyG34 BY DATE DESIGN CALCULATIONS UNDERHUNG OR MONORAIL CRANE CHK DATE DESIGN INFORMATION FORM REV DATE 26ainrorm�oFo � Ewa i O O O p A *B A Detail of End Truck * For Multiple Cranes Only a Y�E Ili D FlELD—WEMED I I II III/WEB STIFFENER l � �j�T j Ill EACH SIDE o Its � �-- --J 1 B 11 I °i�'�� BRACING U �p LUAII�AHN II F D �`�?�= B"sr °� BOREAM°BYE c_� —�L OTHERS L NOT BY NUCOR ❑ BY NUCOR C G STANDARD CONNECTION OFRIONAL CONNECTION MATERIALS PROVIDED BY �� NUCOR BUILDING SYSTEMS !R UNDERHUNG CRANE [,STD. CONN. (Design For Crane Loads Only) ❑ MONORAIL CRANE ❑OPTIONAL ATTACHMENT CONNECTION Crane I.D. (A, B, C...)_14-- Information Provided/Confirmed By Customer Information Provided/Confirmed By Customer F Information Assumed By N.B.S. Information Assumed By N.B.S. ❑ No. of Wheels Per End Truck: Z ❑ Quantity of Cranes: Adjacent Crane I.D. NQ ❑ Crane Type: (UHDG/UHSG) 09.<6 A L3 ❑ Wheel Spacing: ���•, ft.—in. U ❑ Rated Capacity: 5 tons J Center to Center of Ad'. El CMAA Service Duty Class: T B 2 ❑ Crane Wheels: AJ14 ft.—in. � �{ Min. Clear Distance From El Operation Control Type: N '` C u ❑ Bottom of Beam to Fin. Flr. TBL) ft.—in. d ❑ Length of Runway: Y d ft. D[ ❑ Min. Side Clear Distance Q ft.—in. From Center of Beam: 0 ❑ Crane End Stop Force: lbs. E ❑ Min. Clear From Bottom of Bracket To Fin. Flr. ft.—in. L_J,� ❑ Hoist and Trolley Weight: 2�d©D lbs. F❑ ❑ Center To Center of Beam: 36 y« ft.—in. LJ ❑ Bridge5 d40 Center of Beam To Weight: lbs. G ❑ Steel Line: ft.—in. E ❑ Max. Wheel Load w/o Impact: ?,250 lbs. ❑ ❑ Runway Beam Weight: 70101,F Ibs/ft SPECIAL NOTES: t - sE£ P6 cl?,#Aje kauLj4-y AFW."s MAY VrR7-zs44_ Lost !6 ?� z�u�AEf SM�6LI- Z D OFf COL 2 JLe l a�fPel " /.2 /'7.Zi✓. CL�gIE Un�t1LF=�C .�,CS',.fsf - /1? ��tE DDAC1020 DATE: 3/23/2005 PAGE: 3 ARROWHEAD BECKMAI`BN W 5 K0403 A 6/16/05 Anchor Bolt Plan A B C D E 0 0 0 0 0 0 0 0 T N j N i l i I O O A O O 17.33 '1.5 I O 7.50 { I C 8.83 2.5 _ 3_ i � 3 16.33 I 500 __. 1 i 1 13.83 j i 3 � I 4 .._... _ { _. ............._...... ............ - f 3 j 3 ! 1 i 21.50 i 1 ! 3 5 I_HOO i i 19.67 =O $O D i0 OI (1 "x_"x /Py "Bpl.(y - 1 "o A307 Bolts © Q"x_"x IL"Bpl.; -�"p A307 Bolts x_"x Bpl.�- "o A307 Bolts "x_"x "Bpl.;& "o A307 Bolts E n_ L ss ,.l � >�> � 0 ASE Bolts �' x 'x ��' Bpl.;� - m A307 Bolts CCu F.Q .z� �;��. �i7'sa rt'� ARROWHEAD ZED ✓£ x7r.'s / t BECKM4NN W51<0403A ^, J>. �d ` 6/16/05 Roof Plan A B C D E 0 0 o ,Aaco re N A-E --• k '14G G g A Giza•'T 1 — 1 @2.11 17.33 F 1.5 _...._. ............ .................. .... 7.50 23 @ 2.25 8.83 i 2.5 - 16.33 - i 3 . 5.00 — R _ ___...___._..__...--_-.___ _ .......... 13.83 i 71 4 _... _---........... -------- __ ---....._..- t i 21.50 23 @ 2.25 5 ........ ........_ _ ............... { 19.67 __ _1 @ 2.11 Use 10Z071 w/21.75"laps for typ.roof pur§n,U N O. _ Use_5/8"dia,rod for typ._roof x-bracing,U.N.O. _ Use 10E086 for typ.,eavestrut _ _ Denotes 3/4"_dia rod required. Seep for pur in bracing details. __ _ G -Denotes 1 _.dia, rod w/_back-up plates required. See pg_X_for roof seamierrequirements____ _._-_ _______ _-__,__ ®=Denotes P6.134pipe-strut required.___.__ Lll PAGE OF NUCOR BUILDING SYSTEMS BY a�1 DATE - DESIGN CALCULATIONS CHK DATE REV DATE C F.Box Beam of Low Eeve Exfenabn BOX BEAM REQUIREMENTS LOW EAVE DGENSION ER(LOW EAVE AT EAVE EXTENSION EI STANDARD 2—BOLT CONNECTION PREFERRED 6' MAX EAVE EXT BEAM (IF POSSIBLE) }—2' 22. EAVE EXT BEAM ENDPL z W DEPTH: /z cEE OR 's' HEIGHT: /o ` --------- --------- MATERIAL: o.lD S" MATERIAL SIZES MAY ALSO BE SHOWN ON THE ROOF FRAMING PLAN STD. 4'WIDE 141.LOC. PURUN IF RAKE EXTENSION REQUIRED 2 1 2' I 2 1 2' i 114' 114' EAVE EXTENSION BEAM GENERAL NOTES & SPECIAL CONSIDERATIONS 1) BOX BEAM HEIGHT MUST MATCH THE PURUN DEPTH. MEMBER VARIES i EAVE MBIBER 2) IF 8' 'S' SECTIONS ARE USED, THE EAVE BEAM MUST TERMINATE AT i THE CENTERUNE OF THE FRAME, AS SHOWN BELOW. i ____ 3) IF 12' 'S' SECTIONS (SPACED 8'APART) ARE USED, THE EAVE BEAM j i ____ __ MUST TERMINATE AT THE CENTERUNE OF THE FRAME, AS SHOWN BELOW. i 4) ALL STANDARD EAVE k RAKE EXTENSION CONNECTIONS APPLY U.N.O. j 8S AND 12S (SPACED 8'APART) S i IS NOT E AMM E B�\ 1 � O NE�ONSD i THE T TH FOR BOLT ACCESS --J BOX BEAM i (BOLTS/I�lf�S25 BOX` STANDARD CONNECTION ALTERNATE CONNECTION (AT ALL SHAPES EXCEPT 8S AND 12S (SPACED 8' APART) AT 8S AND 12S (SPACED 8' APART) 42' MAX 42' STD. 2'WIDE TIE-PLATE AT MID-LENGTH SEE CONN ABOVE (TYPICN.) AND AT 42' D.C. FROM MID-LENGTH t-1 h� r INT FRAME COL ° STANDARD CLIP SPACING OR RAFt>R SEE DETAILS ABOVE FOR DIMENSIONAL INFO BEYOND DDSF1102 DATE: 5/19/2005 PAGE: 14 i PAGE 7 OF NUCOR BUILDING SYSTEMS 1-i BY Y98 DATE DESIGN CALCULATIONS CHK DATE REV DATE BASE-TESTED PURLIN BRACING SYSTEM BLESS THAN 2: 12 Purlin Brace "X" at Every Other Space. Purlin Braces are Fastened together with (1) Tek Screw at Intersection. NOTE: (1) H1020 fastener is always required at each end of each Purlin Brace Rafter Purlin Purlin Brace=:A Purlin Lap 0.38 x Length 0.24 x Length 0.38 x Length Length BASE-TESTED PURLIN BRACING SYSTEM o GREATER THAN OR EQUAL TO 2: 12 Purlin Brace "X" at Every Other Space. Purlin Braces are Fastened together with (1) Tek Screw at Intersection. Purlin Bracing Sag Angle. This Angle is Only Required at Roof Slopes Greater than or Equal 2:12 NOTE: (1) H1020 fastener is always required at each end of each Purlin Brace Rafter Purlin Purlin Brace Purlin Lap 0.38 x Length 0.24 x Length 0.38 x Length Length DDSF1090 DATE: 5/19/2005 PAGE: 3 Proj. No.: W51(0403A Proj. Name: ARROWHEAD BUILDING SYSTEMS-WATERLOO Engineer: BECKMANN A Division of Nucor Corporation Date: 6/16/05 CFR Seaming Sheet Edge Zone 2 Corner Zone (Typ.) Edge Zone 1 c� Field a a ca Edge Zone 2 Edge Zone 1 Zone Seaming Option Area (so Sub-Purlins Field: 'Roll Lock" 6,392 sgft Not Required Each Edge Zone 1: "Roll Lock" 544 sgft Not Required Each Edge Zone 2: "Roll Lock" 752 sgft Not Required Each Corner Zone: "Power Lock" 64 sgft Not Required Building Width,W: 110.00 ft Building Length, L: 84.00 ft Width of Edge Strip, a: 8.00 ft -The seam profile and the sub purlin details must extend to the next purlin beyond the edge/corner zones shown on the sketch above. -The Power Lock seam profile can be made with either one pass of the electric seamer or with the use of the hand crimper. -The Power Lock Plus seam profile is made with two passes with the electric seamer. - Please note that if the electric seaming option is required or chosen, the cost of the seamer rental is not included in the contract price. Web Depth 6 26.00 71 26.00 1 CT 8 26.00 91 26.00 (0 26.00 " Length on Slope 97.66 276.00 191.79 60.21 Left/Top Flange F8.31 F8.50 F8.50 F8.50 Web W250 W200 W250 W225 Right/Bottom Flange F8.31 F8.50 F8.50 F8.50 Horizontal Tail Dim. 34.0725 55.0000 Purlin Offset: 10.0 RAF01 RAF02 Projected Area: 352 2 T 1 1 22 212.00 1 1 2 60 1.00 F 1 1191 2 2 � r(U3 W200 5 15.25 926.001 COL02 COL01 - -v� 21.07 � '� 206.92 17.19 253.88 -OL 14 F8.31 F 10.38 ✓ W200 W200 F8.50 F10.38 1 12.00 141 15.25 50.00 5.00 Left Eave Height: 20.00 Left Girt Offset: 10.5 Frame Wt: 7855 Max Wind dx: H/473 Max Crane dx: H/646 Max dx: H/110 Max dy: L/220 Total Width: 110.00 Location Code 1 P 2 3 4 P 5 P 6 M 7 8 M 9 10 M Left Plate - 40.375 8x0.312 8x0.500 - 8x0.750 - 8x0.750 Right Plate 8x0.375 10x0.500 - 8x0.500 8x0.750 - 8x0.750 Bolt Quantity-Diameter 4-1.000 - - 4-0.750 4-0.625-S 8-0.750-S - 8-1.000-S - 8-1.000-S Pf/Pb - - - - 1.250/3.000 - 1.438/3.375 - 1.500/3.625 Top Welds UR FWS3/FWS3 W1-STD FWS3/FWS3 - FWD4/FWD - FWD4/FWD4 - FWD.4/FWD4 Bottom Welds UR - W3-FWR3 - - FWD4/FWD - FWD4/FWD - FWD4/FWD4 Web Welds UR FWS3 W4-FWR3 FWS3 - WP14/WP1 - WP14/WP1 - WP14/WP14 Connection Code BHFCNA BHFCNA CHFCNA KVEUEU - SPEUEU - SVEUEU Job Number: W5K0403AFIle: F01 Title: LINES A,B,C,D,E Designer: BECKMANN Print Date: 6/21/05 Page: Web Depth 10 26.00 1 161 26.00 CT 17 26.00 18 26.00 CT 19 26.00 ' Length on Slope 144.00 108.00 173.47 202.70 Left/Top Flange F8.31 F8.31 F8.31 F8.31 Web W225 W200 W250 W225 Right/Bottom Flange F8.38 F8.31 F8.31 F8.31 Horizontal Tail Dim. 75.9275 Purlin Offset: 10.0 RAF03 RAF04 2 1 1 1 2 2 1 1 12.00 � 1 2 2 1 11.00 173 1 2 2 202 15 W225 12 15.25 14 26.00 r" ° ) ;1 COL03 2 PG k,� ;.._/ COL04 ta pGt 18.58 223.54 17.17 206.71 F8.38 F8.31 f _ W200 W 150 F8.38 F8.25 11 15.25 13 12.00 35.33 �, 19.67 Right Eave Height:20.00 Right Girt Offset: 8.0 Frame Wt: 7855 Max Wind dx: H/473 Max Crane dx: H/646 Max dx: H/110 Max dy: U220 Total Width: 110.00 Location Code 10 M 11 P 12 P 13 P 14 15 16 17 M 18 19 M Left Plate 8x0.750 - - - 40.375 8x0.312 - 8x0.625 - 8x0.500 Right Plate 8x0.750 8x0.375 - 8x0.375 - - - 8x0.625 - 8x0.500 Bolt Quantity-Diameter 8-1.000-S 4-0.750 4-0.625-S 4-1.000 - - - 8-1.000-S - 8-0.750-S Pf/Pb 1.500/3.625 - - - - 1.438/3.250 - 1.250/3.000 Top Welds UR FWD4/FWD4FWS3/FWS FWS3/FWS3 - W1-STD - FWD4/FWD - FWD4/FWD4 Bottom Welds UR FWD4/FWD4 - W3-FWR3 - FWD4/FWD - FWD4/FWD4 G Web Welds UR WP14/WP14 FWS3 FWS3 - W4-FWR3 - WP14/WP14 - WP14/WP14 Connection Code SVEUEU BHFCNA CHFCNA BHFCNA - - SPEUEU - KVEUEU Job Number: W5K0403AFile: F01 Title: LINES A,B,C,D,E Designer: BECKMANN Print Date: 6/21/05 Page: ARROWHEAD BECKMANN W5K0403A 6/16/05 Sidewall Elevations- Bldg. A Front Sidewall 20.00 - 18.00 7.50 2.67 8" BL- 10.00 ipporting 19.00 18.00 18.00 29.00 A g C D E Use_08Z060 w/15.00"_laps for typ,,SW girt,,U.N.O. Use 1' dia.,-rod w/clevis connection for_typ SW x bracing: Back Sidewall 20.00._..-_ . . . . . . . . . . . . . . . . . . . . . . . . ZLSelf-S...upportL-Self-Support' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . .. . . . . 84. 29.00 18.00 } 18.00 19.00 E D C B A ��__,'; N Web Depth 7 17.25 8 17.25 Length on Slope 169.00 Left/Top Flange F10.38 Web W 175 Right/Bottom Flange © F10.38 Horizontal Tail Dim. Purlin Offset: 15.0 I 12.00 RAF01 Projected Area: 77 0.021 2 LF 3 W250 W250 2 17.25 5 17.25 COL01 COL02 i 17.25 17.25 207.75 207.75 F 10.38 F 10.38 W175 W175 F 10.38 F10.38 Ill 17.251 141 17.25 Left t: 20.00 Left Girt Offset: 6.2 18.00 Right Eave Height: 20.00 Right Girt Offset: 6.2 Frame Wt: 2131 Max Wind dx: H/213 Max dx: H/107 Max dy: U5730 Total Width: 18.00 Location Code 1 P 2 3 4 P 5 6 7 M 8 M Left Plate - 5x0.500 10x0.375 - 5x0.500 10x0.375 10x0.625 10x0.625 Right Plate 10x0.375 - - 10x0.375 - 10x0.625 10x0.625 Bolt Quantity-Diameter 4-1.000 - - 4-1.000 - 8-1.000-S 8-1.000-S Pf/Pb - - - - - 1.438/3.3751.438/3.375 Top Welds UR FWS3/FWS3 - Wi-STD FWS3/FWS3 - Wi-STD FWD4/FWD FWD4/FWD4 Bottom Welds UR - W3-FWD4 - - W3-FWD4 FWD4/FWD FWD4/FWD Web Welds UR FWS3 - W4-FWB3 FWS3 - W4-FWB3 WP14/WP13WP13/WP1 Connection Code BHFCNA - BHFCNA - - KVEUEU KVEUEU Job Number: W5K0403AFile: F02 Title: PORTAL FRAME Designer: BECKMANN Print Date: 6/17/05 Page: ARROWHEAD BECKMAfNN W51<0403A 6/16/05 Endwall Elevations - Bldg. A Left Endwall 24.58- 20.00 Soros' 18.00 I I I I I I I I I I I I 12.00 I i I 1 9.00 I I 1 I I I 7.50 8.00 i i 12.00 i i 12.00 I 4 x I I x I 1 x I __.. 2.67 - . 8 BL 10.00rtppong A _... 24.83 25.17 18.83 21.50 i 19.67 1 ✓� ��\-2 3 4 5 6 U6J /"j 2 f s f Use 08Z060 w_/15.00"laps for typ,_EW girt,_-U.N.O. f>s _ OBcins la�ee _Ta.,�3s F,z 12 Right Endwall 24.58 ..... ��L. } L✓« c i<f� 20.00 -- S�iv � 8v� iQ �5 .os I I I I I I 1 I I 1 I ..............18.0O I I I I I I 1 I I I I I I I I I I I I I I 1 I I I I 1 I I I I I I I I I I I 1 I I I I I 1 1 I 12.00 I I I I 1 I I 1 I I I 1 I I I I I I I I I I I I 1 I 1 I i I i I I I I I 7.50 I I I I I I I 1 I I 12.00 1 1 12.00 I I 12.00 I 1 12.00 1 I 12.00 I I 12.00 1 I x I I x I I x 1 I x I I x I I x I 1 I 1 I I I I I I I 1 I I 14.00 I I 14.00 I I 14.00 I I 14.00 1 14.00 I I 14.00 1 I I 1 I I 1 I I I I I I E __-_ 1.............. .-......-. -I_...... ......... 1 ...-.............................................. A .......__... ._._.J...... ............. -.......I ............. ............. .._. I _....1 19.67 21.50 18.83 E 16.33 16.33 17.33 0.00 6 5 4 3 2.5 1.5 1 __Use 08Zo60 W/15.00"laps f_or-typ.EWW girt_U.N.O_______ PAGE OF NUCOR BUILDING SYSTEMS W9-rbya33/ BY 721' DATE 6 zokr DESIGN CALCULATIONS RIGID FRAME ENDWALL CHK DATE BUILT-UP COLUMNS REV DATE Safp'By-Push -Up Col .He Load COMrtion 8" OR 10" BY-PASS BUILT-UP COLUMN HEAVY LOAD CONDITION CSR © BUILT—UP OR HOT—ROLLED STUB []BUILT—UP OPTION .R. OPTION FLANGES=--x_— W8x24 (std) WEB=___ CAPPL & BASPL = 6.00 x .25 STFWB = 3.00 x .25 + 1/4" THICK GIRT SIZE: o II SIMPLE SPAN GIRT SIZE FOR 0 o o — USE BY DETAILING IF REQUIRED o z0 m a N m� BUILT—UP COLUMN (SEE CHART) COLUMN STUB TO COLUMN BOLTS ARE — 3/4" x 2 3/4" A325 BOLTS/NUTS Q (2)— 3/4" x 2 3/4" A325 BOLTS/NUTS CHANGE WEB THICKNESS IN CONNECTION AREA TO .2no" THICK x "BEARING DIM" + 2" LONG Refer to EXP_STUB in the Production Assembly Manual for all welding information for this connection. ENDWALL COLUMNS DESIGN MK. BASE PLATE ANCHOR BOLTS COLUMN 0. FLG I. FLG WEB Tk W x Tk x L A307 DEPTH W x Tk W x Tk uQ x �v x ( 4 )— 3%( DIA. lL`ro7-4 v° x * ' 6 x x x ( 4 )— "DIA. x x O x x ( 4 )— "DIA. x x x x ( 4 )— "DIAe X x O x x ( 4 )— "DIA. x x FLANGE BRACE REQUIREMENTS: REQ'D AT ALL BYPASS GIRT LOCATIONS (ONE SIDE ONLY) DDPF1070 DATE: 11/3/2004 PAGE: 8 PAGE I5 OF NUCOR BUILDING SYSTEMS tj swofpv BY 110— DATE DESIGN CALCULATIONS CHK DATE REV DATE SWM1W Convection anvil UH MR CRANE STANDARD CONNECTION I W p� I _ D 3 *" V 2 ® D/3 STIFFENER BY NBS ` "'x 38` NS/FS (3" x 1/4" MINIMUM) * o II 3/16" FILLET 6" II EACH SIDE OF STIFFENER �14 � I 0 Note: • NBS is providing for crane capacity only. Additional reinforcement on rigid frames due to crane loads is not by NBS. See detail shown above for web reinforcement information at crane attachment locations. • All welding must be performed by AWS Certified welders who are qualified for the welding processes and positions indicated. All work must be completed and inspected in accordance with the applicable AWS Specifications. Weld electrodes used for the SMAW (or stick)weld process must be 70 ksi material and low hydrogen content. DDAC1030 DATE: 3/23/2005 PAGE: 5 • PAGE OF NUCOR BUILDING SYSTEMS w51(QyajA BY DATE , 'a DESIGN CALCULATIONS CHK DATE REV DATE E—ENerwons Low-Eero Erterrsiav RF br Weer>non-Ail C'rt Cordilions EAVE EXTENSION DESIGN (RIGID FRAME W/ KNEE DEPTH > 16") ALL GIRT CONDITIONS EAVE STRUT SHOWN. REV. ZEE MAY BE REQUIRED IN LIEU OF EAVE STRUT. (4)— 1/2" DIA. A325 > 16" EXTBM 12" ENDPL ENDCH EXTSTF BOTH EQ. FWS4 SIDES ENDPL " FWS4 4 (4) 1/2-0 EQ. A325 BOLTS _ ____ 1 1 g 1 GAGE = 3" — > >'g I STD ' I + � — — — Err I EXTSTF STD. WELD SLOT OKAY 16" PIPE STRUT AND STD. EXTENDED CAP WITH ;>_ 20" PLATE & STIFFENER WEB DEPTH ® BYPASS GIRT • INSET GIRT SHOWN, FLUSH GIRT SIMILAR. AT BYPASS GIRT USE STD. CAP PLATE W/ EAVE STIFFENER. REQUIRED AT FRAME LINES: Lug EXTBM= ❑ W8 X 24 2 W10 X 22 NOTES : ENDPL= 5 X .25 X DEPTH 1) COLUMN CAP PLATEMIN. SIZE= 5-. X 3/8" EXTSTF= 2" X .25 X 6" (NS/FS) 2) IF FRAME DESIGN CALLS FOR CAP CONNECTION BOLTS= (6) 55/8" 0 A325 PLATE < 3/8" THICK, INCREASE TO 3/8" ❑ AT 2 1/4" GA. THICK & CHANGE CAP PLATE TO ❑ AT 3" GA. CONNECTION PLATE WELD TO FWD5. 3) SEE PDO61 FOR COLUMN CAP ENDCH= _ Qar F�a.H __ ASSEMBLY INFORMATION AND WELDS. DDAC4010 DATE: 5/10/2005 PAGE: 2 r� ucor-� BUILDING SYSTEMS GROUP 305 Industrial Parkway Ph: (260)837-7891 1 200 Whetstone Road Ph: (803) 568-2100 600 Apache Trail Ph: (972) 524-5407 Waterloo, IN 46793 Fax: (260) 837-7384 Swansea, SC 29160 Fax: (803) 568-2121 I Terrell,TX 75160 Fax: (972) 524-5417 Page R1 of �— Date: 6/16/05 GENERAL INFORMATION FOR COLUMN BASE REACTIONS PRELIMINARY OO FOR CONSTRUCTION Job Name: Arrowhead Nucor Job Number: W511<0403A Customer: JAG INDUSTRIES Nucor Engineer: Kevin Beckmann, PE Column base reactions are included in this packet for a building designed by Nucor Building Systems. These reactions result from frame analysis done by a Nucor Engineer for this specific job. They reflect all loading to which the building may be subject, per the appropriate building code and loading information provided to Nucor Building Systems at the date of design. Reaction packets marked "PRELIMINARY" are subject to change and are usually provided at the request of the customer, although the Nucor Engineer believes he is working with undefined, incomplete or assumed information. Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load factors and combinations to be used with either Working Stress or Ultimate Strength design methods. Wind load cases are given for each primary wind direction, and the case which produces the largest reaction at a particular column should be used for design. Sign conventions for computer generated frame reactions are as follows and should be taken in the sense of the frame sketch given on the reactions sheets. GLOBAL X GLOBAL Y GLOBAL Z ( + to right) ( + upward) ( + counter-clockwise) ♦+ X t + y + Z Anchor bolt diameter, grade, location and projection is provided on the Anchor Bolt Plan. Anchor bolt embedment lengths and types are not provided by Nucor Building Systems. This Information is closely related to the complete foundation design which should be done by a Registered Professional Engineer familiar with the local site conditions and construction practices. NUCOR BUILDING SYSTEMS Job #: W5K0403A Page: Azt/As Frame : LINES A,B,C,D,E By: BECKMANN Date: 06-17-05 Job.Name: ARROWHEAD File: FO1 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** y O 50.00 O 40.33 O 19.67 X 1.00�12.00 2 12.00 �1.00 24.58 20.00 20.00 COL01 COL02 COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 1 - DEAD LOAD CASE 6 - WIND CASE 1 TO LEFT COLO1 1 5 0 COLO1 2 -3 0 COL02 0 10 0 COL02 0 -10 0 COL03 0 6 0 COL03 0 -7 0 COL04 -1 2 0 COL04 4 -4 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 2 - COLLATERAL LOAD CASE 7 - WIND CASE 2 TO RIGHT COLO1 1 4 0 COLO1 -4 -11 0 COL02 0 7 0 COL02 0 -15 0 COL03 0 4 0 COL03 0 -6 0 COL04 -1 2 0 COL04 -2 -2 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 3 - ROOF LIVE I LOAD CASE 8 - WIND CASE 2 TO LEFT COLO1 2 13 0 COLO1 2 -6 0 COL02 0 25 0 COL02 0 -15 0 COL03 0 13 0 COL03 0 -9 0 COL04 -2 6 0 COL04 4 -5 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 4 - SNOW LOAD CASE 9 - LONG. WIND 1 TO BACK COLO1 5 32 0 COLO1 -1 -8 0 COL02 0 60 0 COL02 0 -11 0 COL03 0 30 0 COL03 0 1 0 COL04 -5 14 0 COL04 2 -4 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 5 - WIND CASE 1 TO RIGHT I LOAD CASE 10 - LONG. WIND 1 TO FRONT COLO1 -4 -9 0 COLO1 -1 -4 0 COL02 0 -10 0 COL02 0 -8 0 COL03 0 -4 0 COL03 0 -10 0 COL04 -2 -1 0 COL04 -1 -2 0 ---------------------------------------------------------------------------------------------------------- NUCOR BUI-LDING SYSTEMS Job #: W5K0403A Page: F. Frame : LINES A,B,C,D,E By: BECKMANN Date: 06-17-05 Job`Name: ARROWHEAD File: FO1 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** y O1 3 5 50.00 O 40.33 19.67 Z X 1Z.00 1.00, -- 12.00 24.58 20.00 20.00 COL01 COLOZ COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 11 - LONG. WIND 2 TO BACK LOAD CASE 16 - ALTERNATE SNOW 2 C01.O1 -1 -11 0 COLO1 1 6 0 COL02 0 -16 0 COL02 0 41 0 COL03 0 -3 0 COL03 0 62 0 COL04 2 -5 0 COL04 -1 9 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 12 - LONG. WIND 2 TO FRONT LOAD CASE 17 - CRANE 2 ON LEFT COLO1 -1 -7 0 COLO1 -1 -1 0 COL02 0 -13 0 COL02 0 15 0 COL03 0 -12 0 COL03 0 7 0 COL04 -1 -3 0 COL04 1 -1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 13 - SEISMIC TO RIGHT LOAD CASE 18 - CRANE 2 ON RIGHT COLO1 -4 -2 0 COLO1 -1 -1 0 COL02 0 3 0 I COL02 0 6 0 COL03 0 -8 0 COL03 0 16 0 COL04 -5 7 0 COL04 1 -2 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 14 - SEISMIC TO LEFT LOAD CASE 19 - CRANE 2 LATERAL TO LEFT COL01 4 3 0 COLO1 2 1 0 COL02 0 -4 0 COL02 0 -2 0 COL03 0 8 0 COL03 0 3 0 COL04 5 -6 0 COL04 2 -2 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 15 - ALTERNATE SNOW 1 LOAD CASE 20 - CRANE 2 LATERAL TO RIGHT COLO1 8 48 0 COLO1 -2 -1 0 COL02 0 67 0 COL02 0 2 0 COL03 0 -9 0 COL03 0 -3 0 COL04 -8 16 0 COL04 -2 2 0 ---------------------------------------------------------------------------------------------------------- NUCOR 901 ANG S Y ! MS JOB NAME: ARROWHEAD JOB NUMBER: W51<0403A ENGINEER: BECKMANN L D1NA,�X,-,BRA N (These reactions must be combined with the appropriate longitudinal frame reactions Itle': ay . 6 C—D 8 10 d C-10 5 10 IG 6 C D 16 18 ,k H*~— C * - Horizontal bracing reactions are orthogonal to horizontal frame reactions. -ONGILFREACTIONS TWINA A (These reactions must be combined with the appropriate longitudinal frame reactions) lily 4 1,- '' C—D 4 10 1 C—D 16 18 H* 4— H. * - Horizontal bracing reactions are orthogonal to horizontal frame reactions. x 6/17/05 N UCOR,,OU L l " �TEMS JOB NAME: ARROWHEAD JOB NUMBER: W5K0403A ENGINEER: BECKMANN EN. �1. E TI A 2 5 3 A 3 5 See pg.R2-R3 A 4 5 3 A 5 5 See pg.R2-R3 E 1.5 5 3 E 2.5 5 3 E 3 5 See pg.R2-R3 Ham—►� E 4 5 3 E 5 5 See pg.R2-R3 V ?b 6/17/05 • NUCOR BUILDING SYSTEMS W5K0403A PAGE: OF: DESIGN CALCULATIONS BY: KRB DATE: 6/16/05 CHK: DATE: Arrowhead REV: DATE: APPENDIX THIS IS FOR DESIGN USE ONLY, NOT FOR DETAILING. PAGE DESCRIPTION ty u c CI R ENGINEERING DESIGN MANUAL BUILDING SYSrEMSvGRDUP Section Title: ROOF AND WALL SHEETING Section No. 06 Accent A Wall Panel-26 Gage Top in Compression Bottom in Compression Gage Thk. Yield Wt. I Ix* Sx* Ma* Sx* Ma* In. Ksi Psf In4 In' In-Kip Ina In-Kip 26 0.0179 50 0.93 1 0.0864 0.1454 3.753 0.1127 3.381 Wind Pressure Loads( sf)-Ribs in com ression Span Simple S an 2 Equal Sp ans 3 Equal Sp ans Ft. Stress L/120 L/240 Stress L/120 L/240 Stress L/120 L/240 3.5 68 n/c 44 62 n/c n/c 77 n/c n/c a " mom...- . ILk a3,.-.3. ' -. ,. a , 1 .. . ,... 4.5 41 n/c 21 37 n/c n/c 47 n/c 39 • s r. 5.5 28 23 11 25 n/c n/c 31 n/c 22 TMth 6.5 20 14 7 18 n/c 15 23 n/c 13 E 7.5 15 9 5 14 n/c 10 17 n/c 8 Al , . .� .,,. ..c8 € a ' a s 8.5 11 6 3 11 n/c 7 13 11 6 salum w all 9.5 9 5� 2 8 n/c 5 11 8 5 $Mawr-,,..,.,.° .;,. `. '• ':' .. r€..... 3 �€ •..'.. F.a. . `�'',� W, [.!€-. .,+`', i,... , %,i'.. Wind Suction Loads st)-Pan in compress n Span Simple S an 2 Equal Spans 3 Equal Spans Ft. Stress L/120 L/240 Stress L/120 L/240 Stress L/120 L/240 ow 3.5 62 n/c 44 68 n/c n/c 85 n/c 83 21 ���;�Et v ;; �a.., 4.5 37 n/c 21 41 n/c n/c a 52 n/c 39 5, XNA AAA ma 5.5 25 23 11 28 n/c 25 35 n/c 22 6.5 18 14 7 20 n/c 15 25 n/c 13 HOME.> - r. 7.5 14 9 5 15 n/c 10 19 17 8 8.5 11 6 3 11 n/c 7 14 11 6 z Nam 9.5 8 5 2 9 n/c 5 11 8 5 P. n/c=value would not control(i.e.,value greater than controlling stress value). * These values are calculated per panel width,3ft for all panels except CFR which is 2ft. By: AAJ I Check: DJE I Current Rev: 4/18/05 1 Last Rev: 5/20/04 1 Page No. 22 r*u c C3 R ENGINEERING DESIGN MANUAL BUILDING SYSTEMS GROUP Section Title: ROOF AND WALL SHEETING Section No. 06 Nucor "CFR"rM Roof, 24 Gauge Nucor "CFR" Standing-Seam Roof—24 Gage Top in Compression Bottom in Compression ression Gage Thk. Yield Wt. Ix* Sx* 1 Ma* Sx* Ma* In. Ksi Psf In' In' In-Ki In' In-Ki 24 1 0.0222 1 50 1.21 0.728 0.2964 1 8.874 0.1781 1 5.332 Gravity Loads( s -Ribs in com ression Span Simple Span 2 Equal Spans 3 Equal Spans Ft. Stress L/180 L/240 Stress L/180 L/240 Stress L/180 I L/240 3.5 e 145 n/c n/c 145 n/c n/c 181 n/c n/c .c .u€ awffl r 4.5 88 n/c n/c 88 n/c n/c 110 n/c n/c 5.5 59 n/c n/c 59 n/c n/c 73 n/c n/c 6.5 42 n/c n/c 42 n/c n/c 53 n/c n/c .,, _'' ' G 7.5 32 n/c n/c 32 n/c n/c 39 n/c n/c M. WPM 8.5 25 n/c n/c 25 n/c n/c 31 n/c n/c SIAM 9.5 Him moats"mamomm 20 n/c n/c 20 n/c n/c 25 n/c n/c Wind Pressure Loads s -Ribs in compression Span Simple Span 2 Equal Sp ans 3 Equal Spans Ft. Stress L/180 L/240 Stress L/180 L/240 Stress L/180 1 L/240 k 3.5 241 n/c n/c 145 n/c n/c 181 n/c n/c 4.5 146 n/c n/c 88 n/c n/c 110 n/c n/c . Z . 5.5 98 n/c n/c 59 n/c n/c 74 n/c n/c ' Nt 6.5 70 n/c n/c 42 n/c n/c 53 n/c n/c 7.5 53 n/c n/c 32 n/c n/c 40 n/c n/c 8.5 41 � n/c n/c 25 n/c n/c 31 n/c n/c � 9.5 33 n/c n/c 20 n/c n/cc6 25 n/c n/c Wind Suction Loads sf)—Based on ASTM E-1592 Testing S an Roll Lock Power Lock Power Lock Plus 2.5— 54.92 77.41 98.35 , ': _. .. 5001, �`. .tom ,MN� 3.5— 44.12 63.34 80.28 '1001 .�..,_. .;. a 33.32LL 49.26 62.20 '4,01 5...5— 26.81# _ n/a n/ya y n/c=value would not control(i.e.,value greater than controlling stress value). *These values are calculated per 2 ft of panel width. Values for this span are interpolated from the tested values at 2.0,5.0,and 6.0 feet. #Must use MODIFIED Roll Lock—Seam(extra crimp at mid span) By: AAJ Check: DJE I Current Rev: 4/18/05 1 Last Rev: 5/20/04 1 Page No. 35 ASCE 7-98, IBC 2000 Wind Loading Project No.: W5K0403A M Version 2.4(10128104 by SAR) Description: ARROWHEAD JG eott�etry Code Edition: 1998 Building Type: Gable Roof: Nucor CFRT"' Bldg.Width [B]: 110.0 0-0' Dist.To Ridge [W]: 55.0000' .�' Bldg. Length [D]: 84.0000' P y Bay �. •r� Left Eave Ht. [LEH]: Right Eave Ht. [REH]: 20.0000' T_ i - i J Y•� CS Left Roof Slope:F 1.00.12 LEH i l CE Right Roof Slope:F 1. 00.12 GS r GE Bay Width [Bay]: 18.0000' Purlin Trib.Width [P]: 5.0000' . EW Girt Trib Ht. [GE]: 6.0000' W ( y - D SW Girt Trib. Ht. [GS]: 6.0000' ' EW Girt Length: 16.3333' B SW Girt Length: 18.0000' EW Col.Trib.Width[CE]: 16.3333' BSW Top-of-Parapet: FSW Top-of-Parapet: SW Col.Trib.Width[CS]: 18.0000' Opening Area: EW Top-of-Parapet: Loatling informatiar>. �:= s� Wind Speed: 90 mph Bldg. Porosity: Enclosed Wind Exposure: B Hurricane Prone Region? No MBMA Occ. Category: II-96 Interior Partition Walls? No a a ►1`Lo #lei lcitla#i ns - x h: 20.0000' Kd. 0.85 Kn: 1.00 R,. 1.00 qn: 12.35 psf I: 1 Kh: 0.70 G: ---- GCp;: t 0.18 Gorfiladh ritsand-Otadding,,:1Waltt ` a= 8.00 ft. Tributary Pressure Suction Suction Area Zones 4,5 Zone 4 Zone 5 Item (ft2) (psf) (psf) (psf) 5� Sidewall Wind Column 360 10.28 -11.39 -11.67 Endwall Wind Column .........327...... 10.36 -11.48 11.84 ....................................................................... .......-............................................... ........................... .. . . ® I ® Sidewall Girt 108 11.31 12.42 -13.73 ..........................Endwall Girt ...........9s....... 11.39...... .....-12.50...... .....-13.89...... Wall Panel ...........18...:... .......12.84....._ .....-13.95:...... .....-16.78....... .............................. ........ ... ................:................................................. a Note: Results above reduced by 10% per Note 5 of Figure 6-5A since slope angle is<_ 100. a a Componenttxand Ctadding,Watt Parapets Case 1: Windward Total Loads--- Maximum Windward Leeward Case 2: Leeward Total Load -i Projection Kh Pa, qP : Total Load : Total Load Item (ft) (psf) 1 (psf) (psf) BSW Para et --- --- --- ------ FSW Parapet ..........--- --- --- --- --�............ ....................................;......................... ............................;....... EWPara et --- -.......................................- --- --- --- 6/16/05 ASCE 7 Wind BECKMANN -ASCE 7-98, IBC 2000 Wind Loading Continued... Gsmpcnen#s'and Cfaddig', Roofs ® © a Applicable Roof Slope Angle= 4.76 deg -� a= 8.00 ft. Pressure Suction in Zones .............. ..................................................... All 1 2 2' 3 3' Item z (psf) : (psf) (psf) (psf) (psf) Purlin/Joist 10.00 -13.34 -15.81 ---- -15.81 o o o o ---- (A: 108sf) .....(? ............... ..................................... :..........................,......................... ........................................................ Panel(A: 10.00 -14.57 -24.45 ---- -36.80 ---- 10 sf) ........ ........................................:..................-...................... . ............. Fastener 10.00 -14.57 -24.45 ---- -36.80 ---- - - A: 10s 30 ® QL © Values Below are for Overhang Portion of Roof Purlin/Joist 2.47 -19.46 : -19.46 ---- -10.00 ---- (A: 108sf) ...............-....... ......................... ................................... .......I................. ............................ Panel ' n 3.70 -20.99 -20.99 ---- -34.58 ---- A: 10s Fastener 3.70 -20.99 -20.99 ---- -34.58 (A: 10 sf) -77 Main Vtll� r[Frc °fsst�rys#etas Lateral Structural (p= qh x C, C = GCpf- GCpi) Case W1 R(GCpi=-0.18) Case W1 L(GCpi=-0.18) -6.30 psf -2.35 psf -2.35 psf -6.30 psf (C2: -0.51) (C3: -0.19) (C2: -0.19) (C3: -0.51) -1.36 psf + 7.16 psf 7.16 psf + (C4: -0.11) -1.36 psf Internal (C4: 0.58) Internal (Cl: 0.58) Suction (Cl: -0.11) Suction Wind Wind Direction Direction . at< ?C toidward wall.Ad windward wall: .......................NpNet La < 10 Case W2R(GCpi= +0.18) Case W2L(GCpi= +0.18) -10.74 psf -6.79 psf -6.79 psf -10.74 psf (C2: -0.87) (C3: -0.55) (C2: -0.55) (C3:-0.87) -5.80 psf 2.72 psf 2.72 psf Internal (C4: -0.47) : -5.80 psf Internal (C4: 0.22) (Cl: 0.22) Pressure ~ (Cl: -0.47) Pressure Wind Wind Direction Direction Net Lat< 10 psf. Add 3.85 psf to windward wall. :Net Lat< 10 psf. Add 3.85 psf to windward watt. 6/16/05 ASCE 7 Wind BECKMANN ASCE 7-98, IBC 2000 Wind Loading Continued... Main:Wind Force Resisting Systems,continued Lateral Structural (p = qh x C, C = GCpf GCpi) ......... ......... .. ........ ......... p ......... .................. p - 'Case W5F(GCpi= +0.18) 6.30 psf Case W58 (GC i- +0.18) -6.30 psf -6.30 psf -6.30 psf (C3: -0.51) (C2: -0. 3:1) (C -0.51) (C2: -0.51) Edge Dim (C2E): -3.33 psf Edge Dim (C3E): 16.00 ft. p -3.33 psf -3.33 psf (C4: -0.27) 16.00 ft. (C4: -0.27) p -3.33 psf (Cl: -0.27) Longitudinal Wind (Cl: -0.27) Longitudinal Wind N Lat< 10 psf. Add Net La <10 psf. Add 1.48 1.48 psf to wind. walla sf to wind. waft. .................................................... .................................................................................:P................................... Case W68 (GCpi=-0.18� Case W6F(GCpi=-0.18) -10.74 psf -10.74 psf -10.74 psf -10.74 psf (C3: -0.87) (C2: -0.87) (C3: -0.87) (C2: -0.87) Edge Dim (C2E): n4l--�Net -7.78 psf -7.78 psf 16.00 ft. C4: -0.63 C4: -0.63) -7.78 psf ( ) -7.78 psf (Cl: -0.63) Longitudinal Wind (Cl: -0.63) N Lat<10 psf. Add <10 psf. Add 1.48 ...............1:48 psf to wind. wali:.....................................................................................................psf to wind. wall. ................................................................... ... .............. Case W78 (GCpi= +0.18) Case W7F(GCpi= +0.18) n/a n/a n/a n/a FLongftudinal n/a 7Longitudinalwind n/a n/a n/a Wind N Lat< 10 psf, Add <10 psf. Add 1.48 1:4$psf to wind: wall.: psf to wind, wall. ......................................................................................................... Case W88 (GCpi=-0.18) Case W8F(GCpi=-0.18) n/a n/a n/a n/a ---- n/a ---- n/a n/a n/a [Longitudinal Wind Longitudinal Wind et La 10 5f. Add 1.4$ 1. L <10 psf. Add: `//JN p f to wind, wall.: psf to wind. wall. 1. psf 6/16/05 ASCE 7 Wind BECKMANN ASCE 7-98, IBC 2000 Wind Loading Continued... .....................................................................I.-..................................................................................................................................................................................................... Longitudinal Structural.(p.=.Rh.x.9,.C.=.RCpf.-.qCpi) ........... ........ .......... .. ..... ... Case W58 ::Case W5 F(G Cp i 0.1 8) p, -6.30 psf -6.30 psf (C2: -0.51) (C2: -0.5 1) -1.36 psf F 7.16 psf Internal Internal 7.16 psf Suction (C4: -0.11) -1.36 psf Suction (Cl: 0.58) (Cl: 0.58) (C4: -0.11) Wind Wind Direction Direction 3.33 psf 3.33 psf Net Lat< 10 psf. AdCr-.. Net Lat< 10 psf. Add 1.48 -(C3: -0.27) 1,48 (C3: -0.27) ....................... ............................................p ................p sf to wind. wall. Case-- Case W6F(GCpi= +0.18) -10.74 psf -10.74 psf (C2: -0.87) (C2: -0.87) -5.80 psf 2.72 psf Internal Internal 2.72 psf (C4: -0.47) :: -5.80 psf (Cl: 0.22) Pressure Pressure (Cl: 0.22) (C4: -0.47) Wind Wind Direction Direction 7.78 psf -778 psf Net Lat< 10 psf. Adcr . ; Net Lat< 10 psf. Add 1.48 (C3: -0.63) 148 psf to wind, wall.: (CI -0.63) psf to wind. wall. 6/16/05 ASCE 7 Wind BECKMANN Input Data Lateral Seismic Considerations: IBC 2000/03 Equivalent Lateral Force Procedure(per Section 1617.4) Spreadsheet Revision Number: 1.8 Latest Revision Date: 10/20/04 Job Name: ARROWHEAD Job Number: W51<0403A Engineer: BECKMANN Building Information: Date: 6/16/05 Building Data Input: 1996 MBMA Occupancy Category II (Use Roman Numerals) Frame Type RF (RF=Rigid Frame.PB=Post&Beam Frame) Gable/Single Slope G (G/S) Width 110.00 feet Length 84.00 feet Distance to Ridge 55.00 feet Roof Slope,s:12 1.00 :12 Low Eave Height 20.00 feet High Eave Height (Single Slope Only) Mean Roof Height 1 20.00 feet Note:Mean roof ht.=eh for slopes less than 2:12 Bay Width 22.83 feet on gable buildings only Seismic Data Input: Short period response acceleration,Ss Ss= -350 1-second period response acceleration,S1 S7 = 0:101 Site Classification 0* *Note:IBC 2000 states"When the soil properties are not known in sufficient detail to determine the site class,Site Class D shall be used....",so Site Class D will be used on nearly all buildings. Roof Loading: Roof Dead Load(RDL) 3.00 sf Roof Collateral Load(CDL) 5.00 sf Self weight(SW) 3.00 sf Roof Snow (pf) 49.00 sf **Note:20%of flat roof snow load used in seismic dead load calculations Roof concentrated loads per NBS standards when flat roof snow load is greater than 30 psf. DO NOT include snow drift loads in seismic dead load. Hardwall#1 (Low SW)Loads: Hardwall#2(High SW)Loads: Wall Length in bay 22.83 feet Wall Length in bay 22.83 feet Wall thickness 1.50 in. Wall thickness 1.50 in. Weight 3.00 psf Weight 3.00 psf Top Elevation 20.00 feet Top Elevation 20:00 feet Mezzanine/Lean-to#1 Load Input: Mezzanine/Lean-to#2 Load Input: Loading Area Loading Area Floor Dead Floor Dead Floor Live*** Floor Live— Concentrated load Concentrated load Elevation Elevation ***Note:1)Use 25%percent of Floor Live Load ONLY if mezzanine designed for Storage(125 psf or greater) 2)Use 10 psf(or actual weight if greater)for partition walls on mezzanine Crane Loads:Aisle#1 Crane Loads:Aisle#2 Crane Beam+Channel 70.00 If Crane Beam+Channel Rail Wt 0.00 lb./yd. Rail Wt 0.00 pif 0.00 If Bridge Wt. 5000 Ibs Bridge Wt. Hoist&Trolley 2000 Ibs Hoist&Trolley Elevation 18.33 feet Elevation Number of Aisles with this crane info. 1 Number of Aisles with this crane info. Number of cranes/aisle/bay 1 Number of cranes/aisle/bay Page 1 of 2 6/16/05 Input Data Spreadsheet Revision Number: 1.8 Latest Revision Date: 10/20/04 Job Name: ARROWHEAD Job Number: W51(O4O3A Engineer: BECKMANN Date: 6/16/05 Longitudinal Seismic Considerations: IBC 2000 This Spreadsheet is valid for the following Longitudinal Bracing Schemes: NBS Standard"X"Bracing Portal Frames Fixed Endwall Columns Reinforced Non Load Bearing Concrete Shear Walls Reinforced Load Bearing Concrete Shear Walls Building Data Input: Bracing Type: 0 X Standard„X„Bracing PF Portal Frame FBEWC Fbred Base Endwall Columns <—NEW!!! RNCSW Reinforced Non Load Bearinq Concrete Shear Walls RLCSW Reinforced Load Bearing Concrete Shear Walls Longitudinal Bracing Load Data Input: Roof Concentrated Load information: Total Building Concentrated Roof Loads: Mezzanine information: Total Area of Mezzanine#1 Total Concentrated loads on Mezzanine Area#1 Total Area of Mezzanine#2 Total Concentrated loads on Mezzanine Area#2 Endwall Hardwall information: Hardwall#3 (LEW)Loads: Hardwall#4(REW)Loads: Wall Length F 110.00 feet Wall Length 110.00 feet Wall thickness 1.50 in. Wall thickness 1.50 in. Weight 3 psf Weight 3 psf Top Elevation: 20.00 feet Top Elevation 20.00 feet *Note:Full Height Hardwall is applied at mean roof height(mrh)at Endwalls. Enter the height required to account for the full dead load of the wall. Crane Information: Quantity of cranes in Aisle#1 1 Actual crane runway length for Aisle#1 84:00 fees **Note: Enter runway length,DO NOT double runway length as other seismic sheets have asked you to do previously. Quantity of cranes in Aisle#2 Actual crane runway length for Aisle#2 Page 2 of 2 6/16/05 Lateral Seismic Calcs. Lateral Seismic Calculations: IBC 2000/03 Job Name: ARROWHEAD Job Number: W51<0403A Engineer: BECKMANN Buildinq Data Input Echo: Date: 6/16/05 1996 MBMA Occupancy Category II Frame Type Rigid Frame Gable/Single Slope Gable Width 110.00 feet Length 84.00 feet Distance to Ridge 55.00 feet Roof Slope,s:12 1.00 : 12 Low Eave Height 20.00 feet High Eave Height - Mean Roof Height 20.00 feet Bay Width 22.83 feet Seismic Data Input Echo: Short period response acceleration,Ss Ss= 0.350 1-second period response acceleration,S1 S1 = 0.101 Seismic Data Output: Seismic Use Group: I Occupancy Importance Factor,le 1.00 Site Coefficient Fa: Fa= 1.52 Site Coefficient Fv: Fv=2.40 Max spectral response for short periods(Eq 16-16): Sms=0.532 Max spectral response for 1-second period(Eq 16-17): Sm1 =0.242 Design spectral response for short periods (Eq 16-18): Sds=0.355 Design spectral response for 1-second periods(Eq 16-19): Sd1 =0.161 Seismic Design Category: C Response Modification Coefficient,R: 3 Deflection Modification Factor,Cd: 3 Building Period Coefficient,Ct: 0.028 Approximate Fundamental Period,Ta(Eq 16-39): 0.308 Seismic Load Output: Seismic Base Shear,V(Eq 16-34) 7.54 kips Seismic Response Coefficient,Cs(Eq 16-35 to 16-38) 0.118 Multistory Distribution Seismic Considerations Effective Seismic Weight Vertical Dist. Seismic Force Elevation Wx Factor,Cvx Fx Roof Loads 52243 Ibs 1044852 6.26 kips 20.00 feet Hardwall @ Low Sidewall 685 Ibs 13700 0.08 kips 20.00 feet Hardwall @ High Sidewall 685 Ibs 13700 0.08 kips 20.00 feet Crane Aisle#1 10197 Ibs 186938 1.12 kips 18.33 feet Crane Aisle#2 0 Ibs 0 — -- Mezzanine or Lean-to#1 0 Ibs 0 — -- Mezzanine or Lean-to#2 0 Ibs 0 — -- Totals 63809Ibs 1259190 7.54Id s Distribution Exponent,k 1.00 Page 1 of 2 6/16/05 Lateral Seismic Calcs. ttf tl Job Name: ARROWHEAD Job Number: WSK0403A Engineer: BECKMANN ey QQ Date 6/16/05 Put 0.0577 kips/ft Aijifiioiai FrairPgramnr.� aedds fe�ato . ................................................................................................................................................................................................................P................................................................. .Crane Loads (First Aisle)...........................................................1.120 ki s 18.33 feet ............... ... . ..................................>...................................................... Crane Loads (Second Aisle) — -' .... ............................................................................................................................................................................................................................................. ................................... Mezzanine #1 Loads —......................>......................... ....................... ..................................................................................................................................................................................................... . . .... . . Mezzanine #2 Loads — 6/16/05 Page 2 of 2 Page 1 of 2 6/16/05 3 3 Shear -45.00 0.00 -45.00 18.00 3 4 Shear -45.00 0.00 -45.00 18.00 3 5 Shear -45.00 0.00 -45.00 27.67 3 6 Shear -45.00 0.00 -45.00 1.33 5 1 Shear 11.30 0.00 11.30 1.33 5 2 Shear 11.30 0.00 11.30 17.67 5 3 Shear 11.30 0.00 11.30 18.00 5 4 Shear 11.30 0.00 11.30 18.00 5 5 Shear 11.30 0.00 11.30 27.67 5 6 Shear 11.30 0.00 11.30 1.33 6 1 Shear 168.80 0.00 168.80 1.33 6 2 Shear 168.80 0.00 168.80 17.67 6 3 Shear 168.80 0.00 168.80 18.00 6 4 Shear 166.80 0.00 168.80 18.00 6 5 Shear 168.80 0.00 168.80 27.67 6 6 Shear 168.80 0.00 168.80 1.33 7 1 Shear 45.00 0.00 45.00 1.33 8 2 Shear 45.00 0.00 45.00 17.67 9 3 Shear 45.00 0.00 45.00 18.00 10 4 Shear 45.00 0.00 45.00 18.00 11 5 Shear 45.00 0.00 45.00 27.67 12 6 Shear 45.00 0.00 45.00 1.33 13 1 Shear 110.30 0.00 110.30 1.33 14 2 Shear 110.30 0.00 110.30 17.67 15 3 Shear 110.30 0.00 110.30 18.00 16 4 Shear 110.30 0.00 110.30 18.00 17 5 Shear 110.30 0.00 110.30 27.67 18 6 Shear 110.30 0.00 110.30 1.33 Load Combinations: Act. All. Load Case No. Load Combination Name # 7 Fac. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + LL 2 Y 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + SL 3 Y 1.33 1.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + 1.3 WL 4 Y 1.33 1.00 0.00 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + (0.7)1.3 WL 5 Y 1.33 1.00 0.00 1.30 0.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.5 SL + 1.3 WL) 6 Y 1.33 1.00 0.00 0.65 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + SL + 1.3 WL / 2) 7 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+LL (Alt. Span LL, Case 1) 8 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+LL (Alt. Span LL, Case 2) 9 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays 1 & 2 10 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays 2 & 3 11 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays 3 & 4 12 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays 4 & 5 13 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays 5 & 6 14 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 1, Bay 15 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 1.00 DL+COL+SL (Pattern Set 1, Bay 16 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 1.00 1.00 1.00 1.00 1.00 DL+COL+SL (Pattern Set 2, Bay 17 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.50 DL+COL+SL (Pattern Set 2, Bay 18 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 1 & 19 y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 1.00 1.00 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 2 & 20 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.50 1.00 1.00 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 3 & 21 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.50 0.50 1.00 1.00 0.50 DL+COL+SL (Pattern Set 3, Bays 4 & 22 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.50 0.50 0.50 1.00 1.00 DL+COL+SL (Pattern Set 3, Bays 5 & Deflection Limitations: The deflection limit with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD = 2.77" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 2.21" Deflection limitations were applied to combinations 1-2,4-22 Total system weight = 441.80 lbs. Total system cost = 362.09 dollars ----- ------ ---- General Notes: * Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 1OZO71 20.81 2 1OZO71 21.63 3 1OZO71 21.63 4 1OZ105 31.94 Material Summary: -------- ------- -------- ------- Section weight Cost Fy 1OZ071 254.33 215.64 55.0 1OZ105 187.47 145.75 55.0 NUCOR BUILDING SYSTEMS BRACING PROGRAM Job Name: Job Number: W5K0403A Designer: BECKMANN Date: 6/16/05 File: B01 ---------------------------------------------------------------------------------------- S T R U C T U R A L G E O M E T R Y ---------------------------------------------------------------------------------------- Number of Boxes: 1 Information for Box MS: Width: 110.00 Ft. Length: 84.00 Ft. Left Eave Ht. : 20.00 Ft. Left Roof Slope: 1.00 12 Right Eave Ht.: 20.00 Ft. Right Roof Slope: 1.00 12 Girt Offset: 8.00 In. Purlin Offset: 10.00 In Ridge Location: 55.00 Ft. Main Frame Spans: 50.0000,40.3333,19.6667 Bay Spacing: 19.0000,2@18.0000,29.0000 Endwall Spacing --> Left: 24.8333,25.1667,18.8333,21.5000,19.6667 Right: 19.6667,21.5000,18.8333,2@16.3333,17.3333 Girt Elevations --> BSW: 7.5000,12.5000,16.2500 FSW: 7.5000,12.5000,16.2500 Purlin Spacing --> RP1: 1.3333,10@5.0000,3.8573 RP2: 1.3333,10@5.0000,3.8574 ---------------------------------------------------------------------------------------- L O A D I N G C O N D I T I O N S ---------------------------------------------------------------------------------------- Building Code & Year: IBC - 2000 1996 MBMA Occupancy Cat.: 2 Sds/Shc 0.355 / 0.161 Wind Speed: 90 MPH Seismic Ss / S1: 0.350 / 0.101 Exposure Condition: B Design Category: C Importance Factor, Iw: 1.00 R Factor: 3.0 Coastal?: No Roof Snow: 49.00 PSF Enclosure Condition: Enclosed Seismic Dead Weight: 11.00 PSF MRH Pressure: 12.35 PSF Total Seismic Wt, W: 25.00 PSF Roof Seismic Factor: 0.130 Wind Coefficients --> Load Front Back Case Wall Wall W5B 0.58 -0.11 W5F -0.11 0.58 Wind Pressures --> To Interior Zone Exterior Zone Elev. W5B W5F W5B W5F (Ft.) (PSF) (PSF) (PSF) (PSF) 24.6 7.16 7.16 7.16 7.16 Leeward --- -1.36 -1.36 -1.36 -1.36 User-Applied Loads --> Load Roof/ Load Load Frame Roof Wall Case Wall Dir. Magnitude Line Grid Elevation Description (ID) (ID) (X,Y) (Kips) (ID) (ID) (Ft.) Load Combinations --> ID ASR Name 1) 1.00 1.18W5B 2) 1.00 1.18W5F 3) 1.87 EQB 4) 1.87 EQF ------------------------------------------------------------------------------- PORTAL FRAMES ------------------------------------------------------------------------------- Memb. Frame Grid Material Height Load Horiz. Horiz. Uplift Uplift 2D Lines code comb. Load Allow (k) Allow ------------------------------------------------------------------------------- PF1 C-D 1 PF20W20H15K 20.00 4 14.82 21.04 17.58 57.41 ---------------------------------------------------------------------- COST & WEIGHT SUMMARY IN DOLLARS & LBS ---------------------------------------------------------------------- Cables Rods Angles Pipe Purlin Portals Total Struts Struts ---------------------------------------------------------------------- COST 0 380 0 211 0 1538 2130 WEIGHT 0 645 0 501 0 2165 3312 NUCOR BUILDING SYSTEMS Job #: W5K0403A Page: Building: ARROWHEAD By BECKMANN Date: 6/16/05 ^^" REACTION REPORT -- BY LOAD COMBINATION -------------------------------------------------------------- 2G REACTIONS -- LOAD COMB 1 -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- A 1 -0.01 -0.02 0.00 A 6 -0.00 -0.00 0.00 B 1 -0.01 0.00 0.00 B 6 -0.00 -0.00 0.00 C 1 -0.02 -0.52 0.00 C 6 -6.16 -6.84 0.00 C+ 1 -3.03 -7.19 0.00 D- 1 -3.03 7.18 0.00 D 1 -0.02 0.54 0.00 D 6 -0.00 6.84 0.00 E 1 -0.01 0.01 0.00 E 6 -0.00 0.00 0.00 -------------------------------------------------------------- Summation -12.30 0.00 -------------------------------------------------------------- REACTIONS -- LOAD COMB 2 -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- A 1 0.01 0.02 0.00 A 6 0.00 0.00 0.00 B 1 0.01 -0.00 0.00 B 6 0.00 0.00 0.00 C 1 0.02 0.52 0.00 C 6 0.00 6.83 0.00 C+ 1 3.03 7.20 0.00 D- 1 3.04 -7.19 0.00 D 1 0.02 -0.54 0.00 D 6 6.15 -6.83 0.00 E 1 0.01 -0.01 0.00 E 6 0.00 -0.00 0.00 -------------------------------------------------------------- Summation 12.30 -0.00 -------------------------------------------------------------- REACTIONS -- LOAD COMB 3 -------------------------------------------------------------- `Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- A 1 -0.02 -0.04 0.00 A 6 -0.00 -0.01 0.00 B 1 -0.03 0.00 0.00 B 6 -0.01 -0.00 0.00 C 1 -0.06 -1.27 0.00 C 6 -15.02 -16.68 0.00 C+ 1 -7.42 -17.58 0.00 D- 1 -7.41 17.55 0.00 D 1 -0.05 1.31 0.00 D 6 -0.01 16.68 0.00 E 1 -0.01 0.02 0.00 E 6 -0.00 0.00 0.00 -------------------------------------------------------------- Summation -30.03 -0.00 -------------------------------------------------------------- REACTIONS -- LOAD COMB 4 -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- A 1 0.02 0.04 0.00 A 6 0.00 0.01 0.00 -B 1 0.03 -0.00 0.00 B 6 0.01 0.00 0.00 C 1 0.06 1.26 0.00 -C 6 0.01 16.68 0.00 C+ 1 7.41 17.58 0.00 D- 1 7.42 -17.55 0.00 D 1 0.05 -1.32 0.00 D 6 15.02 -16.68 0.00 E 1 0.01 -0.02 0.00 E 6 0.00 -0.00 0.00 -------------------------------------------------------------- Summation 30.03 0.00 w LO [0 Q Cl) N N Lq NUCOR BZJILDING SYSTEMS Jqb # : W5K0403A Job Name: ARROWHEAD /�'► Frame PORTAL FRAME / Date 6/16/05 Designer: BECKMANN File : F02 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type RCS Frame width: 18.00 Ft. Bay width 0.00 Ft. LEFT RIGHT Dim to ridge 18.00 Ft. 0.00 Ft. Roof slope 0.00/12 0.00/12 Eave height 20.00 Ft. 20.00 Ft. Girt offset 6.25 In. 6.25 In. Typ. Girt spacing 6.00 Ft. Purlin offset 15.00 In. 15.00 In. Typ. Purlin spacing: 13.00 Ft. Col. spacing 18.0000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace N Flange Brace : 0 Location (ft) : 18.2 WP2 Girt Brace N Flange Brace 0 Location (ft): 18.2 Other Braces: Column Left Brace Right Brace Location (ft) : ----------------------------------------- L O A D I N G C 0 N D I T I 0 N S ----------------------------------------- Building Code & Year IBC - 2000/02 1986/1996 MBMA occupancy class 1/2 L 0 A D S (Psf) Roof Dead load 3.00 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 49.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 70.00 Ce = 1.00 Ss = 0.350 S1 = 0.101 Seismic Design Category = C Site Class = D R = 4.50 Cd = 3.00 Sds = 0.355 Shc = 0.161 rho = 1.00 omega = 2.500 Wind speed 90.00 Mph Exp. : B Wind pressure 12.35 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) WPi 0.00 WP2 0.00 RP1 0.00 --,-------------------------------------- �} P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.000 -0.000 0.000 18.000 COL RP1 -0.000 -0.000 0.000 18.000 SL RP1 -0.000 -0.000 0.000 18.000 RLL RP1 -0.000 -0.000 0.000 18.000 EQR RP1 0.000 0.000 0.000 18.000 EQL RP1 -0.000 -0.000 0.000 18.000 ----------------------------------------- U S E R - A P P L I E D L 0 A D S ----------------------------------------- Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description W1R COLO1 10.000 0.000 0.000 18.300 C-1 W1L COL02 -10.000 0.000 0.000 18.300 C-2 EQR COL01 15.000 0.000 0.000 18.300 C-3 EQL COL02 -15.000 0.000 0.000 18.300 C-4 ----------------------------------------- L 0 A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW + RDL + W1L 2) 1.00 SW + RDL + W1R 3) 1.00 SW + RDL + EQL 4) 1.00 SW + RDL + EQR Job : W5K0403A ARROWHEAD NUCOR BUILDING SYSTEMS Date: 06-17-05 Page: 1 Frame: PORTAL FRAME By : BECKMANN File: F02 *** DESIGN SUMMARY REPORT *** -----____------_________________________________________________________________________________________________________________ _ Built Up Rafter - RAFO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) 'Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 F10.38 F10.38 W175 4 1 -7.6 0.03 125.2 0.73 0.62 0.75 4 6 -18.06 0.67 0.93 0.93 Chkpt 1 6 Depth 18.00 18.00 Section j 1 ____________________________________________________________________________________________________________________________________ width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 110.0 0.3750 55.00 Web 0.1750 55.00 B/R Flg 10.0 0.3750 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COLO1 T/L B/R T/L B/R Max _____________ SHEAR --__-_-_-_____ Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 F10.38 F10.38 W175 3 10 -18.1 0.10 -131.3 0.65 0.76 0.82 3 7 -7.61 0.28 0.38 0.38 Chkpt 7 10 Depth 18.00 18.00 Section I I ------------------------------------------------------------------------------------------------------------------------------------ width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 110.0 0.3750 55.00 Web 0.1750 51.00 B/R Flg 1 10.0 0.3750 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load - Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 F10.38 F10.38 W175 4 14 -18.1 0.10 131.3 0.76 0.65 0.82 4 11 7.61 0.28 0.38 0.38 Chkpt 11 14 Depth 18.00 18.00 Section 1 1 1 ----------------------------------------------------------------------------------------------------------------------------------- width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 11.0 0.3711 55.00 Web 0.1750 55.00 B/R Flg 1 10.0 0.3750 55.00 ____________________________________________________________________________________________________________________________________ Frame Weight (lbs) = 1734 Deflections (in): 10 yr Wind dx = 0.97 = H/ 213 WIND CASE 1 TO RIGHT Seismic dx = 1.94 = H/ 107 SEISMIC TO RIGHT Maximum dx = 1.94 = H/ 107 SW+RDL+EQR Maximum dy = -0.03 = L/5730 @ MOD 1, SW+RDL+EQL NUCOR BUILDING SYSTEMS Job #: W5KO403A Page: Frame : PORTAL FRAME By: BECKMANN Date: 06-17-05 Job+Name: ARROWHEAD File: F02 �f *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** A Y O 18.00 2 X 12.00 0.00 20.00 20.00 COL01 COL02 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 1 - DEAD LOAD CASE 7 - WIND CASE 2 TO RIGHT COLol 1 1 0 COLO1 0 0 0 COL02 -1 1 0 COL02 0 0 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 2 - COLLATERAL LOAD CASE 8 - WIND CASE 2 TO LEFT COL01 0 0 0 COL01 0 0 0 COL02 0 0 0 COL02 0 0 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 3 - ROOF LIVE LOAD CASE 9 - LONG. WIND 1 TO BACK COL01 0 0 0 COL01 0 0 0 COL02 0 0 0 COL02 0 0 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 4 - SNOW LOAD CASE 10 - LONG. WIND 1 TO FRONT COL01 0 0 0 COLO1 0 0 0 COL02 0 0 0 COL02 0 0 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 5 - WIND CASE 1 TO RIGHT LOAD CASE 11 - LONG. WIND 2 TO BACK COL01 -6 -13 0 COL01 0 0 0 COL02 -6 13 0 COL02 0 0 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 6 - WIND CASE 1 TO LEFT LOAD CASE 12 - LONG. WIND 2 TO FRONT COL01 6 13 0 COLO1 0 0 0 COL02 6 -13 0 COL02 0 0 0 ---------------------------------------------------------------------------------------------------------- NUCOR BU2LDING SYSTEMS Job #: W5K0403A Page: Frame : PORTAL FRAME By: BECKMANN Date: 06-17-05 Job Name: ARROWHEAD File: F02 n. *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE Y c 0 T 18.00 Z / ' X 12.00 0.00 20.00 20.00 COL01 COL02 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 13 - SEISMIC TO RIGHT LOAD CASE 14 - SEISMIC TO LEFT COLO1 -8 -19 0 COLO1 8 19 0 COL02 -8 19 0 COL02 8 -19 0 ---------------------------------------------------------------------------------------------------------- NUCOR 3UILDING SYSTEMS Job # : W5K0403A Job Name: ARROWHEAD Frame LINES A,B,C,D,E Date 6/16/05 Designer: BECKMANN File : F01 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type RMG Frame width 110.00 Ft. Bay width 22.83 Ft. LEFT RIGHT Dim to ridge 55.00 Ft. 55.00 Ft. Roof slope 1.00/12 -1.00/12 Eave height 20.00 Ft. 20.00 Ft. Girt offset 10.50 In. 8.00 In. Typ. Girt spacing 6.00 Ft. Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 2.25 Ft. Col. spacing 50.0000,40.3333,19.6667 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H COL04 - Bottom V H Column Bracing: WP1 Girt Brace N N N Flange Brace 0 0 0 Location (ft): 7.5 12.5 16.2 WP2 Girt Brace Y Y Y Flange Brace 0 2 0 Location (ft): 7.5 12.0 18.0 Other Braces: Column Left Brace Right Brace Location (ft) : ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year IBC - 2000/02 1986/1996 MBMA occupancy class 1/2 L 0 A D S (Psf) Roof Dead load 3.00 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 49.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 70.00 Ce = 1.00 Ss = 0.350 S1 = 0.101 Seismic Design Category = C Site Class = D R = 3.00 Cd = 3.00 Sds = 0.355 Shc = 0.161 rho = 1.00 omega = 2.500 Wind speed 90.00 Mph Exp. : B Wind pressure 12.35 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 W5B -0.300 0.000 -0.890 -0.350 0.000 -0.300 W5F -0.300 0.000 -0.350 -0.890 0.000 -0.300 W6B -0.660 0.000 -1.250 -0.710 0.000 -0.660 W6F -0.660 0.000 -0.710 -1.250 0.000 -0.660 Tributary Widths Panel Trib. Width (ft) WP1 22.83 Wg2 22.83 /{ RP1 22.83 RP2 22.83 ----------------------------------------- P R O G R A M - A P P L I E D L 0 A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.068 -0.068 0.000 55.000 RDL RP2 -0.068 -0.068 55.000 110.000 COL RP1 -0.114 -0.114 0.000 55.000 COL RP2 -0.114 -0.114 55.000 110.000 SL RP1 -1.119 -1.119 0.000 55.000 SR RP2 -1.119 -1.119 55.000 110.000 RLL RP1 -0.457 -0.457 0.000 55.000 RLR RP2 -0.457 -0.457 55.000 110.000 W1R RP1 -0.251 -0.251 0.000 55.000 W1R RP2 -0.099 -0.099 55.000 110.000 W1R WP1 0.223 0.223 0.000 20.000 W1R WP2 0.070 0.070 0.000 20.000 W1L RP1 -0.099 -0.099 0.000 55.000 W1L RP2 -0.251 -0.251 55.000 110.000 W1L WP1 -0.070 -0.070 0.000 20.000 W1L WP2 -0.223 -0.223 0.000 20.000 W2R RP1 -0.352 -0.352 0.000 55.000 W2R RP2 -0.200 -0.200 55.000 110.000 W2R WP1 0.121 0.121 0.000 2.^,.000 W2R WP2 0.172 0.172 0.000 20.000 W2L RP1 -0.200 -0.200 0.000 55.000 W2L RP2 -0.352 -0.352 55.000 110.000 W2L WP1 -0.172 -0.172 0.000 20.000 W2L WP2 -0.121 -0.121 0.000 20.000 W5B RP1 -0.251 -0.251 0.000 55.000 W5B RP2 -0.099 -0.099 55.000 110.000 W5B WPl -0.085 -0.085 0.000 20.000 W5B WP2 0.085 0.085 0.000 20.000 W5F RP1 -0.099 -0.099 0.000 55.000 W5F RP2 -0.251 -0.251 55.000 110.000 W5F WP1 -0.085 -0.085 0.000 20.000 W5F WP2 0.085 0.085 0.000 20.000 W6B RP1 -0.352 -0.352 0.000 55.000 W6B RP2 -0.200 -0.200 55.000 110.000 W6B WP1 -0.186 -0.186 0.000 20.000 W6B WP2 0.186 0.186 0.000 20.000 W6F RP1 -0.200 -0.200 0.000 55.000 W6F RP2 -0.352 -0.352 55.000 110.000 W6F WP1 -0.186 -0.186 0.000 20.000 W6F WP2 0.186 0.186 0.000 20.000 EQR RP1 0.053 0.053 0.000 55.000 EQR RP2 0.053 0.053 55.000 110.000 EQL RP1 -0.053 -0.053 0.000 55.000 EQL RP2 -0.053 -0.053 55.000 110.000 RL1 RP1 -0.457 -0.457 0.000 50.000 RL2 RP1 -0.457 -0.457 50.000 55.000 RL2 RP2 -0.457 -0.457 55.000 90.333 RL3 RP2 -0.457 -0.457 90.333 110.000 LRD RP1 -1.678 -1.678 0.000 55.000 LRD RP2 -0.336 -0.336 55.000 110.000 RRD RP1 -0.336 -0.336 0.000 55.000 RRD RP2 -1.678 -1.678 55.000 110.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R COL01 0.191 0.000 0.000 20.000 W1R COL04 0.191 0.000 0.000 20.000 W1L COL01 -0.191 0.000 0.000 20.000 W1L COL04 -0.191 0.000 0.000 20.000 W2R COL01 0.191 0.000 0.000 20.000 W2R COL04 0.191 0.000 0.000 20.000 W2L COL01 -0.191 0.000 0.000 20.000 W2L COL04 -0.191 0.000 0.000 20.000 ----------------------------------------- U S E R - A P P L I E D L 0 A D S ----------------------------------------- Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description RDL COL01 0.000 -1.000 1.583 19.000 C-3 Eave Ext RDL SPAN2 0.000 -2.200 0.000 51.969 Crane-1 RDL SPAN3 0.000 -2.200 0.000 88.359 Crane-1 COL COL01 0.000 -1.000 1.583 19.000 C-4 Eave Ext SL CQLO1 0.000 -4.000 8.333 19.000 C-5 Eave Ext RLL COLO1 0.000 -1.000 2.583 19.000 C-6 Eave Ext W1R COLO1 0.000 1.000 -2.583 19.000 C-7 Eave Ext W1lL COLO1 0.000 1.000 -2.583 19.000 C-8 Eave Ext W2R COLO1 0.000 1.000 -2.583 19.000 C-9 Eave Ext t W21, COLO1 0.000 1.000 -2.583 19.000 C-10 Eave Ext W5B COLO1 0.000 1.000 -2.583 19.000 C-11 Eave Ext W5F COLO1 0.000 1.000 -2.583 19.000 C-12 Eave Ext w6B COLO1 0.000 1.000 -2.583 19.000 C-13 Eave Ext W6F COLO1 0.000 1.000 -2.583 19.000 C-14 Eave Ext EQR SPAN1 2.000 0.000 -0.000 5.000 C-1 SEISMIC EQL SPAN4 -2.000 0.000 0.000 105.000 C-2 SEISMIC RL1 COLO1 0.000 -1.000 2.583 19.000 C-15 Eave Ext LRD COL01 0.000 -4.000 8.333 19.000 C-16 Eave Ext C2OL SPAN2 0.000 -14.200 0.000 51.969 Crane-1 C2OL SPANS 0.000 -5.200 0.000 88.359 Crane-1 C2OR SPAN2 0.000 -5.200 0.000 51.969 Crane-1 C2OR SPAN3 0.000 -14.200 0.000 88.359 Crane-1 C2LL SPAN2 0.000 1.200 0.000 51.969 Crane-1 C2LL SPAN3 -1.200 -1.200 0.000 56.300 Crane-1 C2LL SPAN3 -1.200 1.200 0.000 86.635 Crane-1 C2LL SPAN3 0.000 -1.200 0.000 88.359 Crane-1 C2LR SPAN2 0.000 -1.200 0.000 51.969 Crane-1 C2LR SPAN3 1.200 1.200 0.000 56.300 Crane-1 C2LR SPAN3 1.200 -1.200 0.000 86.635 Crane-1 C2LR SPAN3 0.000 1.200 0.000 88.359 Crane-1 ----------------------------------------- L 0 A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW + RDL + COL + SL + SR 2) 1.00 SW + RDL + COL + RLL + RLR 3) 1.33 SW + RDL + 1.30WlL 4) 1.33 SW + RDL + 1.30W2L 5) 1.33 SW + RDL + 1.30WlR 6) 1.33 SW + RDL + 1.30W2R 7) 1.33 SW + RDL + COL + 0.50SL + O.50SR + 1.30WlL 8) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W2L 9) 1.33 SW + RDL + COL + O.50SL + O.50SR + 1.30WlR 10) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W2R 11) 1.33 SW + RDL + COL + SL + SR + 0.65W1L 12) 1.33 SW + RDL + COL + SL + SR + 0.65W2L 13) 1.33 SW + RDL + COL + SL + SR + 0.65W1R 14) 1.33 SW + RDL + COL + SL + SR + 0.65W2R 15) 1.33 SW + RDL + 1.30W5B 16) 1.33 SW + RDL + 1.30W6B 17) 1.33 SW + RDL + 1.30W5F 18) 1.33 SW + RDL + 1.30W6F 19) 1.33 SW + RDL + COL + O.50SL + 0.50SR + 1.30W5B 20) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W6B 21) 1.33 SW + RDL + COL + 0.50SL + O.50SR + 1.30W5F 22) 1.33 SW + RDL + COL + 0.50SL + O.50SR + 1.30W6F 23) 1.33 SW + RDL + COL + SL + SR + 0.65W5B 24) 1.33 SW + RDL + COL + SL + SR + 0.65W6B 25) 1.33 SW + RDL + COL + SL + SR + 0.65W5F 26) 1.33 SW + RDL + COL + SL + SR + 0.65W6F 27) 1.00 SW + RDL + COL + RL1 + RL3 28) 1.00 SW + RDL + COL + RL2 29) 1.00 SW + RDL + COL + RL1 + RL2 30) 1.00 SW + RDL + COL + RL2 + RL3 31) 1.00 SW + RDL + COL + LRD 32) 1.00 SW + RDL + COL + RRD 33) 1.33 1.05SW + 1.05RDL + 1.05COL + 0.20SL + 0.20SR + 0.71EQL 34) 1.33 1.05SW + 1.05RDL + 1.05COL + 0.20SL + 0.20SR + 0.71EQR 35) 1.33 0.85SW + 0.85RDL + 0.36EQL 36) 1.33 0.85SW + 0.85RDL + 0.36EQR 37) 1.00 SW + RDL + COL + 0.75SL + 0.75SR + C2OL + C2LL 38) 1.00 SW + RDL + COL + 0.75SL + 0.75SR + C20L + C2LR 39) 1.00 SW + RDL + COL + 0.75SL + 0.75SR + C2OR + C2LL 40) 1.00 SW + RDL + COL + 0.75SL + 0.75SR + C2OR + C2LR 41) 1.00 SW + RDL + 0.50WlR + C2OL + C2LR 42) 1.00 SW + RDL + O.50WlR + C2OR + C2LR 43) 1.00 SW + RDL + 0.50WlL + C20L + C2LL 44) 1.00 SW + RDL + O.50WlL + C20R + C2LL Job : W5K0403A ARROWHEAD NUCOR BUILDING SYSTEMS Date: 06-21-05 Page: 1 Frame: LINE$ A,B,C,D,E By : BECKMANN File: F01 *** DESIGN SUMMARY REPORT *** -________________ ____________________________________________________________________________________________________________ { Built Up Rafter - RAF01 �V T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 F8.31 F8.31 W250 31 7 -10.2 0.04 169.5 0.76 0.66 0.79 31 1 39.58 0.77 1.09 1.09 2 F8.50 F8.50 W200 31 14 -8.5 0.02 324.9 0.93 0.93 0.95 31 8 22.61 0.84 0.71 0.71 Chkpt 1 7 8 19 Depth 26.62 26.81 27.00 Section I 1 1 2 1 ----- width thick Fy I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 8.0 0.3125 55.00 8.0 0.5000 55.00 web 0.2500 55.00 0.2000 55.00 B/R Flg 8.0 0.3125 55.00 8.0 0.5000 55.00 Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loa Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 F8.50 F8.50 W250 31 28 -4.2 0.01 -317.4 0.85 0.85 0.86 31 28 -49.91 0.96 1.55 1.55 2 F8.50 F8.50 W225 31 29 -10.5 0.02 -317.4 0.88 0.88 0.90 38 29 41.04 0.97 1.30 1.30 Chkpt 20 28 29 33 Depth 27.00 27.00 27.00 Section I 1 1 2 1 ____________________________________________________________________________________________________________________________________ width thick Fy j width thick Fy ____________________________________________________________________________________________________________________________________ T/L Flg 8.0 0.5000 55.00 8.0 0.5010 11.00 Web 0.2500 55.00 0.2250 55.00 B/R Flg 8.0 0.5000 55.00 8.0 0.5000 55.00 ____________________________________________________________________________________________________________________________________ Built Up Rafter - RAF03 T/L B/R T/L B/R Max _____________ SHEAR -__--_---__-__ Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 F8.31 F8.38 W225 31 34 -7.0 0.02 -211.6 0.84 0.83 0.84 32 34 29.77 0.80 0.83 0.91 2 F8.31 F8.31 W200 32 43 -1.2 0.00 165.4 0.82 0.69 0.82 31 41 10.58 0.40 0.31 0.31 Chkpt 34 40 41 46 Depth 26.69 26.66 26.62 Section I 1 1 2 1 ____________________________________________________________________________________________________________________________________ width thick Fy I width thick Fy T/L Flg 8.0 0.3125 55.00 l4 8.0 0.3125 55.00 Web 0.2250 55.00 0.2000 5500 B/R Flg 8.0 0.3750 55.00 8.0 0.3125 55..00 ------------------------------------------------____________________________________________________________________________________ Built Up Rafter - RAF04 T/L B/R T/L B/R Max _____________ SHEAR ______________ Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 F8.31 F8.31 W250 32 57 -4.6 0.02 -203.6 0.80 0.92 0.93 32 57 -40.68 0.79 1.12 1.12 2 F8.31 F8.31 W225 32 58 1.0 0.00 -203.6 0.82 0.96 0.96 32 58 25.81 0.69 0.73 0.73 Chkpt 47 57 58 67 Depth 26.62 26.62 26.62 section I 1 1 2 1 ------------------------------------------------------------------------------------------------------------------------------------ width thick Fy I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 8.0 0.3125 55.00 8.0 0.3125 55.00 Web 0.2500 55.00 0.2250 55.00 B/R Flg 8.0 0.3125 55.00 8.0 0.3125 55.00 ------------------------------------------------____________________________________________________________________________________ Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 F8.31 F8.50 W200 31 73 -52.7 0.49 -109.3 0.43 0.45 0.88 31 73 -6.36 0.24 0.43 0.49 Chkpt 68 73 nepth 12.81 26.81 Section ( 1 1 ------------------------------------------------------------------------------------------------------------------------------------ width thick Fy .___________________________________________________________________________________________________________________________________ T/L Flg ( 8.0 0.3125 55.00 Web 0.2000 55.00 `3/R Flg 8.0 0.5000 55.00 ____________________________________________________________________________________________________________________________________ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 F10.38 F10.38 W200 31 74 -77.7 0.54 0.0 0.00 0.00 0.54 31 74 0.00 0.00 0.00 0.00 Job : W5K0403A ARROWHEAD NUCOR BUILDING SYSTEMS Date: 06-21-05 Page: 2 Frame: LINES A,B,C,D,E By : BECKMANN File: F01 *** DESIGN SUMMARY REPORT *** ' d V Chkpt 74 78 Depth 16.00 16.00 Section I I .____________________________________________________________________________________________________________________________________ ` I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 10.0 0.3751 55.00 We 0.2000 55.00 -B/R Flg 10.0 0.3750 55.00 :____________________________________________________________________________________________________________________________________ Built Up Column - COL03 T/L B/R T/L B/R Max _____________ SHEAR ____-_________ Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R .____________________________________________________________________________________________________________________________________ 1 F8.38 F8.38 W200 32 79 -67.3 0.70 0.0 0.00 0.00 0.70 31 79 0.00 0.00 0.00 0.00 Chkpt 79 - 83 Depth 16.00 16.00 Section I 1 ____________________________________________________________________________________________________________________________________ width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 8.0 0.3750 55.00 Web 02000 55.00 B/R Flg 8.0 0..3750 55.00 ----------------------------________________________________________________________________________________________________________ Built Up Column - COL04 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'1 Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 F8.31 F8.25 W150 31 88 -17.0 0.11 132.8 0.75 0.68 0.81 31 88 7.73 0.70 0.57 0.54 Chkpt 84 88 Depth 12.56 26.56 Section 1 1 1 ____________________________________________________________________________________________________________________________________ width thick Fy ------------------------------------- T/L Flg I 8.0 0.3125 55.00 Web fl 0.1500 55.00 B/R Flg 8.0 0.2500 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 6696 Deflections (in): 10 yr Wind dx = -0.44 = H/ 473 WIND CASE 2 TO LEFT Crane dx = -0.32 = H/ 646 CRANE 2 LATERAL TO LEFT Seismic dx = 1.05 = H/ 196 SEISMIC TO RIGHT Maximum dx = 1.88 = H/ 110 SW+RDL+COL+LRD Maximum dy = -2.61 = L/ 220 @ MOD 1, SW+RDL+COL+LRD Max. Live dy = -2.35 = L/ 244 @ MOD 1, SW+RDL+COL+LRD NBP Light.Gage Analysis - OS X Version 6.140 10/28/04 AISI Spec Year = 1996 Input File:-/volumes/Macintosh-HD/Users/beckmann/Desktop/W5R0403A/GO1 Summary Report for project name: ARROWHEAD / BECKMANN l --Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos-M neg_M -T-----P-----V-----M------------------- 1 17.67 OBZ060 1 Yes Top 1 2 ----- 15.00 -0.474 0.00 1.27 4.20 -4.20 0.00 0.00 0.34 0.55 0.55 0.55 0.52 x 94.3 0.0 212.0 212.0 212.0 0.0 0.0 197.0 82.5 82.5 82.5 197.0 comb 1 0 1 2 1 0 0 1 2 2 2 2 2 18.00 OBZ060 2 Yes Top 2 3 15.00 15.00 -0.275 0.00 1.19 4.20 -4.20 0.00 0.00 0.32 0.40 0.40 0.40 0.51 x 124.8 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 1 0 1 2 1 0 0 1 1 1 1 1 3 18.00 08Z076 3 Yes Top 3 4 15.00 15.00 0.286 0.00 -1.40 8.08 -8.08 0.00 0.00 0.19 0.97 0.97 0.97 0.71 x 158.4 0.0 216.0 216.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 1 0 2 2 1 0 0 1 1 1 1 1 4 27.67 OBZ086 4 Yes Top 4 5 15.00 ----- -2.488 0.00 1.91 8.08 -8.08 0.00 0.00 0.18 0.98 0.98 0.98 0.68 x 177.7 0.0 0.0 0.0 0.0 0.0 0.0 15.0 201.4 201.4 201.4 201.4 comb 1 0 1 2 1 0 0 1 2 2 2 2 ===================--=== Maximum values on All Spans ======================== Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. -2.488 0.00 1.91 8.08 -8.08 0.00 0.00 0.34 0.98 0.98 0.98 0.71 x 177.7 0.0 0.0 0.0 0.0 0.0 0.0 197.0 201.4 201.4 201.4 201.0 span 4 0 4 4 4 0 0 1 4 4 4 3 comb 1 0 1 2 1 0 0 1 2 2 2 1 -------------- -----Support Connection Connection Codes: ------- ---------- ----- ------- ---------- ----- Support No. 1 2 3 4 5 WC WC WC WC WC Vertical Reactions: (kips) -------- ========= (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 1 -0.80 -2.46 -1.62 -3.31 -1.33 2 0.80 2.46 1.62 3.31 1.33 3 -0.56 -1.72 -1.13 -2.32 -0.93 4 0.56 1.72 1.13 2.32 0.93 Load Cases: Purlin spacing 6.00 O.C. Building Code: IBC/ASCE 7-98 Codes General Loads: Load Case Uniform Load (psf) Load Case Name 1 15.0 Pressure Wind Load 2 -15.0 Suction Wind Load 3 -15.0 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 90.00 0.00 90.00 17.67 1 2 Shear 90.00 0.00 90.00 18.00 1 3 Shear 90.00 0.00 90.00 18.00 1 4 Shear 90.00 0.00 90.00 27.67 2 1 Shear -90.00 8.00 -90.00 17.67 2 2 Shear -90.00 0.00 -90.00 18.00 2 3 Shear -90.00 0.00 -90.00 18.00 2 4 Shear -90.00 0.00 -90.00 19.67 2 1 Shear -90.00 0.00 -90.00 8.00 2 4 Shear -90.00 19.67 -90.00 27.67 Load Combinations: ---- ------------ Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 1 Y 1.33 1.30 0.00 wind Pressure 2 Y 1.33 0.00 1.30 Wind Suction 3 Y 1.33 0.91 0.00 Wind Pressure Deflection 4 Y 1.33 0.00 0.91 Wind Suction Deflection Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 3.69" Deflection limitations were applied to combinations 3-4 Total system weight = 314.77 lbs. Total system cost = 269.54 dollars *** Code C3.1.3 check failed - 0.8*longest span > shortest span General Notes: * Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 1996 AISI specification. Purlin Production List: ------ ---------- ---- ------ ---------- ---- Purlin Section Length 1 08Z060 18.92 2 08ZO60 20.50 3 08ZO76 20.50 4 OBZ086 28.92 Material Summary: -------- ------- -------- ------- Section Weight Cost Fy OBZ060 116.28 106.28 55.0 08Z076 76.47 64.09 55.0 08Z086 122.03 99.17 55.0 N COR B OLD I G SY5TE 1S JOB NUMBER: W51<0403A JOB NAME: ARROWHEAD ENGINEER: BECKMANN LEFTENDWALL WIND COLUMN LOADING., EAVE HEIGHT='; 00 WIND LOAD_ BOTTOM OF COLUMN= 000 F .x I PURLIN/JOIST DEPTH= 10.00 IN DISTANCE TO RIDGE= 55.00 FT' RIDGE HEIGHT= 24.58 FT. ROOF SLOPE_ 1.0:12 COLUMN# COLUMN SPACING: DISTANCE FROM LEFT: COLUMN HEIGHT: COLUMN LENGTH: TRIB.AREA: UNIFORM LOAD: MOMENT: END REACTION: 1 0.00 FT. 0.00 FT 18.67 FT. 18.67 FT. 12.42 FT 0.19 KLF 8.11 K-FT 1.74 K 2 24.83 FT. 24.83 FT. 20.74 FT 20.74 FT 25.00 FT. 0.38 KLF 20.16 K-FT 3.89 K 3 25+,17 FT 50.00 FT. 22.83 FT 22.83 FT 22.00 FT. 0.33 KLF 21.51 K-FT 3.77 K 4 68.83 FT 22.10 FT 22.10 FT 20.17 FT. 0.30 KLF 18.46 K-FT 3.34 K 5 21.50 FT. 90.33 FT 20.31 FT 20.31 FT 20.58 FT 0.31 KLF 15.91 K-FT 3.13 K 6 19.67 FT. 110.00 FT 18.67 FT 18.67 FT 9.83 FT 0.15 KLF 6.42 K-FT 1.38 K 4 . : L�\ 6/17/05 N 4� BI I CJIN Y T MS JOB NUMBER: W5K0403A JOB NAME: ARROWHEAD ENGINEER: BECKMANN h' RPHTENIPWA ' EAVE HEIGHT= 20.U0 FT.': WIND LOAD= 15.00 P8F BOTTOM OF COLUMN= 0.00 ET PURLIN/JOIST DEPTH= 10.00 IN. DISTANCE TO RIDGE= 66,66 FT RIDGE HEIGHT= 24.58 FT ROOF SLOPE= ft 1p_ COLUMN# COLUMN SPACING: DISTANCE FROM LEFT: COLUMN HEIGHT: COLUMN LENGTH: TRIB.AREA: UNIFORM LOAD: MOMENT: END REACTION: 1 0.00 FT. 0.00 FT 18.67 FT 18.67 FT. 9.83 FT 0.15 KLF 6.42 K-FT 1.38 K 2 1:9:6T FT. 19.67 FT. 20.31 FT. 20.31 FT. 20.58 FT. 0.31 KLF 15.91 K-FT 3.13 K 3 21:50 FT. 41.17 FT 22.10 FT 22.10 FT. 20.17 FT 0.30 KLF 18.46 K-FT 3.34 K 4 1$.83 FT. 60.00 FT. 22.83 FT 22.83 FT. 17.58 FT. 0.26 KLF 17.19 K-FT 3.01 K 5 �643 FT. 76.33 FT 21.47 FT 21.47 FT 16.33 FT 0.24 KLF 14.12 K-FT 2.63 K 6 4 6.3` FT. 92.67 FT 20.11 FT. 20.11 FT 16.83 FT. 0.25 KLF 12.77 K-FT 2.54 K 7 17.33 FT. 110.00 FT 18.67 FT 18.67 FT 8.67 FT 0.13 KLF 5.66 K-FT 1.21 K w 6/17/05 BEAMCOL I WSK0403A-ENDW4L WIND COLUMN. Load Combinations �c! Span and Loading Conditions • Member Length L ft. 22: 000 y_11 D7U0 „ 18r5804 1F:1l000 Unbraced Length-Major Ibx in. 265.20 252.84 222.96 0.00 Unbraced Length-Minor Iby in. 216.00 =- 252.84' , Y 22 fl:00 Cbx 1.00 1.00 1.00 1.00 Cby 1.00 1.00 1.00 1.00 Member braced against joint translation? ' " x Y:e'. Cmx i.000 1.000. 1:001�' :000 Cm 1. 001:000' 000' Kx Factor Kx 1:000 0Ei 10` tt00, Ky Factor Ky 1000 1�D(10 1 Ii00 104='E, �: npntshade�l°°°cells! Applied Loads X-axis Uniform Load(+Dn) kip/ft kip/ft 111:38 0 38 (i QO Y axis Uniform Load(+Dn) ki /ft ki /fti0 :IAO 0:00 z0:00 Axial Load(+P=C;P=T) P kipAM 7700° 40:00° :00 Mx End 1(+=Ten.on Bot) ft-kip �D.00 � A.11Q� 0410 � .�:00= Mx End 2(+=Ten.on Bot) ft-kip A.OQ = coo 0.00 0.00 Mx Interior(+=Ten.on Bot) ft-kip0.,,0 0.00� 0.00' t1.011 My End 1 (+=Ten.on Bot) ft-kip I1:QD = 0.00 00 �00: My End 2(+=Ten.on Bot) ft-kip to O.OQ� 1k `_ �. 90 My Interior(+=Ten.on Bot) ft-ki 1:0Q0310 .flQ Shear V kip 0:00 0.00 0001;0A' Stress Factor :00 1:00 I;00' 10? Design Results O.K. O.K. O.K. #N/A Material Information Maximum CSR 0.626 0.746 0.792 #N/A Section Built-Up(Y/N) Y: Y3. =ham If Hot-Roll,Fy= 0 =_ ,. 36 ,`', u6 Section Sizes:Enter Wideflan a Section Built-Up input: Fy= °S!i Total Depth d in. 12.000 J,~ 16:000 li%Q01 Flange Width b in. 8�0i10 Flange Thickness tf in. 0 0.37 03 Web Thickness tw in. 010 _ .200 0.1 Design Section Used for Final Design: B[.121.9 BI'1636 BU1626 #N/A Total Depth d in. 12.000 16.000 16.000 #N/A Flange Width b in. 8.000 10.000 8.000 #N/A Flange Thickness tf in. 0.250 0.375 0.313 #N/A Web Thickness tw in. 0.150 0.200 0.175 #N/A Wt.(plf) = 19.48 35.90 26.17 #N/A Total Flange Wt.(lbs.) = 301 538 316 #N/A Total Web Wt.(Ibs.) = 130 219 170 #N/A Final Design Loads Simple Span Moment Mx ft-kip 23.20 21.09 16.40 0.00 Simple Span Moment My ft-kip 0.00 0.00 0.00 0.00 Maximum Moment Mx ft-kip 23.20 21.09 16.40 0.00 Maximum Moment My ft-kip 0.00 0.00 0.00 0.00 Shear Va kip 4.20 4.00 3.53 0.00 Axial Pa kip 0.00 77.00 40.00 0.00 Material Yield Flange Yield Fyf ksi 55.00 55.00 55.00 36.00 Web Yield Fyw ksi 55.00 55.00 55.00 36.00 Deflection Results Simple Span Deflection Ox in. 0.45 0.11 0.10 #DIV/0! Simple Span Deflection Limit 1/ 592.37 2249.46 2288.66 #DIV/0! 6/21/05 WC1 NBP Light ,Gage Analysis - OS X Version 6.140 10/28/04 AISI Spec Year = 1996 Input File: /Volumes/Macintosh ED/Users/beckmann/Desktop/W5R0403A/GO2 Summary Report for project name: ARROWHEAD / BECXMANN J ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Length Sect. Grp. 7 Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M -T-----P-----V-----M------------------- 1 24.08 08Z071 1 Yes Top 1 2 ----- 15.00 -1.478 0.00 1.80 7.96 -7.98 0.00 0.00 0.30 0.89 0.89 0.89 0.75 x 126.9 0.0 289.0 289.0 289.0 0.0 0.0 274.0 115.3 115.3 115.3 274.0 comb 1 0 1 2 1 0 0 1 2 2 2 1 2 25.17 08ZO60 2 Yes Top 2 3 15.00 15.00 -0.936 0.00 1.66 7.98 -7.98 0.00 0.00 0.46 0.86 0.86 0.86 0.98 x 162.6 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 1 0 1 2 1 0 0 1 1 1 1 1 3 18.83 08Z060 3 Yes Top 3 4 15.00 15.00 -0.079 0.00 -1.20 4.75 -4.75 0.00 0.00 0.32 0.48 0.48 0.48 0.58 x 119.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 1 0 2 2 1 0 0 2 1 1 1 1 4 21.50 OBZ060 4 Yes Top 4 5 15.00 15.00 -0.539 0.00 -1.38 5.30 -5.30 0.00 0.00 0.38 0.53 0.53 0.53 0.65 x 117.3 0.0 258.0 258.0 258.0 0.0 0.0 243.0 243.0 243.0 243.0 243.0 comb 1 0 2 2 1 0 0 1 2 2 2 1 5 18.92 08Z060 5 Yes Top 5 6 15.00 ----- - -0.609 0.00 -1.43 5.30 -5.30 0.00 0.00 0.39 0.64 0.64 0.64 0.65 x 131.1 0.0 0.0 0.0 0.0 0.0 0.0 15.0 143.1 143.1 143.1 15.0 comb 1 0 2 2 1 0 0 1 2 2 2 1 =======---============== Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. -1.478 0.00 1.80 7.98 -7.98 0.00 0.00 0.46 0.89 0.89 0.89 0.98 x 126.9 0.0 289.0 0.0 0.0 0.0 0.0 15.0 115.3 115.3 115.3 15.0 span 1 0 1 2 2 0 0 2 1 1 1 2 comb 1 0 1 2 1 0 0 1 2 2 2 1 Support Connection Codes: ------- ---------- ----- ------- ---------- ----- Support No. 1 2 3 4 5 6 WC WC WC WC WC WC Vertical Reactions: (kips) ======== ========= (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 1 -1.14 -3.46 -2.61 -2.33 -2.82 -0.87 2 1.14 3.46 2.61 2.33 2.82 0.87 3 -0.80 -2.42 -1.82 -1.63 -1.97 -0.61 4 0.80 2.42 1.82 1.63 1.97 0.61 Load Cases: Purlin spacing 6.25 o.c. Building Code: IBC/ASCE 7-98 Codes General Loads: Load Case Uniform Load (psf) Load Case Name 1 15.0 Pressure Wind Load 2 -15.0 Suction Wind Load 3 -15.0 Edge Suction wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 93.80 0.00 93.80 24.08 1 2 Shear 93.80 0.00 93.80 25.17 1 3 Shear 93.80 0.00 93.80 18.83 1 4 Shear 93.80 0.00 93.80 21.50 1 5 Shear 93.80 0.00 93.80 18.92 2 1 Shear -93.80 8.00 -93.80 24.08 2 2 Shear -93.80 0.00 -93.80 25.17 2 3 Shear -93.80 0.00 -93.80 18.83 2 4 Shear -93.80 0.00 -93.80 21.50 2 5 Shear -93.80 0.00 -93.80 10.92 2 1 Shear -93.80 0.00 -93.80 8.00 2 5 Shear -93.80 10.92 -93.80 18.92 Load Combinations: Act. All. Load Case No. Load Combination Name # 7 Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressure 2 Y 1.33 0.00 1.30 Wind Suction 3 Y 1.33 0.91 0.00 Wind Pressure Deflection 4 Y 1.33 0.00 0.91 Wind Suction Deflection Deflection Limitations: ---------- ----------- ---------- ----------- The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 3.36" Deflection limitations were applied to combinations 3-4 Total system weight = 363.26 lbs. Total system cost = 326.17 dollars ----- ------ ---- ----- ------ ---- *** Code C3.1.3 -check failed - 0.8*longest span > shortest span General Notes: * Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 08ZO71 25.33 2 OBZ060 27.67 3 OBZ060 21.33 4 08Z060 24.00 5 08ZO60 20.17 Material Summary: Section Weight Cost Fy OBZ060 274.84 251.21 55.0 NBP Light Gage Analysis - OS X Version 6.140 10/28/04 AISI Spec Year = 1996 Input File: /Volumes/Macintosh HD/Users/beckmann/Desktop/W5R0403A/G02A Summary Report for project name: ARROWHEAD / BECKMANN t o ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp. 7 Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M _T-----P-----V-----M___________________ 1 24.08 08Z071 I Yes Top 1 2 ----- 15.00 -1.174 0.00 1.78 8.88 -8.88 0.00 0.00 0.30 0.79 0.79 0.79 0.85 x 115.3 0.0 289.0 289.0 289.0 0.0 0.0 274.0 274.0 274.0 274.0 274.0 comb 1 0 1 2 1 0 0 1 1 1 1 1 2 25.17 OBZ071 2 Yes Top 2 3 15.00 ----- -1.578 0.00 1.83 8.88 -8.88 0.00 0.00 0.31 0.90 0.90 0.90 0.84 x 174.4 0.0 0.0 0.0 0.0 0.0 0.0 15.0 186.0 186.0 186.0 15.0 comb 1 0 1 2 1 0 0 1 2 2 2 1 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. -1.578 0.00 1.83 8.88 -8.88 0.00 0.00 0.31 0.90 0.90 0.90 0.85 x 174.4 - 0.0 0.0 289.0 289.0 0.0 0.0 15.0 186.0 186.0 186.0 274.0 span 2 0 2 1 1 0 0 2 2 2 2 1 comb 1 0 1 2 1 0 0 1 2 2 2 1 ---------------------------------------------------"--------'------------- Support Connection Codes: Support No. 1 2 3 WC WC WC Vertical Reactions: (kips) (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 1 -1.04 -3.60 -1.12 2 1.04 3.60 1.12 3 -0.73 -2.52 -0.78 4 0.73 2.52 0.78 Load Cases: Purlin spacing 6.00 o.c. Building Code: IBC/ASCE 7-98 Codes General Loads: Load Case Uniform Load (psf) Load Case Name 1 15.0 Pressure Wind Load 2 -15.0 Suction Wind Load 3 -15.0 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 90.00 0.00 90.00 24.08 1 2 Shear 90.00 0.00 90.00 25.17 2 1 Shear -90.00 8.00 -90.00 24.08 2 2 Shear -90.00 0.00 -90.00 17.17 2 1 Shear -90.00 0.00 -90.00 8.00 2 2 Shear -90.00 17.17 -90.00 25.17 Load Combinations: = Act. All. Load Case No. Load Combination Name # 7 Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressure 2 Y 1.33 0.00 1.30 Wind Suction 3 Y 1.33 0.91 0.00 Wind Pressure Deflection 4 Y 1.33 0.00 0.91 Wind Suction Deflection Deflection Limitations: ---------- ----------- ---------- ----------- The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 3.36" Deflection limitations were applied to combinations 3-4 Total system weight = 180.61 lbs. Total system cost = 153.13 dollars General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. • All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 O8Z071 25.33 2 08Z071 26.42 Material Summary: -------- ------- Section Weight Cost Fy OSZ071 160.61 153.13 55.0 NBP Light Gage Analysis - OS X Version 0140 10/28/04 AISI Spec Year = 1996 Input File: /Volumes/Macintosh HD/Users/beckmann/Desktop/W5K04 0 3A/GO 2B Summary Report for project name: ARROWHEAD / BECKMANN � ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M _T-----P-----V-----M___________________ 1 18.83 OBZ060 1 Yes Top 1 2 ----- 15.00 -0.616 0.00 1.35 4.74 -4.75 0.00 0.00 0.37 0.63 0.63 0.63 0.58 x 95.4 0.0 226.0 226.0 226.0 0.0 0.0 211.0 83.5 83.5 83.5 211.0 comb 1 0 1 2 1 0 0 1 2 2 2 1 2 21.50 08ZO60 2 Yes Top 2 3 15.00 15.00 0.349 0.00 -1.26 4.78 -4.78 0.00 0.00 0.34 0.47 0.47 0.47 0.58 x 129.0 0.0 258.0 258.0 258.0 0.0 0.0 243.0 243.0 243.0 243.0 243.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 3 18.92 08Z060 3 Yes Top 3 4 15.00 ----- -0.628 0.00 -1.36 4.78 -4.78 0.00 0.00 0.37 0.64 0.64 0.64 0.59 x 131.1 0.0 0.0 0.0 0.0 0.0 0.0 15.0 143.1 143.1 143.1 15.0 comb 1 0 2 2 1 0 0 2 2 2 2 2 ======================== Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. -0.628 0.00 -1.36 4.78 -4.78 0.00 0.00 0.37 0.64 0.64 0.64 0.59 x 131.1 0.0 0.0 258.0 0.0 0.0 0.0 15.0 143.1 143.1 143.1 15.0 span 3 0 3 2 3 0 0 3 3 3 3 3 comb 1 0 2 2 1 0 0 2 2 2 2 2 ----------------------------------------------------------------------------- Support Connection Codes: ----'-- ---------- ----- ------- ---------- ----- Support No. 1 2 3 4 WC WC WC WC Vertical Reactions: (kips) ======== ========= (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 1 -0.85 -2.61 -2.62 -0.65 2 0.85 2.61 2.62 0.85 3 -0.59 -1.83 -1.83 -0.60 4 0.59 1.82 1.83 0.60 Load Cases: Purlin spacing 6.00 o.c. Building Code: IBC/ASCE 7-98 Codes General Loads: Load Case Uniform Load (psf) Load Case Name 1 15.0 Pressure Wind Load 2 -15.0 Suction Wind Load 3 -15.0 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 90.00 0.00 90.00 18.83 1 2 Shear 90.00 0.00 90.00 21.50 1 3 Shear 90.00 0.00 90.00 18.92 2 1 Shear -90.00 8.00 -90.00 18.83 2 2 Shear -90.00 0.00 -90.00 21.50 2 3 Shear -90.00 0.00 -90.00 10.92 2 1 Shear -90.00 0.00 -90.00 8.00 2 3 Shear -90.00 10.92 -90.00 18.92 Load Combinations: Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressure 2 Y 1.33 0.00 1.30 Wind Suction 3 Y 1.33 0.91 0.00 Wind Pressure Deflection 4 Y 1.33 0.00 0.91 Wind Suction Deflection Deflection Limitations: ---------- ----------- ---------- ----------- The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 2.87" Deflection limitations were applied to combinations 3-4 Total system weight = 189.54 lbs. Total system cost = 173.24 dollars ----- ------ ---- ----- ------ ---- General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. • All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 OBZ060 20.08 2 OBZ060 24.00 3 OBZ060 20.17 Material Summary: -------- ------- -------- ------- Section Weight Cost Fy OBZ060 189.54 173.24 55.0 NBP Light Gage Analysis - OS A Version 6.140 10/28/04 AISI Spec Year = 1996 Input File: /Volumes/Macintosh HD/Users/beckmann/Desktop/W5K0403A/G03 Summary Report for project name: ARROWHEAD / BECKMANN --Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length -Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos-M neg_M -T-----P-----V-----M------------------- 1 16.58 08Z060 1 Yes Top 1 2 ----- 15.00 -0.418 0.00 1.22 3.53 -3.53 0.00 0.00 0.33 0.53 0.53 0.53 0.44 x 93.6 0.0 199.0 199.0 199.0 0.0 0.0 184.0 81.9 81.9 81.9 184.0 comb 1 0 1 2 1 0 0 1 2 2 2 1 2 16.33 08Z060 2 Yes Top 2 3 15.00 15.00 -0.099 0.00 1.07 3.53 -3.53 0.00 0.00 0.28 0.33 0.33 0.33 0.43 x 103.7 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 1 0 1 2 1 0 0 1 1 1 1 2 3 16.33 08Z060 3 Yes Top 3 4. 15.00 15.00 -0.145 0.00 1.04 3.13 -3.13 0.00 0.00 0.27 0.28 0.28 0.28 0.39 x 92.3 0.0 196.0 196.0 196.0 0.0 0.0 181.0 181.0 181.0 161.0 181.0 comb 1 0 1 2 1 0 0 1 1 1 1 2 4 18.83 OSZ060 4 Yes Top 4 5 15.00 15.00 -0.275 0.00 1.20 4.10 -4.10 0.00 0.00 0.32 0.39 0.39 0.39 0.50 x 107.0 0.0 226.0 226.0 226.0 0.0 0.0 211.0 211.0 211.0 211.0 211.0 comb 1 0 1 2 1 0 0 1 1 1 1 1 5 21.50 08Z060 5 Yes Top 5 6 15.00 15.00 -0.445 0.00 1.37 5.42 -5.42 0.00 0.00 0.37 0.55 0.55 0.55 0.66 x 117.3 0.0 258.0 258.0 258.0 0.0 0.0 243.0 243.0 243.0 243.0 243.0 comb 1 0 1 2 1 0 0 1 1 1 1 2 6 19.67 08Z060 6 Yes Top 6 7 15.00 ----- -0.758 0.00 1.47 5.42 -5.42 0.00 0.00 0.40 0.71 0.71 0.71 0.66 x 129.7 0.0 0.0 0.0 0.0 0.0 0.0 15.0 141.5 141.5 141.5 15.0 comb 1 0 1 2 1 0 0 1 2 2 2 1 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. -0.758 0.00 1.47 5.42 -5.42 0.00 0.00 0.40 0.71 0.71 0.71 0.66 x 129.7 0.0 0.0 258.0 258.0 0.0 0.0 15.0 141.5 141.5 141.5 15.0 span 6 0 6 5 5 0 0 6 6 6 6 6 comb 1 0 1 2 1 0 0 1 2 2 2 1 Support Connection Codes: ------- ---------- ----- Support No. 1 2 3 4 5 6 7 WC WC WC WC WC WC WC Vertical Reactions: (kips) (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 7 1 -0.80 -2.29 -1.88 -2.14 -2.45 -2.85 -0.92 2 0.80 2.29 1.88 2.14 2.45 2.85 0.92 3 -0.56 -1.60 -1.31 -1.50 -1.71 -1.99 -0.65 4 0.56 1.60 1.31 1.50 1.71 1.99 0.65 Load Cases: Purlin spacing 6.25 o.c. Building Code: IBC/ASCE 7-98 Codes General Loads: Load Case Uniform Load (psf) Load Case Name 1 15.0 Pressure Wind Load 2 -15.0 Suction Wind Load 3 -15.0 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 93.80 0.00 93.80 16.58 1 2 Shear 93.80 0.00 93.80 16.33 1 3 Shear 93.80 0.00 93.80 16.33 1 4 Shear 93.80 0.00 93.80 18.83 1 5 Shear 93.80 0.00 93.80 21.50 1 6 Shear 93.80 0.00 93.80 19.67 2 1 Shear -93.80 8.00 -93.80 16.58 2 2 Shear -93.80 0.00 -93.80 16.33 2 3 Shear -93.80 0.00 -93.80 16.33 2 4 Shear -93.60 0.00 -93.80 18.83 2 5 Shear -93.80 0.00 -93.80 21.50 2 6 Shear -93.80 0.00 -93.80 11.67 2 1 Shear -93.80 0.00 -93.80 8.00 2 6 Shear -93.80 11.67 -93.80 19.67 Load Combinations: Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressure 2 Y 1.33 0.00 1.30 Wind Suction 3 Y 1.33 0.91 0.00 Wind Pressure Deflection 4 Y 1.33 0.00 0.91 Wind Suction Deflection Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 2.87" Deflection limitations were applied to combinations 3-4 Total system weight = 359.16 lbs. Total system cost = 328.28 dollars *** Code C3.1.3 check failed - 0.8*longest span > shortest span General Notes: • Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 OBZ060 17.83 2 08Z060 18.83 3 08Z060 18.83 4 OBZ060 21.33 NBP Lighti.Gage Analysis - OS X Version 6.140 10/28/04 AISI Spec Year = 1996 Input File: /Volumes/Macintosh HD/Users/beckmann/Desktop/W5KO403A/GO 3a Summary Report for project name: ARROWHEAD / BECKMANN --Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp. ? Type Lt Rt Lap Lap DiSpl. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M -T-----P-----V-----M------------------- 1 16.58 08Z105 1 No Top 1 2 ----- 15.00 -0.522 0.00 3.55 8.32 -8.32 0.00 0.00 0.20 0.63 0.63 0.63 0.46 x 79.9 0.0 199.0 199.0 199.0 0.0 0.0 184.0 44.0 44.0 44.0 32.0 comb 1 0 1 2 1 0 0 1 2 2 2 1 2 16.33 08Z105 2 No Top 2 3 15.00 15.00 -0.080 0.00 3.11 8.32 -8.32 0.00 0.00 0.18 0.34 0.34 0.34 0.38 x 115.1 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 1 0 1 2 1 0 0 1 1 1 1 1 3 16.33 OBZ105 3 No Top 3 4 15.00 15.00 -0.123 0.00 3.07 7.63 -7.63 0.00 0.00 0.18 0.29 0.29 0.29 0.34 x 92.3 0.0 196.0 196.0 196.0 0.0 0.0 181.0 181.0 181.0 181.0 181.0 comb 1 0 1 2 1 0 0 1 1 1 1 1 4 18.83 OBZ105 4 No Top 4 5 15.00 15.00 -0.329 0..00 3.25 10.43 -10.43 0.00 0.00 0.19 0.48 0.48 0.48 0.52 x 101.0 0.0 226.0 226.0 226.0 0.0 0.0 211.0 211.0 211.0 211.0 211.0 comb 1 0 1 2 1 0 0 1 1 1 1 1 5 21.50 08Z105 5 No Top 5 6 15.00 15.00 -0.568 0.00 3.41 13.74 -13.74 0.00 0.00 0.20 0.71 0.71 0.71 0.74 x 117.0 0.0 258.0 258.0 258.0 0.0 0.0 243.0 243.0 243.0 243.0 243.0 comb 1 0 1 2 1 0 0 1 1 1 1 1 6 19.67 08Z105 6 No Top 6 7 15.00 ----- -1.027 0.00 3.85 13.74 -13.74 0.00 0.00 0.22 0.90 0.90 0.90 0.71 x 142.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 190.0 190.0 190.0 15.0 comb 1 0 1 2 1 0 0 1 2 2 2 1 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. -1.027 0.00 3.85 13.74 -13.74 0.00 0.00 0.22 0.90 0.90 0.90 0.74 x 142.0 0.0 0.0 258.0 256.0 0.0 0.0 15.0 190.0 190.0 190.0 243.0 span 6 0 6 5 5 0 0 6 6 6 6 5 comb 1 0 1 2 1 0 0 1 2 2 2 1 Support Connection Codes: Support No. 1 2 3 4 5 6 7 WC WC WC WC WC WC WC Vertical Reactions: (kips) ======== ========= (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 7 1 -2.37 -6.66 -5.60 -6.02 -6.35 -7.26 -2.45 2 2.37 6.66 5.60 6.02 6.35 7.26 2.45 3 -1.66 -4.67 -3.92 -4.22 -4.45 -5.08 -1.72 4 1.66 4.67 3.92 4.22 4.45 5.08 1.72 Load Cases: Purlin spacing 6.25 o.c. Building Code: IBC/ASCE 7-98 Codes General Loads: Load Case Uniform Load (psf) Load Case Name 1 15.0 Pressure Wind Load 2 -15.0 Suction Wind Load 3 -15.0 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case 140. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 93.80 0.00 93.80 16.58 1 2 Shear 93.80 0.00 93.80 16.33 1 3 Shear 93.80 0.00 93.80 16.33 1 4 Shear 93.80 0.00 93.80 18.83 1 5 Shear 93.80 0.00 93.80 21.50 1 6 Shear 93.60 0.00 93.80 19.67 2 1 Shear -93.80 8.00 -93.80 16.58 2 2 Shear -93.80 0.00 -93.80 16.33 2 3 Shear -93.80 0.00 -93.80 16.33 2 4 Shear -93.80 0.00 -93.80 18.83 2 5 Shear -93.80 0.00 -93.80 21.50 2 6 Shear -93.80 0.00 -93.80 11.67 2 1 Shear -93.80 0.00 -93.80 8.00 2 6 Shear -93.80 11.67 -93.80 19.67 Concentrated: Load Span P V M x Case No. (k) (k) (k,ft) (ft) 1 1 0.00 1.50 0.00 2.67 1 1 0.00 1.50 0.00 14.67 1 2 0.00 1.50 0.00 2.17 1 2 0.00 1.50 0.00 14.17 1 3 0.00 1.50 0.00 2.17 1 3 0.00 1.50 0.00 14.17 1. 4 0.00 1.50 0.00 3.42 1 4 0.00 1.50 0.00 15.42 1 5 0.00 1.50 0.00 4.75 1 5 0.00 1.50 0.00 16.75 1 6 0.00 1.50 0.00 3.83 1 6 0.00 1.50 0.00 15.83 2 1 0.00 -1.50 0.00 2.67 2 1 0.00 -1.50 0.00 14.67 2 2 0.00 -1.50 0.00 2.17 2 2 0.00 -1.50 0.00 14.17 2 3 0.00 -1.50 0.00 2.17 2 3 0.00 -1.50 0.00 14.17 2 4 0.00 -1.50 0.00 3.42 2 4 0.00 -1.50 0.00 15.42 2 5 0.00 -1.50 0.00 4.75 2 5 0.00 -1.50 0.00 16.75 2 6 0.00 -1.50 0.00 3.83 2 6 0.00 -1.50 0.00 15.83 Load Combinations: Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressure 2 Y 1.33 0.00 1.30 Wind Suction 3 Y 1.33 0.91 0.00 Wind Pressure Deflection 4 Y 1.33 0.00 0.91 wind Suction Deflection Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 ydar maximum deflection = 2.B7" Deflection limitations were applied to combinations 3-4 ///���11 c /�cd Total system weight = 627.01 lbs. /" t Total system cost = 487.48 dollars ----- ------ ---- ----- ------ ---- *** Code C3.1.3 check failed - 0.8*longest span > shortest span General Notes: * Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 08Z105 17.83 2 OBZ105 18.83 3 08Z105 18.83 4 OBZ105 21.33 5 OBZ105 24.00 6 08Z105 20.92 Material Summary: -------- ------- -------- ------- Section Weight Cost Fy 08Z105 627.01 487.4E 55.0 NBP Light Gage Analysis - OS X Version 6.4140 10/28/04 AISI Spec Year = 1996 Input File: /Volumes/Macintosh HD/Users/beckmann/Desktop/W5K0403A/GJ1 r�jj,�, • l V Summary Report for project name: ARROWHEAD / BECKMANN ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp. 7 Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M -T-----P-----V-----M------------------- 1 18.00 0BC105 1 No Discr 1 2 ----- ----- -1.158 0.00 1.89 8.48 -8.48 0.00 0.00 0.11 0.67 0.67 0.67 0.65 x 111.6 0.0 216.0 111.6 111.6 0.0 0.0 216.0 90.0 90.0 90.0 111.6 comb 1 0 1 1 2 0 0 1 2 2 2 2 2 Discrete brace locations (ft. from left supp.) 7.50 12.00 ________________________ Maximum Values On All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. -1.158 0.00 1.89 8.48 -8.48 0.00 0.00 0.11 0.67 0.67 0.67 0.65 x 111.6 0.0 216.0 111.6 111.6 0.0 0.0 216.0 90.0 90.0 90.0 111.6 span 1 0 1 1 1 0 0 1 1 1 1 1 comb 1 0 1 1 2 0 0 1 2 2 2 2 Support Connection Codes: Support No. 1 2 WC WC Vertical Reactions: (kips) ________ _________ (negative reaction for gravity loads) Load Support No. Comb. 1 2 1 -1.89 -1.89 2 1.89 1.89 3 -1.32 -1.32 4 1.32 1.32 Load Cases: Purlin spacing 10.75 o.c. Building Code: IBC/ASCE 7-96 Codes General Loads: Load Case Uniform Load (psf) Load Case Name 1 15.0 Pressure Wind Load 2 -15.0 Suction Wind Load 3 -15.0 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 161.20 0.00 161.20 18.00 2 1 Shear -161.20 8.00 -161.20 10.00 2 1 Shear -161.20 0.00 -161.20 8.00 2 1 Shear -161.20 10.00 -161.20 18.00 Load Combinations: Act. All. Load Case No. Load Combination Name # 7 Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressure 2 Y 1.33 0.00 1.30 Wind Suction 3 Y 1.33 0.91 0.00 Wind Pressure Deflection 4 Y 1.33 0.00 0.91 Wind Suction Deflection Deflection Limitations: ---------- ----------- ---------- ----------- The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 2.40" Deflection limitations were applied to combinations 3-4 Total system weight = 92.70 lbs. Total system cost = 72.07 dollars ----- ------ ---- General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. • All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 08C105 18.00 Material Summary: -------- ------- -------- ------- Section Weight Cost Fy OBC105 92.70 72.07 55.0 A117 S Crane Beam Design Page 1 rsion 4.0 Date 16-Jun-2005 Copyright Nucor Building Systems, 2002 sign Report for project: CA1 ----------------------- ----------------------- put Crane Information --------------------- rane Description 5 Ton UHSG peration Pendant Operated ail Weight 30.00 lb/yd trong (x) and Weak (y) Axis Spans 29.00 ft, 29.00 ft earn End Bearing Length 0.25 in ridge Span 36.33 ft ertical impact factor 10.0% ateral force as % of load + trolley 20.0% ISE longitudinal force % of wheel loads 10.0% MAA/MBMA service class C ISC fatigue loading condition 2 Lifted Bridge Hoist & Num. Vert. load Horiz. Load Wheel Sep. between rane Load Weight Trolley Wheels per Wheel per Wheel Base cranes (tons) (lbs) (lbs) (per end) (lbs) (lbs) (ft) (ft) 1 5.0 5000 2000 2 7250 600 6.50 ------ Min Side Clearance (in) Min Vertical Clearance (in) rane (from center of rail) (from top of rail) 1 9.00 0.00 ximum Girder Force Information - NO DEAD LOAD ADDED ------------------------------ No. Wheels Dist. from Corr. Left on beam left supp. Reaction ax. Mx w/ impact = 91.16 k-ft 2 9.75 ft 8.94 k ax. Mx no impact = 82.88 k-ft 2 9.75 ft 8.12 k ax. My = 6.86 k-ft 2 9.75 ft 0.67 k ax. Shear w/ imp.= 14.16 k ax. Shear no imp.= 12.88 k Max. Column Load no impact = 12.88 k inimum Ix = 745.88 in^4 for deflection L / 600 inimum Iy = 41.15 in-4 for deflection L / 400 4 e M5 S Crane Beam Design Page 2 rsion 4.0 Date 16-Jun-2005 Copyright Nucor Building Systems, 2002 sign Report (Cont'd) for project: CA1 -------------------------------- -------------------------------- ane Girder Stress Information - DEAD + LIVE + IMPACT ----------------------------- ane Girder W16X67 Fy_bm = 50.0 ksi Wide Flange: stock item 11 cost per runway, per span $ 927.80 rehouse cost per runway, per span $1088.37 x (with vertical impact + dead load) = 99.26 k-ft x = 954.00 in^4 Iy_top = 59.42 in^4 x_top = 116.84 in^3 Sy-top = 11.61 in^3 x bot = 116.84 in^3 Ybar = 8.16 in ear Stress: v = 2.37 ksi Fv = 20.00 ksi -ok- nding Stress: bx_top = 10.19 ksi Fbx = 14.37 ksi -ok- bx_bot = 10.19 ksi Ft = 30.00 ksi -ok- by_top = 7.09 ksi Fby = 37.50 ksi -ok- ISC Formula H1-3 = 0.898 -ok- ximum wheel load with impact for sidesway web buckling = 50.0 kips -ok- flections: ertical = 0.453 in Horizontal = 0.603 in L / 600 = 0.580 in) (L / 400 = 0.870 in) -ok- d Bearing: ndplate Design --> Use a 12.0" x 1/2" full depth, 55.0 ksi yield, endplate. Weld: Vertical 3/16" fillet, continuous on both sides of beam web. Horizontal 1/4" fillet, along top and bottom flanges. earing Stiffener Design --> Use a pair of 5.0" x 1/2" full depth, 55.0 ksi yield, bearing stiffeners. Weld: Vertical 3/16" fillet, continuous on one side only. Horizontal 1/4" by 4.2" fillet along both sides, top and bottom. ximum Column Reactions (kips) ----------------------------- Dead Live Vert Live Vert ane Side Vert w/o impact w/ impact Lateral Longitudinal 1 1 2.2 12.9 14.2 1.1 1.5 2 2.2 4.7 5.2 1.1 1.5 ane Aux. Column Design Data (No Impact) : ---------------------------------------- Caused By V_1 V_r dV P Left Wheel Pos. No. of Wheels ase Causing Crane (k) (k) (k) (k) (from left, ft) Involved --------------- --------- ------ ------ ------ ------ --------------- ------------- ax. Axial 1 12.88 0.00 12.88 12.88 22.75 2 ax. Col. Moment 1 12.88 0.00 12.88 12.88 22.75 2 NUCOR BUILDING 8YSTNS JOB NAME: ARROWHEAD JOB NUMBER: W51<0403A ENGINEER: BECKMANN A TRIB.WIDTH TRIB.WIDTH INPUT VERTICAL LOADS: 22.83 EAVE EXTENSION (FT)= 2.00! ' DEAD LOAD ) = 0.14 GIRT OFFSET(IN)= 10.5 COLLATERAL LOAD (KIPS)= 0.23 DEAD LOAD (PSF)= 3 LIVE LOAD (KIPS)= 0.91 COLLATERAL LOAD (PSF)= 6 SNOW LOAD(KIPS)= 3.42 LIVE LOAD (PSF)= WIND LOAD (KIPS) _ -0.91 SNOW LOAD (PSF)= 5 WIND LOAD (PSF)_ - 0. TRIB.WIDTH TRIB.WIDTH MOMENT LOADS: 22.83 DEAD A (K - = " 0.23 COLLATERAL LOAD (KIP-FT)= 0.39 LIVE LOAD (KIP-FT) = 1.54 SNOW LOAD (KIP-FT) = 5.78 WIND LOAD (KIP-FT) = -1.54 6/17/05 Vol DRAFT COPY (3/21/03) CHECKLIST NYS BUILDING CODE(BC) Building: NYS FIRE CODE (FC) NYS PLUMBING CODE (PC) Location: ✓z p,A� /�� NYS MECHANICAL CODE (MC) NYS FUEL GAS CODE(FGC) Date: t129 7 NYS ENERGY CODE (ECC) Reviewer. '� Publication Date: May 2002 COMMERCIAL& 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.E 285 3 Separated or Non-Separated BC-302.3 18 Occupancies" 4 Occupancy BC-302 17 S I 5 Type of Construction BC-Table 601 81 2 6 No. of Sleeping Units/Level BC-202 14& No. of Units—Total 31 No. of Occupants BC-Table 1003.2.2.2 201 7 Covered Malls BC-402 33 Hi-Rise (75'Rule) BC-403 36 Atriums BC-404 37 E Basement Definition BG502.1 71 (See page 8 of this check list) Legend: NR = Not Required NS =Not Shown NA= Not Applicable 1.✓'�/+G►rJ �ti C�/"Cr.� ��cc��j 4n.�/ S�/�JC rJr:,/�5� Note: # Non-separated occupancies impose the most restrictive requirements JAM Pagel of 10 No. Topic Code Page Required Actual Section No. or Allowed 9. Heights & Building Areas Maximum Tabular Area BC-Table 503 72 Maximum Tabular Height BC-Table 503 72 /2 V e �,o Maximum Stories BC-Table 503 72 Mezzanines BC-505 73 10. Sprinkler System (water) BC-903 168 Basement Sprinkler BC-903.2.10.1 170 C�Z 4V Water Source Sprinkler BC-903.3.5 172 / Water Source Site FC-508.1 31 11. Frontage&Sprinkler Credits Area Modifications (calc.) BC-506 74 Height Modifications BC-504 73 12. 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 Max Aggregate Area BC-503.3 73 (Allowable Area/Fir. x No. of Stories up to 3 maximum) 13. Fire Apparatus Road FC-503.1 29 (150'rule) W. FC 548.5 3) 1.4. 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; JAM Page 2 of 10 No. Topic Code Page Required Actual Section No. or Allowed 15. Fire Rated Construction Incidental Use Areas BC-Table 302.1.1 17 , _ 4 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 16. Space 4#,L 4cceo,44wi tc- 1Zoe� 25P Min. Rm. Dimensions 'r, V- BC-1207.1 251 Min. Ceiling Height BC-1207.2 251 17. Ventilation (Nat. or Mech.) BC-1202.1 249 18. Light(Nat. or Mech.) BC-1204.1 250 (� 19. Exits !",,"eft CA(- 1OD`j.Z.Z.t at la Occupancy Load BC Table 1003.2.2.2 201 One Exit Permitted BC Table1005.2.2 224 Stair Enclosure BC-1005.3.2 224 Emergency Egress BC-1009.1 235 Distance of Travel BC-Table 1004.2.4 220 Aisle Width BC-1004.3.1.1 221 yyy yg Corridor Width BC-1004.3.2.2 221 Capacity of Exits (calcj BC-Table 1003.2.3 202 Corridor Wall Fire Rating BC-Table1004.3.2.1 222 Corridor Dead End BC-1004.3.2.3 222 Door Width BC-1 003.3.1.1 208 Door Swing BC-1003.3.1.2 208 Panic Hardware BC-1003.3.1.9 213 20. 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 BC-1003.3.3.11 215 Gins I be /6D3,3,2./ — .26C MaV Oise 12 JAM Page 3 of 10 No Topic Code Page Required Actual Section No. or Allowed 1. Structural Snmw�oading—Ground BC Fig 1608.2 296 Snow Loading—Roof(calc.) ASCE 7-98 Drifting Snow BC-1608.7 295 Ponding BC-1608.3.5 295 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 22. Interior Finishes BC-Table 803.4 161 23. Swimming Pools BC-3109 629 24. Sun Rooms BC Appendix 1 693 25. Electrical Exit Lights or Signs BC-1003.2.10 203 Emergency Lights BC-1003.2.11.2 204 Emergency Power BC-2702 611 General Lighting-Exits-Stairs BC-1003.2.11 204 26. HC ACCESS Exempt Buildings BC-1104.4 238 Parking BC-Table 1106.1 239 Route BC-1104.1 238 Entrance BC-1105.1 239 #of Sleeping Rooms BC-Table-1107.6.1.1 241 #of Dwelling Units BC-1107.6.2 241 Toilet Facilities BC-1109.2 244 � Service Counters BC-1109.12.3 246 r Areas of Refuge BC-1003.2.13.5 207 Signage >�-��j,l J�4,��, Ccel� is'k Supplemental HC Req'mts Appendix E 681 27. SPECIAL INSPECTIONS BC-1704 379 Notes: JAM pis Llt a V,4TOP-ct5 61,Xr Va"j- Page 4 of 10 No. Topic Code Page Required Actual Section No. or Allowed 28. Fire Protection Equipment Central Station Monitoring FC-901.9 52 Sprinkler Systems FC-903 55 Other Extingushing Syst. FC-904 59 Kitchen Hood Extinguisher FC-609.8 41 Standpipe Systems FC-905 62 Fire Extingushers FC-906 64 Fire Alarm Systems & SD FC-907.2 66 Fire Alarm Boxes+2alef FC-907.4.1 9'07-9 72,73 Smoke Detection FC-907.2.10 68 c!ZA. Hi-Rise Fire Safety FC-907.2.12 69 L Visible Alarms FC-Table 907.10.1.2 73 Smoke Control FC-909 75 Smoke Vents FC-910 82 Fire Pumps FC-913 85 serneti�s FC-903.1,fa 1 S� 29. Plumbing Code Fixture Coun t PC-Table 403.1 21 �A)KS-QrWCt �x� Water S�UppIY 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: JAM Page 5 of 10 No. Topic Code Page Required Actual . Section No. or Allowed 30. 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 MG-507 37 Kitchen Make-Up Air MC-508 39 Chimney Termination MC-Table 511.2 41 Air Plenums MC-602 47 Fire& Smoke Dampers MC-607.5.1 52 Combustion Air MC-701 55 Confined Spaces-Def. MC-202 5 31. 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 32. Energy 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 Notes: ! L�� ' "� �•�'� Ce JN�� S�►stAc( /r� JAM 00 �� �,�� %0 �aa���� Page 6 of 10 LIST OF CALCULATIONS THAT MAY BE REQUIRED FOR A COMPLETE CODE REVIEW. 1. Area 1perease Based Upon Frontage And Sprinkler Increase. Frontage-Increase: If= 100(F/P-0.25)W= Answer in % 30 Note: If= 75%when 4 sides accessible&water available Allowable Area: Aa=A, + ( x I )+LAt b x 1�=Answer in Square Feet (BC—Pg. 74) 100 100 2. Exit Capacity Calculations (Table 1003.2.3XBC-Pg. 202) (Occupancy Load for Exit)x(Egress Width per Occupant)= (Required Width) 3. Snow Loading Calculations. (ASCE 7-98)(Eq. 7-1)(pg-69)& (Eq. 7-2)(pg-70) (ASCE=American Society of Civil Engineers) Pf=0.7C.CjP9= Flat Roof Snow Load Where: Pf= Flat Roof Snow Load (Calculated Above,Answer in#per SF) C. = Exposure Factor (BC-Table 1608.3.1)(Pg. 297) Cf=Thermal Factor (BC Table 1608.3.2)(Pg.297) 1 = Importance Factor (BC-Table 1604.5)(Pg. 287) P9= Ground Snow Load (BC Fig. 1608.2)(Pg. 296) PS=CSPf=Sloped-Roof Snow Load Where: PS = Sloped-Roof Snow Load CS= Roof Slope Factor (ASCE 7-98)(Pg. 70) 4. Wind loading calculations. (Refer to Chapter 6 of ASCE 7-98) 5. Seismic Calculations. (See page 10 of this list) 6. COMCheck calculations (For verification of compliance with the Energy Code) JAM Page 7 of 10 8. GRADE PLANE: A reference plane representing the average of finished ground level adjoining the building at exterior walls.Where the finished ground level slopes away from the exterior walls, the reference plane shall be established by the lowest points within the area between the building and the lot line or,where the lot line is more than 6 feet from the building, between the building and a point 6 feet from the building. 9. MEZZANINE: An intermediate level or levels between the floor and ceiling of any story with an aggregate floor area of not more than 1/3rd of the area of the room or space in which the level or levels are located. (Mezzanine area does not contribute to the building area or the height in stories but does contribute to the fire area, aggregate area). 10. SMOKE BARRIER: A continuous membrane, either vertical or horizontal, such as a wall, floor, or ceiling assembly,that is designed and constructed to restrict the movement of smoke. (Required to have a 1 hr. Are rating). 11. STORY ABOVE GRADE PLANE: Any story having its finished floor surface entirely above grade plane, except that a basement shall be considered as a story above grade plane where the finished surface of the floor above the basement is: 1. More than 6 feet above grade plane or 2. More than 6 feet above the finished ground level for more than 50%of the total building perimeter or 3. More than 12 feet above the finished ground level at any point. JAM Page 9 of 10 SCHODER RIVERS Prospect's Rise Professional Offices 2315-2 Route 9N ASSOCIATES Lake George, NY 12845 Consulting Engineers, P.C. Tel. (518) 668-2918 Fax (518) 668-2919 Town of Queensbury August 2, 2005 Community Development Department SRA#04-488 742 Bay Road Queensbury, NY 12804 Re: Arrowhead Equipment Attn: Dave Hatin Dear Dave, Schoder Rivers Associates has been retained by Arrowhead Equipment to provide design and construction phase services for the new addition to their existing facility on Luzerne Road in Queensbury, NY. As part of these services, we will be providing construction review and inspection services for the erection of the Pre-Engineered Metal Building Frame and components. In accordance with our telephone conversation Arrowhead Equipment will be hiring contractors to install both a fire alarm system and a sprinkler system. Drawings will be submitted to the Town of Queensbury Building Department prior to the installation of these systems. If you have any questions regarding this project please do not hesitate to call the undersigned at 668-2918, Ext. 3. Sincerely, Shaun M. Rivers, PE Principal ARROWHEAD EQUIPMENT INC. 106 LUZERNE ROAD OUEENSHDRY NY 12004 Phone- (518) 793-2265/Fax: (518)793-2!i97 PEFCDUIPMENT, INC. ** PURCHASE ORDER * Order Nlsm : 9499 Reference:OPEN PURCHASE ORDXR Page 1 Order Date: 14-Jul-05 Supplier: 3148 Ship to: CONSTRUCTION TECHNOLOGY ARROWHEAD EQUIPMENT INC. INSPECTION & TESTING DIVISION 106 LUZERNE ROAD BALLSTON LAKE NY 12019 QUEENSBURY NY 12804 Phone: 518-399-1848 Fax:518-399-1913 Ship via: OPEN PURCHASE ORDER FOR ONGOING TECHNICIAN SERVICES, LABORATORY TESTING SERVICES AND EQUIPMENT CHARGES FCR BUILDING PROJECT AT ARROWHEAD EQUIPMENT 106 LUZERNE ROAD QUEENSPURY NY 12604 Ordered by: NLG Order Total : ti 0 . 00 **P:,EASE CONFIRM THIS ORDER VIA FAX OR PHONE** 'CONSTRUCTION TECHNOLOGY INSPECTION & TESTING DIVISION, P.D.&T.S., INC. 4 William Street, Ballston Lake,New York 12019 Phone:(518)399-184"5 rax: (5 is) 399-1913 July S, 2005 ARRI OWHEAD EQUIP�4IENT, INC. 106 Luzeme Road yucensburf, `yew York 12004 Att`n: Mr. William Ehlert Re: ADDS/ALTS: ARROWHEAD EQUIPMENT, QUEENSBUR`;{, NEW YOR Construction Materials Inspection and Testing Services Dear Mr. Ehlert, CONSTRUCTION TECHNOLOGY is pleased to submit the following fee schedule and proposal to provide all necessary labor, equipment, tools, and supplies to complete the constniction materials inspection, testing and laboratory evaluations required of the referenced project. From our conversation, we anticipate lour Services may include: I, FIELD SERVICES: [[�� JVIL (ILLS tll�TD BACK ILLS. Services of a Senior Materials Technician to provide onsite loll compaction verification. Testing and evaluation of fill and backfill materials shah be in accordance wit;, ASTwI 1�-1550: Sand Cone Method or AST1 D-2922: °nuclear vauge Density iviethod. Pl^.�RTLA��D CEMENT C7NCRE T E: Services of a Senior Materials T echnician, certified as iequireu -n AS l lvf -,_7t, by iuc t%mericari Concrete Institute o vrade I, Field Technician. Sem,iees sh:.11 include tests for slump, entrained air, temperatures, unit weight/vield and fabrication of test specimens. Recordation of placement shall be in accordance with applicable ASTM Standards and ACI Specifications. * Concrete test cylinder and construction materials pickup. 'Technician hourly rate for above listed services S 23.50 Transportation per mile portal-to-portal 0.35 II. LABORATORY SERVICES: Soil Particle Size Analysis (Sieve Analysis), per sample S 35.00 Soil Moisture/Density Relation (Proctor), per sample 65.00 t.:ompression Test of Concrete Test Cylinders,per cylinder 7.50 III. EQUIPMENT CHARGES: Nuclear Soil/Asphalt Density Gauge, per day $ 35.00 All listed fees INCLUDE administrative review and typed report distribution to our client and those parties designated by project specification. July 8, 2005 ARROWHEAD EQUIPMENT, INC. Re; ADDS/ALTS: ARROWHEAD EQUIPMENT, QUEENSBURY, NEW YORK CONSTRUCTION TECHNOLOGY also provides other forms of testing and inspection services. Should there be requirements other than those listed, please allow us to modify this proposal or resubmit a suitable proposal for additional work. We appreciate your interest in our firm. We look forward to serving the construction materials inspection, testing and laboratory requirements of ARROWHEAD EQUIPMENT, INC. If there are any questions, or when we may be of assistance,please contact this office immediately. Respectfully, CONSTRUCTION TECHNOLOGY Tom os in, S.E.T. (NICET) Manager Technical Services 6"c>D q - '�:) -�� 7 P.O. Box 508 BURNT HILLS, N.Y. 12027 (518)885-1 1 15 FAX (518)885-0526 June 23, 2006 Mr. Michael J. Palmer Fire Marshal Town of Queensbury,NY 12804-5902 Re: Installation of the wet pipe sprinkler system for the addition and modification the Arrowhead Equipment Inc facility located at 106 Luzerne Rd. Sir: The installation of the wet pipe system for the above mentioned job is in operation as of this afternoon and all the work is in accordance with NFPA-13-99 as recognized by New York State Building Codes. As per our conversation the existing roof area was place in service on 3-17-06. The new paint booth is in operation at this time. The existing office is activated except for a newly proposed bath room(the existing area is protected)and this area with be handle as a modification to the completed job. The existing paint booth is completed as of 6-21-06. If you have any questions please do not hesitate to contact me. James M. Fantauz President Cc/William J. Ehlert CD 9 P-3 -t— c-j 4Ei?T-Ek cj EEL c.4 E—k+F:j rvk c-- r-t L-t L.3 fT-k -I t -t cj h, N P �:N UP-1, -RSI ltuiluN 9�01. SuA I BUOINT HILS N.Y 2227 T a Q 4f iD f f. + -ra So.4 7in 0-vt I L 0; Ml- loc,w Vk n "D L] ��9--n >1 'ca -F I��VD I— -I VI --:k r-h CJ ��C:1-Es � E-:s ~ job N0 : 793 ArrowHead Eouhment 'eszgn density : .2� Mopkad flow and oressure is nased on 4m . 77 psi avaAaoLe at supoiy ( 68 .06 os! is actuallv available � S+ . PRESSURE k FLUw Percent Ref , t . Pt P" Pn Factor Actual Minimum Excess Wt . === ====== ===== ====== ======= ====== ======= ======= === 01 40 .77 5 ,00 20 .0 20 .0 0 .0% M01 la .76 L� . 76 5 .s0 2o .0 20 .0 0 .0% S0� �2 12 .76 5 .wu LO .0 20 .(' 0 .0% WE 06 l= .95 12 .95 5 .60 20 , l 20 .0 0 .5% S03 04 13 .50 13 .59 5 .00 20 .6 20 .0 3 .V% bo4 05 WAS l4 .93 5 .60 21 ,6 20 .0 8 .0% 205 06 17 .25 17 .05 5 .60 23 .2 20 .0 10 .0% 6Ml 07 12 . 76 12 .76 5 .s0 20 .0 � ,- 20 ,0 1 .0% 307 08 12 .78 12 .78 5W d0 .0 20 .0 U .0% W8 09 1d .98 12 ,98 5 .60 20 . 1 20 .0 0 .5% S09 10 13 .62 13 .62 5 .60 20 .6 20 .0 3 .0% N10 11 14 .97 14 .97 5 .wO 21 .6 20 .0 8 .0% S1l 12 17 .29 17 .29 5 .6Q 21 .3 20 .0 10 .5% S12 13 11 . 79 12 .79 5 .60 20 .0 20 .0 0 .0% Sl3 14 1200 12 .80 5 .nu 20 .0 20 .0 0 ,0% S14 15 16 .00 13 .00 5 .60 20 ^2 20 .0 1 .0% S15 16 13 .67 1S .67 5 .60 20 .7 20 .0 3 .5% S16 17 0 .04 15 .04 5 .60 21 .7 20 .0 8 .5% SW is 17 .40 17 .4C 5 .w0 23 .1 20 .0 16 .5% =1 8 19 18 .66 A .66 5 .60 24 .2 20 .0 21 .0% S19 20 20 .63 20 .63 5 .60 M .4 00 .0 27 .0% 22C [alcs 5� : JMF Chec�eo : i � ' V9/05 Page : � �-- 'at� �ummary Przn�ou� +or Arrow�ead Euu�Pment 6vs�em :wet Drawzng : +o1-1 97� t-) P�4 C--� '�nczoa\ pa�h ' --------------------------------- 1,r Elev. Pressure msd k F\uw \gpm) Yelnc Oiam. Ac tirn F�t��r� ��al Frict.�oss Bev. Loss Nex+ Ref �. f�. F� pv Pn Factcn Aaded Toial -6De n. en m bummory Le,"gth Leopth Der.ft -------------- /l l4.0} 13.85 13.85 -17.9 2.82 l.6N 2.W) 7 8.N} 1�.O0 0,0l3 -0.13 -0�� (-2.0� /12.85 D0l )1 1L00 l2.85 l2.85 �j4.$J Of, 0 SV\ �| 16.C� 12.76 12 26,0 � l6.00 12.�� �2.76 5�VE 20.O 22.V 3.46 �.61V 10.V0 IV .0V O.V19 0.\9 12.95 � I�.00 12.95 12.95 5.�� 20.\ 42.1 6.62 1.�1V ��,S� |V.OV 0.O64 � i6.N0 13.59 l3.592V.6 62.7 9�� 161V 10.30 lV.00 V.134 � I6.00 17.25 O.25 5�� 23.2 iV7.6 16.91 1.60 47.00 T O.0V 55.00 0.3t3 19.99 37�� BOl '1 l6.00 37.24 3724 1O7.6 16.�� 1.6l0 2.0O T 8.00 1V.00 O.363 3.63 0.87 ( 2.00 >41.74 A01 '� \4.0o 41.74 41.74 �07.6 �.13 3�6V N.00 10.0V O.v12 0.12 4i.O5 A02 2 l4.V0 41.85 41�� 107,8 2|5.4 8.26 3.'_P 6 0.0V l0,00 0.042 0.42 42.28 A03 8 '4l0 42.2O 42�� ��.6 ��.V 12.42 3.�� �V.00 �O.00 V.09V �.9V 43.18 �4 4 1«.00 43.l8 43.1O 1 J � � �.7 �.7 \6.�� 3. 0 .W) 24.0 4t%.77 M0l -- t r- � tv DETh N'o.l f Ele`. Pressure `u F\ow (apm Vs uc O�am. Actua\ ing Fzttzng �ual Frzct�oss Loss Nex a� or AUaeo ��ai �fos m. Len to Summa v �en�t� Len th ��.fL ��a\ Psi (ft.) Prea Pt. � 14.00 13.86 13.O6 -17.9 ?.81 l.6�0 2.N) T 8�� 1V.00 0.0>3 -V.13 -0.87 (-2.0W }12.86 if c 2 16.00 l2.86 12 _6 O 3JN E 4�� 7.VO 0.0�3 -�.09 12.76 7 1L�0 12.76 12.76 560 E�.V 2.1 �.33 1.6�� \0.0O 10.00 0.�0 0.00 12.78 S08 3 16.00 �2.78 12.7O 5.6V 20.V 22.1 3.48 i£1V 1V�0 L�.*) :1 16,00 12.985t;'U" 2V,1 42.3 6.64 1.61V l�.0O 10.OV V.�4 0.64 13.62 Sl� 0 \�.0V �3.62 1362 5�� 2V.6 62.9 9�� i.6N \V.00 1VlN 0.135 1.35 14.97 S11 1 16.0O 14�V 14�� 5.60 21.6 84.5 13.29 1.6\0 �0.00 lV.00 0.232 2.�� 17^29 S12 � 16.O0 17.C9 1729 107.8 16.94 1.6 47.O0 T 8.04) 37.34 B - 37.34 37.34 107.8 16.94 �.6l0 2.00 7 8.m) �V.00 0.365 3.65 �.D7 ( 2.3V )41.85 �t �a ics 8v :�MF cxeopage �er �*3l�l�8* �'oercalc program ov Crowiev ����gn Grouo ^ ��^ 5� -�37-7�6� ��.' zuxxx�r� rr � nzou� ror *rrowHeacl men, ob ��stem :wet Draw� ng :fp �-1 973 'Ek xcl eo U? path No.' 'n, -Jed Total 4os (C=120} |� 14.00 l3.87l0.NJ 0.O12 4.0V 7.VO 0.O12 -V.09 i3 V. lC.79 �2.79 5.�� ��,0 2.7 0.42 \V.V0 i4 \6.00 12.8V l2.8� 5.60 20.S ��.7 3.5h \.6�0 N.00 10.00 �.02� O�8 �3JN S�5 ,5 l6.O0 13.0p l3.00 5.m) 2O.� 42.8 10.00 1�.hS �.Vo6 0.66 13.67 S1� .6 16.00 13.67 \3.67 5.6O 2O.7 63.5 9.98 1.6\0 0.V0 1�.0V 0.l37 i.37 15.04 Sl7 w2.3� 8 16.0O 17.44 L7.40 5.60 23. � lV8.6 �7.O7 1.6ff� 47.SV T �.3O 55�N 0.369 2V.32 37.72 B03 8 l6�� ��.72 37.72 1*B.6 17.07 l,u}u 2.00 T ��� �O.00 0.�69 3.�� t.87 � 2.W) /42.Llb H8 � 14.00 42.28 -^-^ ^^^^' PA AzD 44- F���r ,d b o th !i c,.� Pressure {osi/ K Flow (ODm) Velmc DIam. Actual F�tbr� Fdbng To1al Frc .Loss efi . f�. Pt Pv Pn �otor AUge� ��a\ �e m. Len tk Summary Lenpth Length ��.f{ Press Pt. 1 14.O0 13.85 13,85 � 17.9 O.69 3.�� \C.00 10.0} O.OVV 0. 13.86 CO2 2 14.00 13.8o 13.86 1.37 3.260 1O�0 iO�W 0.O02 0�� 13.87 CO3 3 \4.00 l3�� 13.87 L7.4 53.2 �2.04 3£6V 1O.00 \0.0V 0.003 �.CS 13.�� N 4 14.O0 i3.90 13.90 53.2 O.36 l.61O 2.0V T 8.J60�99 O.99 -O.87 (-2.00 )�4.C� O04 41 7.� 0�91; 9 �6.00 18.6� 0.66 5.60 24.2 77.3 12.15 1.61� U).0A 10�0 V.�97 1.97 20.63 S2V i�.15 1�0 �.0� T 8.� �.� �.3� 18.� 6c 8.14 4 102 . 2�0 �43.18 A0. 6�V , . . / 4 4 14.V0 43.1E -^-- ^-^ n + , LJ r'l Fv V — k3 F V M 0. !E;4_4 tzo n-k :i cl E-j 5r` NORTH EAST FIRE PROTECTION P; t-in BURNT t`LS N.Y �- 7 adCh� ,. S i -F°°:,, iY;.,,F� � .u. .,U.Y -:�:c �+._ 1 L,'GC: ------------------------------------------------------------------------------- e i qn Specifications Water SUDOW information Svstem Deikf•_4nd _=s'_?;-I Area : 20"00 _00 95 .00 r c i ._@ 1600 .00 gCi;li i<; 422 .4 r-2 .4 ,r;tee r'm ose -� ..t � Fi cy r n.ram �n dr. ems.: t M ® 14 { e E t t �t'---'i-4_1, .. E2 i Va � 1 : . 3`�, - rn so tea. 4F no A" y.r a- G.i=! m . 7 71 +� � Ilry LSt of Fitting Abbreviations 0 r '1 f_:. 1 G' _ ?r l......: n i_is.._._. _i..:' .`n conewescription _o+- e 0 F•=c'`._'` T n: -i ; arm ; :_ Butt - _ . a ... t Check Va Deluge �, _ _ CsaL , � � s •F Gneci (,-7 _ _ Page a 1 �4-Itmmmm�� � ^ CD P..> V L r I I a LesV- � �� ���1�ee � � �iww� . ` Joo No : 793 Arrowmead Equ�pment eszgn Censit; : .20 ' uPplied flow and oressure is based on 40 .21 psz availanle at suppiv ' 1o2 .99 osi is actuallv available > ef . PRESSURE K FLOW Percent Ref . t . P! Pv Pr Factor Actual Minimum Excess Pt . === ====== ===== ====== ======= ====== ======= ======= === 21 10 .84 10 .84 5 .60 18 .5 18 .0 2 .8% 821 E2 10 .39 10 .39 5 .00 18 . 1 1810 0 .6% S22 23 10 .28 10 .28 5 .60 18 .0 18 .0 0 .0% S23 24 10 .28 110 .28 5 .60 18 .0 18 .0 0 .0% S24 25 10 .43 10 .43 5 .60 18 . 1 18 .0 0 .0% S25 26 10 .96 10 .96 5 .60 18 .6 18 .0 3 .3% S26 27 10 .86 10 .86 5 .60 18 .5 18 .0 2 ,8% S27 28 10 .42 10 .42 5 .60 18 . 1 18 .0 0 .6% S28 29 10 .31 10 .31 5 .60 18 .0 18 .0 0 .0% S29 30 10 .31 10 .31 5 .60 18 .0 18 .0 0 .0% S30 31 10 .47 10 .47 5 .60 18 . 1 18 .0 0 .6% S31 32 10 .99 10 .99 5 .60 18 ,6 18 .0 3 .3% S32 33 10 .94 10 .94 5 .60 18 .6 18 .0 3 .3% S33 34 10 .50 10 .50 5 .60 18 .2 18 .0 1 . 1% S34 35 10 .40 10 .40 5 .60 18 . 1 18 .0 0 .6% 135 36 10 .40 10 .40 5 .60 18 . 1 18 .0 0 .6% SM 37 10 .55 10 .55 5 .60 18 .2 18 .0 1 . 1% S37 38 11 .08 11 .08 5 .60 18 .7 18 .0 3 .9% S38 39 11 .29 11 .29 5 .60 18 .8 18 .0 4 ,4% S39 40 11 . 13 11 . 13 5 .60 18 .7 18 .0 3 .9% S40 41 1l . 13 11 . 13 5 .60 18 .7 18 .0 3 .9% 541 42 11 .25 11 .25 5 .60 18 .8 18 .0 4 .4% S42 43 ll .72 11 .72 5 .60 19 .2 18 .0 6 .7% S43 - '.aics B' : JMF Checkef-- : 2 Ser :*3l0l68* Hvoercaic Program �� ��owle� Design Group , v215) -337-7V60 *�./ �ummary rr �ntout +or ArrowHea� Eou�pment zb No :713 ^ 11 /09/05 System :wet Drawzng : fo1-1 973 ^sk t 1-4 0A m f=emm E.:R� C3 mtD VD � � inczoal cadh as 0002 at Pt:A02. Path:3 at Pt:AV3. 'Path.4 at Pt-AQ4. Path:5 all Pt;AV9. Path;6 at Ftfl_DVi � Elev. Fressure (nsd K Flow ( pm> Yeioc Diam. Actual Fitting Fitting Total Frict.Luss Elev. Loss Next Ref ' ft. P1 Pv Pn Factor Added Total is in. Length Summary Length Length per.ft Total Psi (ft.) Press Pt. (0120) 21.00 13.27 13.27 02.9 8.3\ 1.610 210 T 8.0O 0.00 0192 -0,98 -0.87 (-2M )11.42 D01 23NO 11A2 11.42 02.9 821 100 25) E No 6No0198 -009 10.24 S2 i 23.00 10.84 10.84 5.60 18.5 34.4 5,41 1 10.0) 10,00 10.044 -0.44 10.39 S22 � 23.00 10.39 10.39 5.60 0.1 -1.4 2.57 1.610 0.00 \V.00 0.011 -0.11 WAS 82S 23.*0 10.28 10.28 5.6O 18.V is S.26 1.61V 10.00 1O.00 0.00 0.00 10.28 624 23.00 028 1V.28 5.60 18.0 113.6 31`00 1.61V N.00 10.00 0.m6 0.16 1).43 S25 2310 10.43 10.43 5.60 0.1 37.7 5.93 110 10.N} WO O XR 0.52 10.96 826 �- 23.00 1196 10.96 5.60 18.6 56.3 8A5 1.610 58�0 E 4.00 62.00 0.110 6.79 177J5 B01 23.00 17.75 17.75 56.3 8.85 1.60 2N0 T 8.N) 101 00 0. i0 1.1V OA7 ( M )19.71 A01 21.00 19.71 19.7i 56.3 2.i6 3.260 9.*J 9NO 0A04 0.03 19.75 A02 21.VA 19.75 19.75 56.3 112.6 4.32 3.260 9.00 910 0,013 0.\1 19.86 403 21.00 19.86 i9.06 56.4 |69.O 6.48 3.260 9.00 9.00 0327 0.24 20.\V A04 2\.00 2O.1� 20.10 54.8 223.8 8.58 3�60 9.0O 9.W0 O,�5 V.41 20.51 A05 2100 20M 20M 34.7 258.5 9.91 3.M0 9.O0 9.0O 0M 0.53 21.04 WE 21.00 21.04 21.04 36.2 294.7 11.30 3.2-60 9.0O 900 V.V75 0.68 21.72 A07 E1.00 21J2 21.72 38.7 333.5 12.78 3.260 900 9.0O V.U�Fj 0. 22.58 A08 21.N) 22.58 22.5O 42.2 375.8 14.4l W0 9.00 9.00 0.\1O 1.06 23.64 AW 21J0 2364 23£4 46A 422.4 9.u8 4.26V 8l* 2E 2VlN 28.O0 V.u40 1 .12 1.74 ( 4�0 126-50 11410111 17XO 26.5O 26M 4EA 9A84.2W 1700E 10 27.000.040 1.08 7.3331S 1,17NO >34.95 M02 3425 34.95 Q2.4 9AS 4.2A 115.00 115.30 0.040 W 39.54 M06' (0140> 39K 2914 422.4 q.5� 6.44O 70.� TGE 62.51 132.51 0.005 0.�--7 40.21 M04 40.21 ^^^^^ t-A zEt C-3»- j- Cj L_ I ��ee bv path No.1 El ev. Pressure 1,ni) K Flow (guM Vewc Bnm. Actual Fittin.c. Fitting Total Frict.Loss Elev, Loss Next Re4 ft. Pt Pv P, Factor Adaea Toth As in, Length Summi-ary Lerxqth Lenoth perAt Total P, An Pros Pt. (C=12O) 21.00 13.30 13,3O 43.0 8.33 1s0 200 T D,01-13 10.00 0�9O -0.98 -0.87 11 .45 D 2 2300 1 L.45 11A5 033 823 l&i0 200 E 4.00 6.C@ VMO -0F, 1026 827 23.00 10.36 1V.86 5.60 is -34.5 5.43 1.610 10.W} l0.00 004 -O.uw W.42 5 2 S 23.00 10.42 10.42 5.60 is -1.4 2.58 1.610 0.00 10N0 0.O11 -0.0 0.31 829 2300 12.31 0.31 5A(l 0.0 1.6 !).25 1.6lC 1S.;0 10.0o 0.O0 001,11 10.31 BR, 23.00 10.31 10.31 5.60 0.0 l9.6 3.08 "no 10.0V w.0V 0016 0.16 10.47 531 23.00 10.47 �O.47 5�� �8.� 37.7 5.93 l.610 1V.O0 lO.0O 0.�� 0.52 0.99 S32 23.00 1V.99 1V.99 5.60 �8.6 56.� 8.@5 1.6l0 58.0� E 4.00 62.00 0.�1O 6.79 17.78 �2 23.O0 17.78 17.78 3 8,5 lAp 2.00 T 8AO 10.00 020 1.10 027 ( 2.00 11.75 4.0.2 21.00 19.75 --^' ^^^- /°»�/ ~ Calcs �, :JMF Checkeo 8+ page : P-01 �r~� 5er :*310168* nvoercalc Program ov Crowley Xzgn Grouo , (215) -337-706o ^.�`��� r:r �rrow�ea� �Eou�pment 9b Wo �793 ' ` 11 /09/v3 System :wet Drawing : fp1-1 972 i- CD C35- _L C1 L_ j- r-jee o b� �dh No.1 F Es" Presgue Wsp r Flow (90C Veloc Diam. Actual Fitting FiAtmg Total Frct.Loss Elev. Loss Next Rei tt, Pt Pv Pn Factor Added Total ios 1P. Length Summary Length Length perit Total Psi (f t j press pt /C=12O) 1 21XO 2.40 13.40 .3 8.� 1.6�� 2.�� T 8,v� 1O 00 V 0� � � � � '� 0O �11 � DE ` 1 23.00 U.54 L\.54 ��.3 8.38 1.6N 2.0V E 4.00 6'00 V'O99 -O'60 ` ' 1V'94 S33 ) 23�� 10.94 10.94 5.60 18.6 �4,8 5.47 1.610 N.W) 10'00 V'�5 -0'45 10'5O �4 i 23.WV 10.50 10.50 5.60 1O.2 -16.6 2.61 1.6N 1O,00 1V'00 V'VU -O'11 l0'4O S35 i 23.O0 10.4U 10.40 5.60 18.1 1.5 0.23 1.61V N.00 10'0V 0'VOV O'00 1V'40 836 23.A0 0.40 1V.4V 5�� 0.1 \9.5 3.V7 \.610 1V.0O 0'O0 V'V15 0`15 10'55 S37 23.0O 0.55 1O�� 5.60 18.2 37.7 5.93 1.�1O 10�� 1V'00 0~~52 O~~52 1\'O8 S38 23.00 11.O8 i1.08 5,6V �8.7 56.4 O.86 1.60 58.00 E 4 62.00 0''�� 6�� 17'89 �8 23.0V 17.89 17.89 56.4 8.86 1.610 2.00 T �.�� 10.0O 0 ' 1'�� 0.87 ( 2 00 /19'86 AV3 2\.00 19X6 -- -' ' ' ^^-- na Tti PA iw :: -4- C3x- j- «j 1 1 W-1ee by path No.! Elev, Pressure �osi) K Flow (gpm) Veloc Diam. Actual Fitting Fitting Total Frict loss Elev. Loss Next Re4 it. P t Fv Pn Factor Added Total ios in. Length Summary Length Length oer At Total Pm (it j Press Pt. (C=12O) 21.00 1312 13.62 09.4 6.19 1.610 20) T 8.N) 10.00 0.057 -0.57 23.00 12.18 12.1O 49.4 6.19 1610 12.0O E 4.00 16X0 O.V57 -0.90 1129 S39 23J0 11.29 .5 3.23 1.610 10.0V 10.00 0.017 -0.17 11.13 S40 23.00 11.B 11.13 5.8} 0.7 -1.8 0.29 1.610 10.00 1000 0AO0 -0.00 11.13 541 2300 11.13 n.l3 5.60 07 16.9 2.65 1.40 iVX0 10.0V 0.012 0.12 11.25 S42 2SW0 1115 1125 510 180 M7 520 1.60 NM! 0.0") V.047 0.47 11.72 9 4 23 23.00 11.72 1\.72 5.60 19.2 54.O 812 1 AW 58.00 E 4.N) 62J00 0.04 6.47 18.19 B04 / 23.00 iO.19 18.19 54,8 8.62 1.610 2.00 l 8.00 10.00 0.104 1.04 V.237 < 2.00 >2V.101 A04 2100 2O.10 -^^- ^^^^^ f-A(z) f5 F-��x- ov oath Nu.1 Elev. Pressure (psi> K Flow (got Veloc Diam. Actual Fitting Fittznq Tnal Frict.Loss Be,, Los Next Re+ it,- Pt Pv Pt-, Factor Added Total ks m. Length Summary Length Length per.ff Total Psi (ft.) Press Pt. (C=i2V) 21.00 l3.27 2.27 52.3 2.03 9.00 9,00 0.V03 0.O3 13.30 002 21.00 13.30 7;3.30 53.0 105.9 4.,.,6 3.26-0 9.V0 900 V.O11 Ti0 13.40 C 0G 21.00 13.40 13.40 53.3 159.2 6,10 3.260 9,0O 9.00 0X& 0.22 13.62 004 2100 1312 1312 29.4 081 721 3160 63.25 4E TOO 9115 OWE 3.32 16.92 D05 21,00 16,93 16.93 -34.7 163.9 6,28 3.2 6 0 9.00 9.00 OAK 0.23 17.17 C0t 21.*0 0.17 17.17 6.2 !27.7 4.90 3.260 9.00 9.00 0.0\6 0.1u J.34 07 2100 17.34 D.34 E__,.7 88.9 3,41 3.260 9.30 9.00 ONUS 0.07 17.42 E�0 S 21' .S0 !7.42 17,42 42.3 46.6 1.79 3.26O 9.0V 9.00 0X02 0.02 17.45 C09 Calcs eckeo B; Page : p-02 /l°L ~ Ser :*3l0168* Hvoercalc Program bv CrowLey [��zqn Grouo , 1215) -337-7060 Eou�pment Job No : 793 11/09/05 ' System :wet Draw1ng :fp1-1 973 �� � �� (C�ntin��) -R, X !I*"-,! Feij V oath No., | �4 Elev. Pressure (psi} K F\ow (opm> Veioc Diam. Actual Fdtir� F/tting To�a\ Frot.Loss Elev. Loss Nex �� pt. f{, Pt Pv Pn actor tal Josm. Lenp h Summary Len ath Lenq1h Per.ft T 'ai Psi (ft.> Press Pt. C09 21.)0 17.45 17.45 46.6 7.33 1.6>V 2,00 T 8.VO 10,0* 0.07 0.77 -V.87 <-2.0V >17.36 D09 B.0V 17.� 17.� �.6 7.�-1 I.61O �.� B D.� t', .00 0.O7 7 4,64 :H.00 Rfll�, B� �.� 22.� �.� �� 7,� 1�10 2.� T 8,� 10.� 0.V� O.� O.P7 ( 2,OO >23.64 AC19 A(9 21.0O 23.64 ^^^^^ �di by palh No.1 40 Elev. Pressure (Vsi) K Flow (gum) Ve\oc Diam, Actual Fdtiog Fitt/oq Total Frict.Luss Elev. Loss Next t i.e� �t. een ft.) Press Pt.Pv [In �ctor Added Tota\ fps in. Lepoth Summa L ------------------------------------------- (C=i20) A4 21.08 13,27 l3.27 3.�� l.N) 1.O0 13.27 Lo1 —^^^ r^ �� Calcs Bv :JMF Checked By Page : P-03 Ser :*310168* Hypercalc Program ov Crow e� ��szgn Grouo , (2l5> -337-7�6C _ _ ----- ~ , . . ^.�`"u� rur *rr Eou4oment �� �b : 793 11 /09/05 S�stem :wet Drawi ill g :fo1-1 97� (Continued) !.I bv path No.! f E\ev. Pressure (osi) K Flow (�pm) Veloc Uiam. Actua\ Fdtinq F/tting �jtal Frict.Loss Elev. Loss Next Rei . f{. Pt Pv Pn C-actor Added Total �oe in. Len t� Summary Length Lenqth ��.ft Tma\ Psi Ht.) Press Pt. (r=1�) 9 21.00 17.45 17,45 46.6 7.33 1�lV 2.O0 T 8�� 10JN 0�77 0.T7 -0�� (-2.00 >1736 D�� 9 23.VV 17. 0 77 3 . V . CW �� 7.33 1,61V 2.� T 8.� 10.� 2.00 9 21.00 23.64 ^^^^^^ ^^^^' l by pa�h No.1 � Elev. Pressure (psi) K F\ow (gum) Ve\oc Diam, Actual Fitting Fittzng Total Fri ct-Loss Elev. Loss Next Ref Pv Pn Factor AUded Total fOe in. Lenyth Summary LencO Len;th per.ft Total Psi (ft.) Press Pt. /C=183) | 2LO0 13.27 l3.27 3�6V �.C� l.O0 l3.27 CV, ^^^'' Calcs Bv :J�F C�ecked Bv Page : P—`)3 ~� - Ser :*3�0l�8* Hypercaic Program ov Crow�e� ��szgn Grouo , �2�5} -337-7�6C . ~ ------------------------------------------------------------------------------- 50 01 ICA 1=1 V. K3 p-- WA "V 1:1 X *Q Lj L_ I C", C1 14 L. Q Lj L. 01. 1 (D 0,14 1-� F= CD F--4: ' Fi cl �� L-q.CA crt c--- g--x -t 106 Luzerne Road Pk . Queensbur; NY b�� __/Y������--�� ------------ !S W-IL t)ammI -t � �Fecj 1H:9�� NORTH EAST FIRE PP�7ECTlON P.O. BOX 508 BURNT RILLS N.Y 12027 _______________________________________________________________________________ szgn Specifications Water SupP i'/ information System Demand ___________________ __________________________ _____________ nszt`/ : 0 .200 105 .00 osi @ 0 .(«} gum 7'9 .33 osz sign Area : 2000 .00 95 .00 osz @ 1600 .00 gom � 426 .7 gpm + 258 .0 gpm Hose �-c-k -t wt 1 L eii� cj a Vs-7 ob 43 K fffn �� � � -L � � --Z-k p � � tesro . . ' `n[ DEC /�o"^ at of Fitting Abbreviations amoie : ^E2TC^ = one Std . Eloow , two Stl . Tee . and one Checx Va le :Descrzotion Code :Descrzotion Cooe :vescrzotzon Code :Descriotzon : Alarm Ya : Butt ' flvva Q » : � Check : Sm . Eibow L ' LongTurnEl S : Deluge Ya_ : Gate Va L ~ Calcs 8v : �MF ��ecxeo � 1/0�/n5 Pa�e : 1 � roq� ram �y , �` u� `=' Design Grouo . �2�5) -337-70�0 �er �*2l��68* �voerca c P.O. BOX 5O8 BURNT HILLS, N.Y. 12027 (518)885-1 i 15 FAX(518)885-0526 . •c1 n V v� Y_ Y r..K«.a...«..«..nr. ««n««..ann««« no«««....««...... ;.�` '�' 'ice•L <_3 ... -sue, ,a a�� •_3 - ,— , coo 1-- �k 1-�. C--1� ee ` Jot mo :793 ArroWeaU Eou#oment leszgn densztv : .20 00011ed flow and oressure is based on 79 .33 osz available at suoply ( 102 .96 psi is actuallv avallanle ) ef , PRESSURE K FLOW Percent Ref . t . Pt Pv Pn Factor Actual Minimum Excess Pi . === ====== ===== ====== ======= ====== ======= ======= === 44 46 .77 46 .77 62 .39 426 .7 426 .7 O .On 644 v- ra �cs 9v : IMF Checke� � 11 /09/05 Page , 2 ` ~ Je�zgn Group 2l5) -337-7Q6� Ser :*3l(>168* Hvoerc�lc Program ov �row �e / . wH t �oo mo :793 1l /09/05 ern we Drawing : fpl-1 973 -t V-k I�A cnp F-e 4F--m cD -L c-z- -t C:4 S;L-IL p.) 1p) � � Princzoal pa�� � Feeos Path:2 at Pt:AO2. Path-3 at PtA0,3. liath:4 at Fi.-A04. Paih;5 all P4:AO9, Pathn` at Pt��1 E\ev. Prpssure (peU K F\ow (gpm) Vploc Diam. Actual FittioV Fittiop Tc�al Frict.Los» [lev. Loss Next '---ei Po Paclor Adoed Total �s m. Lpnp x Summa y Leri0th Leog-th cer.ft Tonal Psz Press F!-------------- (C=12V/ D01 2l/N 46.92 46,92 50.1 7.X0 1J6}� 2JN T 8.00 iO.00 >46.94 08 4�.94 5O.1 7.8O 16N 2/N E 4.� 6.� 0�� O.53 �.� �� S21 23.O0 47.47 47.47 it 7.88 1J6110 \O.0 0 48.35 522 =2 4O.� �.35 �.1 7.8O 1,Q0 0JN 10.00 V8S 0Z 49.2 311, 49,22 �.1 7.� 1�N 10/� 1�.� 0.08S 6.321 50.d SPU �4 23.0O 50.I1 5V,� 6N 1 5V.1 7.O8 � 10.00 10JN 0.�0 OJ0 5l.00 625 :�5 23JN 5\�N 5\.00 50.� 7�0 �.6\0 10,N) . 1�.00 0.VO8 V�0 51.8D S26 �6 � .818 51.O8 50.1 72SE3 16101 58JN E 4.00 62.00 ().0l L 5/0 J V1 01 23JN 57.36 57.36 1O 2JN T 8.VV 10.80 0.088 0.3-18 0.87 ( 2.V-0 )59.11 A 0� [8 21J0 59.11 59,\1 50.1 1.,32 3.260 9/N 9.W 01.003 V.03 59.14 A02 )2 21.V0 59.L4 59.�4 47.8 97.9 3J5 3�60 9JN 9�W 0/0\V 0.V9 59.23 A03 )3 21 .O0 59.23 59.23 46 144.0 5.52 3.2601 9.00 9,00 V.V20 0.\8 59.41 AN A 21JN 5'z'.41 59.41 4 5.f1i 1OO.9 7.� 3.2' .0", � 21JN 59.7V 59.70 44.3 233.2 O.94 3�6V 9�0 9.00 0X49 V�4 60.15 A06 6 21,00 60,15 60.l5 44.7 27O.0 1�.66 3�6V 9,OO 9.00 0.068 0.�1 60.75 �� 7 21.00 6�.75 6V.75 46.5 ��.5 12�4 3.260 9.00 9.*) V1r� 0.81 61.57 �� � 21.O0 61,57 61.57 49.2 373.7 14.33 3.260 9.00 9.N) V.117 1.05 62�� A09 �� 4�.7 9.58 4�� 8.� 2E 2 X; 21 8.00 11.04, 1.14 1.74 ( 4iN >65.41:� M. 17.OV 65.49 65.49 4267 9,58 4.260 17.00 E 10.0S 27JN 004\ 1.iv 7.38 ([7,0 JZ ! 73,97 73.97 ��.7 9�B 4.260 1�5�0 �15,VV O��i 468 �=14M 78�A 7D.64 ��,7 4.6| 6.14O 70.O0 �F 62.5� 132.5i 0.VV5 O,o8 7933 �� .-. VA C7� = E� 4 j_ cl I I r-Aee �v nath Nn`� -bv. Prossure (osU K F\ow tgom) Ve\oc D-�am, AC, Fitt�oq Fittinp Total Frict.Loss Ele:. Loss Next Ref Pv P» ���or A�ded Totai �e io. Length Summary Lenqt� Len�th ��.f� ��ai Ps� (fi.> Press Pt. -------------- 20> 1,0O 47.99 47.99 47.8 7.51 1.6�0 2�mi T >47.93 Dvc �.0A 47.93 4�.93 47.8 7.5i 1.61V6.0O V.O81 O.49 4O.42 �9 48.42 47,8 7.51 1.610 10. l N) O,28 0�, 49,21 32� 1.V0 49.21 49.2l 47.8 7.5\ 1.610 1O.0O 10.80 V.V81 O.8\ 5V.0l ��N 50.01 50.01 47.O 7.51 1.6\0 1V 0.0O 0J01 3.8� 5O.82 S3� 'lN 50�l� 5V.82 47.31 S31 .00 5l�� 51.63 47.O 7.51 1.61V 1V.W 52.44 S32 .� �.44 52.� �.O 7.51 1.6l04.� 62.VV 0.�\ 5.02 �^� �� .C* 57.46 00 0,081 O.8\ .00 59.14 Caics Bv :JMF Chec�eo 8v : Page � P-'}� ����' oup �� Hvpercalc Program o`/ Crowley Deszgn 8r � ^// uu� �or �rrowHeao Equ�oment ' o : � l /V�/u5 �ys�em :wet urawzng : fo � -1 �73 �,E�x1L 1-1 UZI jL cj L_ "I r-4ee oat� No.1 f Elev. Pressure (psi) K F\uw (gom) Ve\oc Diam. Actuat Fi-f1ng Fitt1ng Total Fric4.Laa Elev. Loss Next Kef . ft. Pt p, Pn �otor Added Total fn� in. Lengtn Simmar/ Leng�h Lenqth ��.ft Totai psi (ft.) Pres Pt. -------------- (C=l20} � 21,� �.� �,� �.0 7,� \.61O 2.� T O.� 1V.41t .7c c C), )48.71 U)z ] 23�0 48.7� 48.71 46.0 724 1�6L0 2.0O E 4.00 6.O0 0.076 0.45 49.16 S� ) 23.� 49.\6 �.16 �.0 7.� 1�� � 23.00 49.91 49.9l 46.O 7.24 {�N 1,0.00 00 0 �.76 50.65 S35 � 23�N 50.65 50.65 46.0 7.24 1.6-N 1V.W3 1C,.0O 0,076 V.76 ' 23.0W 51.41 51.41 46.0 7.24 1.610 1O.O0 10.t0 V.06 0.76 52.16 S37 23.N) 52.|6 52.16 46.0 7.24 i.61O 1O.0) �0.W0 0.V76 O.76 52.92 HE � 23JN 52�� 52�� 4b.0 7.2u 1.6�A 58.VV E 4 62.00 V B03 �,� �^� �.� �.0 7.� 1.610 2.� T 8.� 1�.V0 0,06 V.� 0.� ( 2.VV ��.� A� ^^^^- E\ev. Pressure bsi) K F\ow (gpm/ Veloc Di-am. All Fitt�oy Fdt�r� Total Fr1ct.Loss Elev. Loss �px Ref ft. Pt Pv Pn Partor Added �kai �s �n. Lem�h Summary Len��� Leugth ��.f� ��al ps1 (ft.) Press Pt. 0> 21JN 49.45 49�� 45.0 7.O7 1.61O 2.00 T1�.00 0.072 0.72 -0.87 (-2.VO /49.30 �4 �.� 49.� �.� �.O 7.� 1.60 �2.� E u.� �6.� V.0� 1.�6 �.� S� 23�0 50.45 50.45 45.0 7.O7 16101V.0V 0.�� O.72 51.16 �� 23.00 5�.16 5\.16 45.0 7.07 1.61V 10.00 1V iM 0.V72 0.72 51.88 S41 23�0 5L.88 51.88 45.O 7�7 1.6\V0,O72 V.72 23.VO 52.61 52.61 45.0 7.07 1.6�V x).00 1V.V0 0.072 0.72 53.33 S43 23.� �.� �.33 45.0 7.0 1��� 58�� E 4.� 62lN0�� 4.� �.� B� 23.0V 57.8\ 2.00 T 8.00 1VC0 0 072 0.72 0.37 ( 2 00 )59/41 A 4 21.O0 59.4 1 ^^^^^ � -ffA F ��v- w math No.1 71ev. Pressure (osi> K Flow (mm) Veluc Diam. Actua\ fg tInq Totai Fr/ct.Loss Elev. Loss Next Ref +�. Pt Pv ?n �otor Ag�eU �nal �s m. Len �n Summar, Lenqth Len��h ��.ft �da\ Psz 'f�.) Press Pt. 1JN 46.92 46.92 376.6 l4.43 3.260 U. 1.0O 47.99 47.99 .CN l.O0 4O.82 4O,82 ��.� 2D2.7 �0.84 3£60 9.V0 9.0O 0.�0 0.63 4�.45 E2i� 9.l1 3.�� �.� 4E =1.Cg*1 �.� kO51 4.63 �4J0 05 1.m) 54.08 54.O8 �4.S 4 54.42 C06 !.� 4.42 �.62 D� 1.00 54.62 54.62 ��.5 |02.29.O0 9,0V J.U.� 0.z� 54.73 �O 1.00 54.73 54.73 ��.2 53.0 2.03 3.c ij 9.00 9.0O 0.N8 0.V3 54.7D 09 Calcs Bv :JMF C�eckeo Bv : Fage : P-02 ~~~- =/ S�r :*8l0168* HYpercalc Program bv Crowiev D�= zgn Group . �2�5) -337-7060 Job No :793 11 /09/05 Svstem :wet Drawzng : fp1-1 9�3 �4-c7-:p (Continued) F�'*�� eg b; oaih Nu.\ �f Elev. Pressure (ps.,> K Flow (gpm) Ve\oc Diam. Ac1ual Fitting F/tbrp,, Tnta\ Frict.Loss Elev. Loss Next Re4 P � Pn Ficto.- Adaed Tot-it fss in. Lenath SummarvLenah Lenathoer.fL Total Psi (ft.) P'ess Pt. (Cz12,U) � �.� 8,� \�10 2.� TV.� �.� '�.0V )�.� D� 8.D-D 1�10 52.� B 9.� �.� V.�� 5.� �.� r� }9 23.00 6O,77 hV.77 53.V 8.33 1.6l0 2.00 T 8.VO 1O.00 0.'),10 2.00 )62.62 �, ^^^^^ 1-1 I-A C-j L d b pa{h No f Elev. Pressure (psi) K. Row (gpm> Welmc Dmm. Actual Fittiro Fitting Total Frzctloss Be,. Loss Next Re� Pt Pv Pn can-, Added ��a! �s in. Len an Summary � Total Leopth �.ft �a\ Psz (f\.> Press Pt. -------------- (C=i20) �.� �.� �.� 4�.7 4�.7 �.� 3.2� �.� 1.� 0.\5A 0.� �.� �1 21.00 46.92 ^^^^^^ ^^^^^ Caics Bv :JMF Chec�eo 8y Page ^ P-03 `~'` ~~ (2�5 337 7060 ��r ����1�168� F�v��rcalc Program �v Crowiev ��szgn Permit Number Envelope Compliance Certificate Checked By/Date New York State Energy Conservation Construction Code COMcheck-FI. Sollware Version 3.O Release 2 Data filename: C:\Program Files\Check\COMcheek-EZ\488env.cck Section l: Project Information Project Name: Arrowhead equipment Luzeme Road Queensbtuy, N.Y. Designer./Contractor. Schoder Rivers Associates 231.5 Route 9n Lake George, N.Y. Document Author: Telephone: �>/g - do b$ - 2 �-lf C xf- Date: 10�2 a/oS 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 Window/Walt Ratio: 0.01 Building Type Floor Area Other 9240 Section 3: Requirements Checklist Bldg. Dept. Use 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. Fireplaces installed with tight fitting non-combustible fireplace doors. [ ] 5. Stair, elevator shaft vents, and other dampers integral to the building envelope are equipped with motorized dampers. [ ] 6. Cargo doors and loading dock doors are weather sealed. [ ] 7. Reused lighting fixtures are: (i)Type 1C 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. r Climat"pecific Requirements Gross Area or Cavity Cont. Proposed Budget Component Name/Deseri Lion Perimeter R-Value -V is ue U-Facto U-Factor Roof 1: Meta[Roofwith Thermal Blacks 9240 19.0 2.0 0.061 0.051 North wall: Other, HC 1.0 2452 --- 0.050 0.074 Door 1: Overhead 196 --- 0.078- 0.120 Door2: Overhead 196 -- -- 0.078 0.120 Door 3: Overhead 168 - 0.078 0.120 Doer 4: Overhead 168 -- 0.078 0.120 Door 5: Overhead 168 0.078 0.120 Door 6 Overhead 168 -- - 0.078 0.120 Door 7: Solid 21 - - 0.350 0.120 East Wall: Other, HC 1.0 1680 - 0.050 0.074 South Wall: Other, HC 1..0 2452 - 0.050 0.074 Window 1: Metal Frame:Double Pane, Clear, SHGC 0.50 9 - 0.650 0.520 Window 2: Metal Frame:Double Pane, Clear, SHGC 0.50 9 - 0.650 0.520 Window 3: Metal frame-Double Pane,Clear, SHGC 0.50 9 -- 0.650 0.520 Window 4: Metal Frame:Double Pane, Clear, SHGC 0.50 9 0.650 0.520 Door 8: Overhead 196 -- - 0.078 0.120 Door 9: Overhead 196 - 0.078 0.120 Door 10: Solid 21 - 0.350 0.120 Door 11: Glass, Clear, SHGC 0.50 58 -- - 0.700 0.520 West Wall' Other, HC 1.0 252 --- 0.050 0.074 Floor 1 Slab-On-Grade:Heated, Continuous 338 10.0 - Floor 2: S tab-On-Grade:Unheated, Vertical 4 ft. 50 10.0 (a)Budget U-factors are used for solware baseline calculations ONLY,and are not code requirements. Envelope PASSES: Design 2°l better than code Section 4: 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 Constntrtion Code requirements in COMcheck EZ Version 3.0 Release 2 and to comply with the mandatory requirements in the Requirements Checklist. When aRegistered Design Professional has stamped and signed this page, they are attesting that to the best of his/her knowledge, belied and professional judgment,such plans or specifications are in compliance with this Code. Principal Envelope Designer--Name Signature Date