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2004-365
r fl TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518) 761-8201 Community Development - Building & Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: P20040365 Date Issued: Wednesday, January 04, 2006 This is to certify that work requested to be done as shown by Permit Number P20040365 has been completed. Tax Map Number: 523400-309-017-0001-017-002-0000, Location: 27 SILVER Cir Owner: JOSEPH & DEBRA GROSS Applicant: JOSEPH GROSS This structure may be occupied as a: Storage Building 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. % T . TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20040365 Application Number: A20040365 Tax Map No: 523400-309-017-0001-017-002-0000 Permission is hereby granted to: JOSF.PH C"TR0,gS For property located at: SILVER Cir in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Value Owner Address: FRANK A KINEKE 4 BIG BAY Rd' Storage Building $300,000.00 QUEENSBURY, NY 12804-0000 Total Value $300,000.00 Contractor or Builder's Name/Address Electrical Inspection Agency Plans&Specifications 2004-365 25,000 SQ FT STORAGE BUE DDING (heated building) Site Plan Review No. 6-04 approved Feb. 17, 2004 $3,750.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Wednesday, June 22, 2005 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the Tow�.ef ensb T d , June 22, 2004 a)��SIGNED BY for the Town of Queensbury. Director of Building&Code Enforcement Building Permit Application: / Town of Queensbury—Dept of Community Development,742 Bay Road,Queensbury,NY (518)761-8256 A permit must be obtained before beginning construction. Permit Fi1e N No inspection will be made until applicant has received a Fee Paid $ valid building permit. All applicants' spaces on this Rec.Fee Paid $ application must be completed and must appear on the Reviewed By: application form. Applicant: �05�P �t �Gl3f (Srn55 Owner: A� Address: 3°+9 A %, i3 a 9 Address: t ENs 8�r 8dy Phone#(5�$) t -tea (o Phone Property Location: Lot Number: t � / House Number / n 0 Subdivision Name: Tax Map N 1 New Building: residence 14commercial 'Estimated Market Value of Construction. ❑ Addition: residence/ commercial if an Addition,what will use of new addition bet o Alteration: residence/ commercial o No change to exterior size: residence/.com'1 O Other work(describe ) Check OCeupaneyWormation 1` Floor 2° Floor Other floor Total Below sq.ft. sq.-ft, sq.ft. Square Feet o Single family dwelling o . Two family dwelling a Townhouse o Multifamily dwelling #of units o Office P o Mercantile- MAY 2 2004 0 1 car detached garage o 2 car detached garage I unrl Ur- Ui o . 3 car detached Wage 0 1 car attached garage 0 2 oar attached garage 0 3 car attached garage Storage building- commercial �� ®© o Storage building- residential o Other What is the proposed height of the structure, W) feet . 0 inches Will any second-hand or ungraded lumber be used? If so,for what? WA' ' •Type of Heating System: electric/ oil !(as ood /forced hot air t baseboard/other: Number of Firepl4ces to be installed Number of Woodstoves to be installed List below the person(s)responsible for supervision of work as regards to building codes: • Name Address- Phone Number NBuilder I MO D L)5 fi�` �`�s o �q � a 6 3 S/ r o W N E r `�9 a d . Ro2t11 T,���s T C"► Fs u i Il oAJ `79 Co 3ian n W N 79 a d r (o peclaratiQg please sign below after you have�carefullyread the statement; To the best of my knowledge the statements contained in this application,together with the plans and specifications submitted,are a trice and complete.statement of all proposed work to be done on the described premises and that all provisions of the Building Code,,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 Uwe 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.8utft Survey by a licensed surveyor;drawn to scale,showing actual ^� location'of all new•construction. _ Signature: gip' - owner,owner's agent,architect,contractor } 4; DRAFT COPY (3/21103) CHECKLjST NYS BUILDING'CODE (BC) Building: Gross r1n4r, NYS FIRE CODE (FC) n NYS PLUMBING CODE (PC) Location: r LX� NYS MECHANICAL CODE (MC) 111 NYS FUEL GAS CODE (FGC) Date: ` NYS ENERGY CODE (ECC) 6/vL 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 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 8 Basement Definition BC-502.1 71 (See page 8 of this check list) 1 L Legend: NR= Not Required NS =Not Shown NA= Not Applicable Note: *Non-separated occupancies impose the most restrictive requirements JAM Page 1 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 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 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) ct'nw/- Fr— 508.5' 31 14. 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 v No. Topic Code Page Required Actual Section No. or Allowed 15. Fire Rated Construction I N Incider)tal 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 tL ces��-CJriw( �( - /Za8 25P Min. Rm. Dimensions 'r4' 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 r] 'a"',> en,esct L lO°y �•1 21 S 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 1-004.2.4 .220 Aisle Width BC-1.004.3.1.1 221 Corridor Width BC-1004.3.2.2 221 Capacity of Exits (calc.). 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-1003.3.1.1 208 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 p' 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.E 215 Handrails BC-1003.3.3.11 215 60" Uc r6D3s3.2..n- Z6r Ma ksa /2`4,14, 3 J C lVj3.3,3(,, ars JAM Page 3 of 10 1 NoE Topic Code Page Required Actual Section No. or Allowed 21. Structural Snow, oading—Ground BC Fig 1608.2 296 Snow Loading—Roof(talc.) 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 (talc.) BC-1609 297 Roof Walls Windows Seismic Loading (talc.) 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 �--3 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 Areas of Refuge BC-1003.2.13.5 207 Signage Supplemental HC Req'mts Appendix E 681 27. SPECIAL INSPECTIONS / BC-1704 379 Notes: �� i,e am j G ' ek il's Oj fly � c Gt eta' JAM Page 4 of 10 . r No. Topic Code Page Required Actual Section No. or Allowed 28. Fire Protection Equipment Centr.ql Station Monitoring FC-901.9 52 N A 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+Z Wei! FC-907.4.1 gO'7.9 72;73 Smoke Detection FC-907.2.10 68 Hi-Rise Fire Safety FC-907.2.12 69 Visible Alarms FC-Table 907.10.1.2 73 Smoke Control FC-909 75 Smoke Vents FC-910 82 Fire Pumps FC-913 . 85 ser+eti�s FC 10, l :5I'o 29. Plumbing Code Fixture Count PC-Table 403.1 21 r UPIX Suk Water 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 tabor 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 j 32. Energy Code J� 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 L Notes: T-r-z + SNOW S�►�el� �� JAM 41b �tJ �at5���6 j Page 6 of 10 LIST OF CALCULATIONS THAT MAY BE REQUIRED FOR A COMPLETE CODE REVIEW, 1. Area Iperease 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=At w,+( x I )+LA x i =Answer in Square Feet (BC-Pg. 74) 100 100 2. Exit Capacity Calculations (Table 1003.2.3)(BC-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.CtIP9= Flat Roof Snow Load Where: Pf= Flat Roof Snow Load (Calculated Above,Answer in#per SF) Ce= Exposure Factor (BC-Table 1608.3.1)(Pg.297) Ct=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 r S. 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 Are 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 9 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 Inspection for Permit to Occupy Fire Marshal's Office Request Rec'd Permit No.; � Town of Queensbury 742 Bay Road J/7 Queensbury,NY 12804 Scheduled Inspection Date: G//_� Time: �ivU Phone: (518) 761-8206 Business Name: CZ�SS Fax: (518) 745-4437 Location: c73-7 6) q-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 Sign-battery TRUSS ID SIGNAGE EMERGENCY LIGHTING FIRE EXTINGUISHER: Hun Inspection of extinguisher H dro extinguisher FIRE ALARM SYSTEM Fan Shutdown r Fire Sprinkler System I, Fire Suppression-kitchen Fire Suppression-Gas Island Hood Installation Interior Finishes ve Storage Compressed Gas Clearance to Sprinklers U� 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 B&C Office will issue the Certificate of Occupancy) ❑ Denied ❑ Call for Recheck , Inspected B L:\Sue Hemingway\Fire Marshals Office Inpsection 08.17.2005.doc Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection re re ve Queensbury Building& Code Enforcement Arrive: Depart: am m 742 Bay Road, Queensbury,NY 12804 Inspector's Iniv• / r NAME: _ C--pgQ� Cjd1C PERMI `� Uk. LOCATION: V 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./Stepp 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 %doors > 10%> 1000 s .ft. 3/a Hour Corridor Doors &Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors _ Ceiling Fire Stopping, 3,000 s . ft. Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan, if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond[Both sides] Active Listening System and.Signage Assembly Space Final Electrical Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As-built Septic System Layout Required-or--0j.1 File Building Number or Tenant Address on Builolft or Driveway Water Fountain or Cooler J/ Building Access All Sides'b '20' /Driveab surface 20'wide Okay To Issue Temp. or Permanent C/O Okay To Issue C/C / L:\Building& Code�Form 1Bttirding&Codes\Inspection Forms\Commercial Final Inspection Report.doc Commercial Final Inspection Report 1� �� Office No.: (518) 761-8256 Date Inspection re t e eiv Queensbury Building&Code Enforcement Arrive: a pm Depart: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initials NAME: C. PERMIT LOCATION: 2 yFR Cj�E DATE: -- Zq.-C 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 E uiiv. QiRt►�6 uP GRAPE �t-v6 Gas Valve Shut-off Exposed&RP lator 18" Above Grade _ �� E}G flpo� ��tJQt► Floor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System — F— *,YPA _ ELEG«e-ACRL 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 O Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 %z doors > 10%> 1000 s . ft. 3/a Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping, 3,000 s . ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan,if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e iR-Efl�E_ CAN,FUcq Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" 1J R Handicapped Ramp/Handrails Continuous/12 in.Beyond[Both sides] Active Listening System and Signage Assembly Space Final Electrical Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler 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 Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection requ ved: Queensbury Building&Code Enforcement Arrive: al pm Depart: am/pm 742 Bay Road,Queensbury,NY 12804 Inspector's Initial NAME: -�os�, I,ECC2�C. PERMIT - LOCATION: Z77 -n LV ED C i DATE: 1 Z9-y O FFkcz- 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)/Cano or E uiv. Gas Valve Shut-off Exposed&Regulator 18" Above Grade Floor Bathroom Watertight/Other Floors Oka _ Fi � 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 rr Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site HJ Oil Furnace Shut Off at Entrance to Furnace Area J Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 %doors > 10%> 1000 s .ft. f 3/a Hour Corridor Doors&Closers V1 _ l 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 is e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Pai-king 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] ���t-��� Active Listening System and Si na e Assembly Space 1v 1 1 Final Electrical Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler 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 Mahoney Inc.R0.BOX 767 GLENS FALLS,NEW YORK 1a01 Notify-Plus c 518/793-7788 FAX:518m-0602 October 25, 2005 Gross Electric 27 Silver.Circle Queensbury, NY 12804 To whom it may concern: This letter will confirm the inspection and testing of the fire alarm devices as installed at the office and warehouse areas at the above premise, At the time of the inspection all was in operating condition. Should you.have any question, please do not hesitate to contact our.office. Sincerely, Edward ler Installation Supervisor 100'd d9S:ZO SO/SZ/OS Z09066L-81S # 5J!ION Eauoyew Town of Queensbury Fire Marshal's Office 742 Bay Road Queensbury, NY 12804 Phone (518) 761-8205 Fax(518) 745-4437 Fire Marshal's Inspection Report Request l/— SCHEDULE Received: Permit# �l r INSPECTION ON: Name: AM M ANYTIME Location: r J�Ci nG/ APPROVED N lA YES NO COMMENTS EXIT ACCESS EXIT ENCLOSURE EXIT DISCHARGE MAIN AISLE WIDTH SECONDARY AISLE WIDTH EXIT SIGN-NORMAL °i -� EXIT SIGN-BATTERY EMERGENCY LIGHTING �G_ FIRE EXTINGUISHER HUNG �^-/ FIRE EXTINGUISHER X INSPECTION FIRE EXTINGUISHER HYDRO ,L FIRE ALARM SYSTEM FIRE ALARM -FAN SHUTDOWN FIRE SPRINKLER SYSTEM FIRE SUPPRESSION-KITCHEN FIRE SUPPRESSION—GAS ISLAND _ HOOD INSTALLATION INTERIOR FINIS14ES --- STORAGE ^_ COMPRESSED GAS CLEARANCE TO SPRINKLERS CLEARANCE TO ELECTRICAL ELECTRIC WIRING ENCLOSED COMBUSTIBLE WASTE VEHICLE IMPACT PROTECTION FIRE LANE F.D.SIGNAGE—UTILITY ROOMS NO SMOKING SIGNS _ MAXIMUM OCCUPANCY SIGN EMERGENCY EVAC PLAN OK THIS DATE K F R CO C-,;�� NOUT UK INSPE Y COM DEVIC HRIS JfWORD/LETTERS20011F IRE MARS HALT NS PECTIO NREPORT11022001 WHITE-BUILDING DEPARTMENT COPY YELLOW-OCCUPANT COPY qPwPPPP— Commercial Final port Inspection Re ` ~ L 1 p Office No.: (518) 761-8256 Date Inspection re Gestire� ei d: Queensbury Building&Code Enforcement Arrive: pr�n Imo— Depart: a 742 Bay Road, Queensbury,NY 12804 Inspector's Initi ✓z— NAME: Q dr 11C.— PERMIT LOCATION: \�' DATE: Ar 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 '7� Interior/Exterior Guardrails 42 in. Platform/Decks CL�� 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 Combustions 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 Stoclaoom/Storage/Receiving/Shipping Room(2 hr.), 1 %doors > 10%> 1000 s , ft. 3/4 Hour Corridor Doors &Closersc��- 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 r Handicapped Bathroom Grab Bars/Sinks/Toilets f 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 Active Listening System and Signa e Assembly Space Final Electrical Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 20' wide Okay To Issue Temp. or Permanent C/O Okay To Issue C/C Last printed 6/3/2003 9:27 AML:\PamW\Building&Codes\Commercial Final Inspection Report.doc Town of Queensbury Fire Marshal's Office 742 Bay Road Queensbury, NY 12804 Phone (518) 761-8205 Fax(518) 745-4437 Fire Marshal's Inspection Report Request 1 � 01(�5 �S SCHEDULE Received: Permit# � _ UGC A- Name: ON: Name: ✓�S ��= L l AM ANYTIME Location: ,Z / D� II/� (�1 TG APPROVED N/A. YES NO COMMENTS EXIT ACCESS EXIT ENCLOSURE �G Y�fi EXIT DISCHARGE j MAIN AISLE WIDTH -1�7 P 6Y\ N L SECONDARY AISLE WIDTH EXIT SIGN-NORMAL EXIT SIGN-BATTERY ✓ NS u_." f �3 L Pet'(" EMERGENCY LIGHTING FIRE EXTINGUISHER HUNG Vic, I ��- FIRE EXTINGUISHER INSPECTION Al/ t% �i 41 C Co 4' FIRE EXTINGUISHER HYDRO FIRE ALARM SYSTEM - w FIRE ALARM -FAN SHUTDOWN / FIRE SPRINKLER SYSTEM FIRE SUPPRESSION-KITCHEN T vC /GI FIRE SUPPRESSION-GAS 4�C� ISLAND `I- Vol-) 5'�t- HOOD INSTALLATION .INTERIOR FINISHES STORAGE -- ��,� �� � L3 COMPRESSED GAS CLEARANCE TO SPRINKLERS CLEARANCE TO ELECTRICAL ELECTRIC WIRING ENCLOSED , COMBUSTIBLE WASTE VEHICLE PACT PROTECTION �� S Cy j f ti S/`< FIRE LANE F.D.SIGNAGE-UTILITY ROOMS l��&6(,l NO SMOKING SIGNS f MAXIMUM OCCUPANCY SIGN 61 `q nhUt� ;z EMERGENCY EVAC PLAN OK THIS DATE OK FOR CO T OK 1 y1� �Prl��,,� S�-�sicv� INSPUffEDWY COM DEN/C HRISJIWORD/LETTERS20011FIREMARS HALI NS PECTIONREPORT11022001 WHITE-BUILDING,DEPARTMENT COPY YELLO , -OCCUPANT COPY Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection re est re i ed: 7 - �( � Queensbury Building&Code Enforcement Arrive: a p Depart: a pm 742 Bay Road, Queensbbuujr ,NJY.�12804 Inspector's Initial : / NAME: PERMIT LOCATION: DATE: VVI 0A &4L11- I aS` 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 tx C' > ` All Doors 36 in.w ever Handle 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 Okay Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum ��� ' Boiler/Furnace Enclosure 1 hr.. or Fire Extinguishing System ills 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 Of 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 4 Firewalls/Fire Separation, 2 Hour, 3 Hour Complete/Fire Dam ers/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 Active Listening System and Signa e Assembly Space Final Electrical Site Plan/Variance required . Final Survey,New Structure/.Flood Plain certification,if re . As-built Septic System Layout e uired or On File ildin Num or Tenan dres n Building or Driveway a er ountain or Cooler Building Access All Sides by 20' /Driveable Surface 20' wide Okay To Issue Temp. or Permanent C/O Okay To Issue C/C - Last printed 6/3/2003 9:27 AML:\PamW\Building&Codes\Commercial Final Inspection Report.doc Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection reques 2eeivedzl) Queensbury Building&Code Enforcement Arrive: p art: a i 742 Bay Road, Queensbury,NY 12804 Inspector's Init' 1 NAME: —� ' r� ��� i �'s=_L l PERMIT #: LOCATION: C k y�C ,�E_._ INSPECT ON: Z - )b TYPE OF STRUCTURE: Y N N/A PVC: R-1, R-2,R-3,R4 Drain/Vents Cast Iron, Copper Drain/Vent/Comm. Plumbing Vent/Vents in Place Rough Plumbing/Nail Plate / 1 V2 inch min.Drain Size eY Washing Machine Drain 2 inch min. Head or Air Supply Test Drain and Vents 5 PSI or 10 feet above highest connection for 15 minutes Cleanout every 100 feet/change of direction Water Supply Piping Cooper Commercial Cooper,CPVC,Pex One and Two-FamilyUV Insulation/Residential Check/Commercial Check V I 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: L:\SueHemingway\Building.Codes.Inspection.FORMS\Rough Plumbing Insulation Repoit.doc November 17,2003 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection re e�t re ei/va'd: Queensbury Building& Code Enforcement Arrive:. a p epart: _ am/ m 742 Bay Road, Queensbury, NY 12804 Inspector's Initial '' NAME: 1 � FJ j(` �� PERMIT#: LOCATION: �� f �� �� ,�a�� INSPECT ON: Z— I ►� TYPE OF STRUCTURE: Framing Y N N/A COMMENTS Jack Studs/Headers Bracing/Bridging ✓ Joist hangers Jack Posts/Main Beams / Exterior sheeting nailed properly J 12" O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %z (w) 16 gauge(8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1, 2, 3 hour ire wall 2, 3, 4 hour l/ Firestopping '7 Penetration sealed T&iflctr > 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 L:\SueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 Framing / Firestopping Inspection Report 0 Office No. (518) 761-8256 Date Inspection re�Vest ceiv Queensbury Building&Code Enforcement Arrive: _ pn D r 1: '!'! 2a V0i�' 742 Bay Road, Queensbury, NY 12804 Inspector's Initia s: NAME: EC PERMIT#: ZooLA ��( '— LOCATION: - INSPECT ON: _7 TYPE OF STRUCTURE: Y N /A COMMENTS ran s/Headers g/Bridging 1� Joist hangers Jack Posts/Main Beams ' Exterior sheeting nailed properly ? r-� � L 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 %2 (w) 16 gauge (8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center lee and snow shield 24 inches from wall Fire separation 1, 2, 3 hour F'T 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 LAS ueHemin-.way\Bu i lding.Codes.Inspection.FORMSTraming Firestopping Inspection Report.doc January 28,2003 t. 02/,01f2005 14:47 518-743-1865 GROSS ELECTRIC INC PAGE . 01 _ GROSS. ELECTRIC, INC, 399A BIG BAY ROAD PHONE: ,518-792-0216 QUEENSBURY, NY 12804 FAX 518-743-1865 QUALITY & SAFETY 41 FAX TINA►SMISSION COMPANY.• TOWN OF Q UEENSB URY DA TE. 2105105 ATTN DAVID HA TIN&JOhtN O'•BRIAN FAX.- 745-4437 Gl� TOTAL PAGES: 7 . (INCLUDING COVER.PAGE) COMMENTS; The sheets that we faxed to you yesterday were incorrect.These are the stamped copies of the trusses that we have. THANK YOU AI GORDON 02/,01/2005 14:47 518-743-1865 GROSS ELECTRIC INC PAGE 02 From:CURTIS"QU�Eh1SBURY 5187928603 02/01/2005 13:50 #100 P.001/006 �NC�,IsEE'Rlt��l gY. MET0 pit aye; Tranc,o 910,90hdald6 Rd 5donlon,NO 27932 Telephon*221482-7000 F'au�5y49�7i15 Rc! 14-05870T1 l4QS&'10,T1 Tim roroes dmv&g(&)-rz&rqnc ed Wow have bean prepared by Hues Engineering Cu,under aw dircd supervision based on the parametcm ded by Ramero 2000 4%ev- Par%or shems covered h s 6oalR2040619 thm.H204061D My lieonce renewal data ft z the sate of Near York isp ugw 31.20D6, O a ro 6s OF NEGy November 12 z004 . 5tczy2ew9ki,M�Itwi� ' The seal on these clra arLdicate acceptance of professional cmgjpgoring responsibility solely for the trams eomponems®dawn. I he avimbility And use of ft component for any pattfcuterbuildingis the responsibility of the bui in dosigamr,paR ANBUTPr-1995 Sec.2. 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W� 6j AD-$ asrclPN ra! p-Bd4 n'q=v - I D.r•L o•�ao aova �. a.rr • ,•�anr raaer.i►reaml�r��l�va1'�iaa�Mu op aalgrw c rSg� ■Mw e►anrpkB ne•.Hwl It arawnarro ► e No. 1JlI klD4eFe►► _ _ 11O1Is0►1 yld o „�_� M4� NEW , 900/Z00'd 00I# 09:61- �00z/10/Z0 SOOML819 11dn8SN33AO,S11d(10:'wOa3 S0 3Jdd ONI OIaiO3-13 SSOdO S98T-CVL-8TS LV:VT GOOVTOtO ' OZ101/2005 14:47 518-743-1865 GROSS ELECTRIC INC PAGE 04 1 , FromXURTIhUEENSSURY 6187928603 02/01/2005 13:51 #100 P.003/006 n FM . � pry--• 'Ia,OBI I Ie�SGA1h 6tt cm tmak ? 7 ConfrLkWh r,a,wpltw0..ao �WOii6 mM,� ry4 atNieWi�® a •• --.�,••� n _5)�Gai rit e�.il nc n ev NtYCCS fez 4 Upbli ndtd design, 5!'M auee ho a burl deelpnedtorA,QQ dnlie9etr ed o��3.Y psi hm auadun pekhxtf pl Wmnl Wtth olhif live laed& 4)'ih11 huos hes heen ditllpnvd far a 1t10 ptsf IlMM dh rd live land npneph m mt MM any mher flu loads. 7)A9 OWN bra 1.5At MllaD unlvos Idhrhwt�v Mdl=tad. 1)fthla requlrea owdinum hDltom chord h wiap. 9)Tfuds to ko iwily shewhoo lmiw om Wegrmmiralyh daaaWtlattrolmovamomfm.dlagahmwah). • fin)oDbkuludsspecm3at9•p.a oe. 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DW CHORD 9 X4 aPP Al(MIR 1 AUnT PHM Rk'd m�lne dltodiy■ppHed er f W1.0 ac bnolhtf. wage 9 X4 9PF BtOd 'uR1pr WEBS 1 fIGW a mldpt "I i•tl 11-PSX4aPFN0--,r�Q2X45PFNa3,CZ2X4W*NPA A Rows at 113 pig C-A,I-L hLaX4 OFF N0,A,04ski5PPNn4, •L77G49PFNo2 REACTIONS (Ibratael a"7!0>f919•frYi IrAOAElO•e•e Na HaraS-12flowd eopti 7) Max lJpllMOa-10i(Itard Cam?).L-1E4(la d asti B) Mifx rrAvs■39>31�a9d p1o'h 1,.pA69(pl trip 8) • puR�ae 1a�+M�xn„mt>,mpr.IdnnlMerlmumTenelpn -POP CHCAD A•Id■ORO,94=% MI1,0;1� b01H90,q-P4320r1e6.RF043701237.F-0-49407,0*H"=h54:}i4x45aVYAQt t,=%Vd6,J.K■0►/0,e4-as/131,J4.+1 0/123 94T CHORD 1140Wd4WM10: P-Qt `I&V&J3,0+p 201;M,N•4=54�te1A,b1,NN.�Ue01A,L M=-1101611f WEBS E p.rag3llBe,Ol+pr.gt19MAA. lbade,w9w4drWa.D-F■•19911126.Ffs1341219a R.p■•196f819S, H•O-1291112.9,ti•M-4W339,I•M-21 9,C-"0311149i 14044091h4■ N�l'Ef6' 11 Wlntt:AEOF.7.5EI 10"h;h-25I TM 6 ,,EC I,reApaf:OattiW IL'It*010■9fn1edl NWRRB AeM+0nd Zone;eantliever left and fttgA iMpA I*Ad vartlml A011 r>,hi Qplaad Lumber DOW.33 pl►la gAp 006111A, 2)TC L-ASGE 1.90;Pg--70,0 per(praund gnaWh Ph ,f No Oat—f atteavl;C 169QIY%12W B;ma ft y dip.;CM1.1 i L=40•0-4 51�M1ypl�nardannwloadshevi4*■haghNld■radiGrth de dh. 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COnabertr a norrdrercud cansidF MlDn andls fhe - o p lire TO dkne►&w Is Me virdti litrhl111W URM44 reepon�lodly Qf kSlss t&dCala►.Gerreml Rados Isla e c� -x MdWC5lL5 camber fordecdlanddeledioa, Onensian Is Rw lerelh pardel tails 1U-Plate hpe.siro,Wantallonundfacalion dtrna dms by LO L AfEA1►�EiiACDI G COI NEMI PLATE CGDOE APMWVALS shown indcale irri*nurn plafng req►mmenh. 11.Lm1her used*toll b e of the pedes and Am,and . bdecafad try slrrdod straws andlar BOCA 96-91,95-43,9d-2D 1.fb�7.813Z to"aB respacts,equal!a or 6e#ter than lhcd by taxi in iha lradnQ seclforr of Ilrc speaifed. � outml. ilsel,torEimin�rbvadc� IC90 A122.5Md3,53"3907 12.Fop ichar&rnusTbe*molhedarpuEnspmAdedof s r i LO 00 EEAiNHG 1f�rzScaled 311M VU7_9M9JiM.9511.743?A spadngsltovinandedgs.• 13.Bottom chardsragete lateralbracieg of III ff.4Wcb9, y arlew.Vro ceirt9 JrtnOoBed,Vrim alherntse haled. (a r` 1rufr-ales loca5on where beariigs °' r [Rkw4W ucctrr Icons valybuf at alhem CO m reacaniecAm aidlcatesjo<,! i�ConnecGacu iral shawnare(Fr9 sesparrstf y In rr� nuiribererhere•hears�s9rrur. c 15.Oanol4miardferhmmenibw4o►pMleuRllwJfPd& _ _ _ � appiravai ai`acprvf®Si0iial er>8(rteee - Q.fiida!arrd food ierixaltp unless indt�ated aff-sntTse. v cn fndu*y Sfcndordc e ; ANSM11: HaRanatDedanspeciTicahat for Metal MTA Hale C.oaneeted6Vix d TwsrConshuallam er Lo i 132549. Deign slundordlarflracing. o BC311; BdWrttg�Cornpor>ent3defy Marntalku% y m. GuklelO Good Prncllce forHaridln8. - fnsl'aling 1.Bracing a I Mald Moe m li Coameeted Wand Tnssaas f AYfea EWnem-V RdawnceSheet.US74n O"M Mew r m C-4" m Septic Inspection Report Office No. (518) 761-8256 Date Inspection reque J� ) ed/: Queensbury Building&.Code Enforcement Arrive: al ppart: arn9pm� 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: ti P�E"IT NO.: LOCATION: y INSPECT ON: — ' - 5 RECHECK: Comments and/or diagram Soil T �qnin-4Clay Type ofWaSW later Waterline separation distance ft. Well separation distance ft. Other wells: ft. Absorption Field: Total length ft. Length of each trench ft. Depth of trenches ft. Size of Stone Z Seepage Pits: Number Size: x Stone Size: Piping Size Type Building to tank H i /C1 ' Ob Tank to Distribution Box d ; Distribution Box to Field/Pit `t 1 Opening Sealed: V,/WPartial End Caps Location/Separations- Foundation to tank Foundation to absorption —' ft. Separation of Pits ft. Conforms as per Plot Plan InAll Engineer Report and As-Built N �- Location of System on Property: Front Rear Left Side Right Side Middle Front Middle Rear System Use Status: Approved _ ,Partial Approved and needs to be re-inspected,please call the Building& Codes Office Disapproved Last revised 1/6/05 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection rFIT d: Queensbury Building&Code Enforcement Arrive: 1\,?�Iy' Depart: a 742 Bay Rd.,Queensbuly,NY 12804 Inspector's InitiNAME: ' Flo"�� EL jC'TQ�C- 2 LOCATION: VS I C=, ACC INSPECT ON: -1-1— { 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 Dampproofmg/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacicfill Approval ` ti® 1 Plumbing Under Slab PVC/Cast/Copper Yl Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Bui]ding.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspectigopreque ce' Queensbury Building&Code Enforcement Arrive:.L epart: am 742 Bay Rd., Queensbury,NY 12804 Inspector's Initia D Z-1 -3 �6 NAME: PERMIT#: LOCATION: �� t;�,tjt�— _ INSPECT ON: TYPE.OF STRUCTURE: Comments Y N N/A Footings Piers Monolithic Slab y Reinforcement in Place The contractor is responsible for } �� providing protection from freezing -Z' D for 48 hours following the placement o of the concrete. Materials for this pu_pr ose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Zrill Approval ' /J 1 bing Under Slab ` {�1 PVC/Cast/Copper Foundation Insulation teri ExterioA R- `k �Q Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.PORMS\l-oundation Inspection Report.doe January 28,2003 `T Foundation Inspection Report Office No. (518)761-8256 Date Inspection re re eiv d Queensbury Building&Code Enforcement Arrive: a Depart: pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initi s: NAME: ` ; Q C P IT#: Dt�> LOCATION: SPECT 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 B ackfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:1SueHeiningway\Building,Codes.InspectionTORMSToundation Inspection Report.doc January 28,2003 I Foundation Inspection Report Office No. (518) 761-8256 Date Insp ctio request received: Queensbury Building&.Code Enforcement Arrive: (��7an-/pm Depart: am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: l C� P PERMIT#: _ z 3(c6 LOCATION. IN"SPECT 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 Fo tion Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHcmingway\Buil ding.Codes.Inspection.FORM S\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspe ion request received: Queensbury Building&Code Enforcement Arrive: ;Zv ani/p Depart: am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector s Initials: NAME: _ SS PERMIT#: -1 00 4 1 5 LOCATION: _ INSPECT ON: TYPE OF STRUCTURE: I 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 pu_pr ose on site. _ Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\BuiIding.Codes.Inspection.FORMSToundati on Inspection Report.doc January 28,2003 41V Foundation Inspection Report 0� n I Office No. (518) 761-8256 Date Inspe tion request received: Queensbury Building&Code Enforcement Arrive: an-/pm Depart: _am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: — PERMIT#: LOCATION: �a i UIQ/V- \-c_ INSPECT ON: TYPE OF STRUCTURE: I Comments N N/A -\, �Ooigs Piers Monolithic Slab Reinforcement in Place The contractor is responsible for S 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 Back fill Approval Plumbing Under SIab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMSU-oundation Inspection Report.doe January 28,2003 1 Foundation Ins ectiEn P P Office No. (518) 761-8256 Date Ins ection re st r c ved: U - Queensbury Building&Code Enforcement Arrive: epa : 742 Bay Rd.,Queensbury,NY 12804 Inspector's Im s: _ NAME: S P IT#: DO -3�y� LOCATION: v I SPECT ON: 1 ,0jr 6(.0— 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 VC/Cast/Copper Foundation Insulation kterior.Mxterior Rough Grade 6 inch drop within 10 ft. , L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Ca P P Office No. (518) 761-82.56 Date Inspection est ved: Queensbury Building&.Code Enforcement Arrive: '[ m epart: han � 742 Bay Rd., Queensbury,NY 12804 Inspectors initial NAME: _�� .RMIT#: 1 LOCATION: ��) c� ,�� _ _ INSPECT ON; — TYPE. OF STRUCTURE: Comments Footings \ Piers rh Monolithic Slab v(D�X7— C� U7�) flU2D Reinforcement in Place J The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. — Materials for this pu.Tgse on site. Foundation/Wallpour Reinforcement in Place Foundation Dainpproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing i 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 F ation Insulatio Interio- exterior R- 1 _ Rough Grade 6 inch drop within 10 ft. L:\SueI-Iemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation InsAS—,To p�r Office No. (518) 761-8256 Date InspectiofF ive Queensbury Building&.Code Enforcement Arrive: pm f Depart: 742 Bay Rd., Queensbury,NY 12804 Inspector's InitNAME: .� �S #:LOCATION: ��pN ��� r T ON: —2 / 7 ( / TYPE,OF STRUCTURE: �- Comments Y N N/A l 'ngs Piers _ Monolithic Slab «� -�!::p �� Reinforcement in Place The 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 Placeb Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch widtI-i 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under SIab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASuel-IcmingwayiBuilding.Cod es.Inspceti on.FORMSWoundation Inspection Report.doc January 28,2003 Cl 9-// Foundation Inspection Report Office No. (518) 761-8256 Date Inspection requ re eiv _ Queensbury Building&.Code Enforcement Arrive:� ai pm Depart: -_Z_am/pm 742 Bay Rd.; Queensbury,NY 12804 Inspector's Initra v PERMIT#: L NAME: `-�C�P.�� _ LOCATION: _ 1-3 1 1 11 f4el- IN, 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. JU1terials for this purpose on site. oundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing r 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:\SueHcmingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28.2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection reque c P' e : Queensbury Building&Code Enforcement Arrive: a Depart: 'V,�joa�pm 742 Bay Rd., Queensbuiy,NY 12804 Inspector's Initial NAME: ERMIT#: 04 - 3C�5 LOCATION: ��\�;-Qlll INSPECT ON: -- —0 TYPE OF STRUCTURE: ; Connnents Y N N/A Footings Piers Monolithic Slab Reinf cement in Place e contractor is responsible for provid' g protection from freezing for hours following the placement the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place � � c �- Foundation Dampproofing lh� 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. LASueHemingway\Building.Codes.Inspection.FORMSToundati on Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection request received: (} Queensbury Building&Code Enforcement Arrive: am/pm Depa : pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: ERMIT#: LOCATION: INSPECT ON: 0 i 00 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 p se on site. Foundation/Wallpo Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofmg/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:\SueHenvngway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspectio quest r eiv Queensbury Building&Code Enforcement .Arrive: am/pm Depart: aez 742 Bay Rd., Queensbury,NY 12804 Inspector's itials: L NAME: S �I ��r �' IT.#: LOCATION: SPECT ON: TYPE OF STRUCTURE: L Comments Y N N/A Footings Piers Le Monolithic Slab _ Reinforcement in Place 'r � The contractor is responsible for B providing protection from freezing for 48 hours following the placement of the co crete. M als for this purpose on site. IF-Ondation/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. LASueHemingway\Building.Codes.InspectionTORMSToundation Inspection Report.doc January 28,2003 1 C) Foundation Inspection Report Office No. (518)761-8256 Date Inspection reques ce' Queensbury Building&Code Enforcement Anive: am/ Depart: `� a 742 Bay Rd.,Queensbuly,NY 12804 Inspector's Initials: NAME: f _ P RMIT#: LL-U\A —3 U 5 LOCATION: Qa �,t[-2 V,A P C A� SPECT ON: (n -- 2-LA —D LA TYPE OF STRUCTURE: • Comments Y N N/A • Footings Piers Monolithic Slab Reinforcement in Place CQ-CICAt 6 The contractor is respo ible 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. LASueHemingway\Building.Codes.Inspection.FORMSToundation Inspection Report.doc January 28,2003 Gross Electric, Inc. MA Big Bay Rd. Queusbuy,W12804 June 22,2004 Town Of Queensbury Building Dept. 742 Bay Rd. Queensbury, NY 12804-5902 Attn:Dave Hatin,Director Building&Code Enforcement Phone: (518)793-2634 Fax: (518)745-4437 I have attached two stamped approved drawings from our engineer to amend the rebar schedule in the pier footing mats from#6 Rebar to#5 Rebar. �,OF NEyyy ,4F� SpSF81��P 0 Sincerely,Ai C.Gordon, PM C 068956 dF'SSIO��y J U N 2 2 2004 COLUMN AND CONTROL JOINT z z Zo // \\ J O \\ BASE PLATE PRE-MOLDED JOINT FILLER lilil #4 x 3'-0' W/STD, HOOK EACH END. ADDITIONAL REINF. PRE-ENGINEERED BLDG. COLUMNS & ANCHOR BOLTS (4) 3/4' DIA, ANCHOR BOLTS 1/2' THK. PRE-MOLDED JOINT FILLER & SEALANT COLUMN CONC. FLOOR SLAB ih io _ T/PIER EL. 100'-0' COMPACTED PIER VERT, REINF. W/90 STD. HOOK INT❑ FOOTING, GRANULAR 2' CL FILL- (TYP) QTY. (4) #6 PER EACH FACE ❑F PIER #3 CLOSED TIES T/FTG. EL. 96'-0' FOR (4' PIER) @ 12' C-C MAX. SPACING 1'-6, T/FTG, EL. 92'-0' FOR (8' PIER) 2' CL. 9' CL UNDISTURBED SOIL 6'-0' #5 REBAR @ 12' C-C EACH DIRECTION TYP. NOTE: TYP. PIER HEIGHT 4' UNLESS INDICATED TYP. INTERIOR FOOTING/PIER ELEVATION SCALE: 3/8"= 1'-O" [PIER IER FOOTING DETAIL AMENDED 6/22/04 TO REFLECT CHANGE FOOTING TO #5 REBAR IN FOOTING MAT pF NE �P+�S�$URR YO ' REVISION DATE DESCRIPTION TITLE: DRAWN BY: ACG AMENDED DATE: 6/22/04 FOUNDATION ENG. BY: SECTIONS & DETAILS PROPERTY OF: PAGE F-5 GROSS ELECTRIC 068955 A OSSIO�'�y J U N 2 2 2004 PRE-ENGINEERED BLDG. COLUMNS & ANCHOR BOLTS 1/2' THK. PRE-MOLDED COLUMN 3/4' DIA. ANCHOR BOLTS, JOINT FILLER & SEALANT SEE PIER TYPES FOR SIZE & TYPICAL CONC, FLOOR SLAB ANCHOR BOLT DETAIL VERT, REINF., SEE I THIS PAGE SCHEDULE FOR SIZE ' T/PIER EL. 100'-0' & NO, REQ'D 2' CL, PIER VERT. REINF. W/90 STD, HOOK INT❑ FOOTING, DOWELS TO MATCH (TYP,) QTY. (4) #6 PER EACH FACE OF PIER VERT, REINF., LAP 38 BAR DIA, T/FTG, EL, 96'-0' FOR (4' PIER) 1'6' T/FTG, EL. 92'-0' FOR (8' PIER) #5 REBAR @ 12' C-C 2' CL, EACH DIRECTION TYP, UNDISTURBED SOIL 6'-0' 9' CL #3 CLOSED TIES, 2 PER SET @ 12' C-C NOTE: TYP. PIER HEIGHT 4' UNLESS INDICATED TYP. EXTERIOR FOOTING/PIER ELEVATION SCALE: 3/8"= V-0" PIER FOOTING DETAIL AMENDED 6/22/04 TO REFLECT CHANGE TO PIER FOOTING TO #5 REBAR IN FOOTING MAT ,ScGoF NETI'y REVISION I DATE DESCREMON TITLE: DRAWN BY: ACG AMENDED DATE: 6/22/04 ENG. BY: _ O FOUNDATIO N PROPERTY OF: SECTIONS & DETAILS PAGE F-4 GROSS ELECTRIC s�0 �' J U N 2 2 2004 1" • S� 310 Foundation Inspection Report V A (r/®� (/✓ Office No. (518)761-8256 Date Inspection f Queensbury Building&Code Enforcement Arrive: epart: c� a 742 Bay Rd., Queensbury,NY 12804 Inspector's Initi NAME: (�TCJ S /e ✓ter`LOCATION: i �c 22 TYPE OF STRUCTURE: Comments Y N N/A Footings Piers / .� --- �� 1 LW Monolithic Slab-- Reinforcement in Place p 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 Danipprooting 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 Bacicfill Approval e Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingwayU3uilding.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 CONSTRUCTION TECHNOLOGY INSPECTION &TESTING DIVISION, P.D.&T.S., INC. 4 William Street, Ballston Lake,New York 12019 Phone: (518)399-1848 Fax: (518)399-1913 CLIENT: CLEAR CONSTRUCTION,INC. REPORT DATE: 06/01/04 35 SISSON ROAD SAMPLE NUMBER: 5825 FORT EDWARD,NEW YORK 12828 OUR FILE NUMBER: 1041.001 LAB TECHNICIAN: BRYAN CASAW ATT'N: MR.ROBERT CLEAR PROJECT: GROSS ELECTRIC: SILVER CIRCLE,QUEENSBURY,NY. _ REPORT OF MOISTURE/DENSITY RELATION OF SOILS ::: PROCTOR MATERIAL SOURCE: ONSI'I'L-' MATERIAL:SOUTHEAST END MATERIAL DESCRIPTION: SAND,medium/fine;trace Sill/Clay PROCTOR METHOD: ASTM D-1557:MODIFIED GRADATION-NIETI IOD: ASTM D-1140/D-422:WASHED ZERO AIR VOIDS CURVE: 2.44 SPECIFIC GRAVITY MAXIMUM DENSITY 115.4 PC'F 120 r= OPTIMUM MOISTURE 11.2"% 119 - ff j - 1- GRADATION SIEVE PERCENT SPECIFICATION --- j - - - -- -- 7 -----�__ i -- --- - - - -- — -- -- �- -! SIZE PASSING ALLOWANCE 4 118 -� --�-- -__- -- -- - - _ � 117 -- - 2 1/2" - i 2, w 11.6 - - I I- 11/2' - 115 3/4" -- i- 1/2' O 114 i I - IM 100.0 Fn 113 --- --,-- --- - I -- I 94 99.9 V —- -- 1/81, w 112 EL 99.2 #10 z 111 416 92.0 F !i i l - ! !!!!!! #20 110 i - -� , i - 430 61.7 �" #40 40.5 -- i 109 ; #50 22.6 - 960 108 #80 #100 9.2 107 l I - #140 - 7 8 9 10 11 12 13 14 15 #200 6.0 MOISTURE CONTENT::: PERCENT DRY WEIGHT REPORT DISTRIBUTION: GENERAL NOTES: Respectrully, I: CONST UCTION TECHNOLOGY 2• 3: 4: TOM JOSLIN,S.1E.T.,(NICET) 5: MANAGER TECHNICAL SERVICES CONSTRUCTION TECHNOLOGY INSPECTION &TESTING DIVISION, P.D.&T.S., INC. 4 William Street, Ballston Lake,New York 12019 Phone: (518)399-1848 Fax: (518)399-1913 CLIENT: CLEAR CONSTRUCTION,INC. REPORT DATE: 06/01/04 35 SISSON ROAD SAMPLE NUMBER: 5826 FORT EDWARD,NEW YORK. 12828 OUR FILE NUMBER: 1041.001 LAB TECHNICIAN: BRYAN CASAW ATT'N: MR.ROBERT CLEAR PROJECT: GROSS ELECTRIC: SILVER CIRCLE,QUEENSBURY,NY. REPORT OF MOISTURE/DENSITY RELATION OF SOILS ::: PROCTOR MATERIAL SOURCE: ONSITF.MATERIAL:NORTHWEST END MATERIAL DESCRIPTION: SAND,fine/medium:.little SHUClay,trace line Gravel PROCTOR ME ITIOD: ASTM D-1557: MODIFIED GRADATION METHOD: ASTM D-1140/D-422:WASI IED +3/4 CORRECTION: 124.7 PC'F. ZERO Alit VOIDS CURVE: 2.61 SPECIFIC GRAVITY MAXIMUM DENSITY 123.5 PCF OPTIMUM MOISTURE 10.6% 129 1--A _ -- -- --- --- GRADATION 128 I ! I - SIEVE PERCENT SPECIFICATION j- -- I-- --.--- --- ....-.---. - i_ _ --- — - I -1— i - -:- ---- SIZE PASSING 127 ALLOWANCE - I 4" - 3" 126I — - ------�-- -- F_ 2 1/2" co - 2" 100.0 tz. 125 1" 95.9 0 124 ---- I _ 3/4" 95.9 1/2" 94.0 p 123 1I - _ — - I -- 3/8" 93.5 ILL ---"-- - --- - --- ----- L I I I - 122 1/8" w 121 - 118 97.6 1110 z I I I z 120 #16 81.4 0 119 #20 a 430 67.8 - 1140 56.5 1150 44.5 118 #60 117 1180 . 11100 27.4 116 4140 7 8 9. 10 11 12 13 14 15 #200 19.4 MOISTURE CONTENT::: PERCENT DRY WEIGHT REPORT DISTRIBUTION:, GENERAL NOT=. [Respectfully, 1 NSTRICTIONTECIINOLOCY 2: /�G��3: 4: M JOSLIN•S.E.T.,(NIC'ET) 5: NAGER TECHNICAL SERVICES CONSTRUCTION TECHNOLOGY INSPECTION & TESTING DIVISION, P.D.& T.S., INC. 4 William Street, Ballston Lake,New York '12019 Phone: (518)399-1848 Fax:(518)399-1913 CLIENT: CLEAR CONSTRUCTION,INC. REPORT NUMBER: 1 :PAGE#: 1 35 SISSON ROAD INSPECTION DATE: 06/01/04 FORT EDWARD,NEW YORK 12828 OUR FILE NUMBER: 1041.001 FIELD INSPECTOR: PETE DUNHAM ATT'N: MR.ROBERT CLEAR PROJECT:GROSS ELECTRIC:SILVER CIRCLE, QUEENSBURY,NY. SOIL COMPACTION VERIFICATION REPORT :% 1NPLACE SOIL DENSITY MATERIALS LABORATORY DATA CODE MOISTURE MAX DENSITY PCF MATERIAL DESCRIPTION MATERIAL SOURCE 5825 11.2 115.4 SAND,medium/fine;trace Silt/Clay ONSITE:SOUTHEAST END 5826 10.6 124.7 SAND,fine/medium;little Silt/Clay;trace fine Gravel ONSITE:NORTHWEST END FIELD COMPACTION TEST RESULTS LOCATION OF TESTING: BUILDING PAD&FOOTING SUBGRADE ELEVATION REFERENCE: F.G.=FINISH GRADE=TOP OF FOOTING SUBGRADE COMPACTION TEST METHOD ASTM D-2922 CO-ORDINATE REFERENCE: PER LOCATION COMPACTION REQUIREMENTS: 95% TEST SOIL SOIL DEPTH OR MOISTURE INPLACE DRY PERCENT NO. BEARING CODE ELEVATION LOCATION OF TEST CONTENT DENSITY PCF COMPACT 1 5825 FINISH GRADE SE BUILDING CORNER: 20'N x 20'W 7.2% 111:0 96.2% 2 5825 FINISH GRADE SE BUILDING CORNER: 20'N x 100'V1l 6.3% 1.10.9 96.1 % 3 5825 FINISH GRADE SE BUILDING CORNER: 20'N x 150'W 7.0% 109.7 95.1 % 4 5825 FINISH GRADE SE BUILDING CORNER: 20'N x 200'W 6.7% 109.8 95.1 5 5825 FINISH GRADE SE BUILDING CORNER: 80'N x 20'W 6.8% 110.4 95.7% 6 5825 FINISH GRADE SE BUILDING CORNER: 80'N x 100'W 8.3% 110.1 95.4% 7 5825 FINISH GRADE SE BUILDING CORNER: 80'N x 160'W 5.7% '109.6 95.0 8 5825 FINISH GRADE SE BUILDING CORNER:1250'N x 10'W 6.8% 112.3 97.3% 9 5825 FINISH GRADE SE BUILDING CORNER:125'N x 70'W 8.3 % 109.8 95.1 % 10 5825 FINISH GRADE SE BUILDING CORNER:125'N x 140'W 7.9% 111.1 96.3 % REPORT DISTRIBUTION: GENERAL NOTES: RESPECTFULLY SUBMITTED, 1:FILE 1.D-1556=SAND CONE METHOD OF TEST CONSTRUCTION TECHNOLOGY 2: 2.D-2922=NUCLEAR GAUGE METHOD OF TEST 3: 3. FF =FINISH FLOOR 4: 4. FG =FINISH GRADE 5: 5. TOM JOSLIN,S.E.T.(NICET) 6: 6. MANAGER TECHNICAL SERVICES CONSTRUCTION TECHNOLOGY INSPECTION & TESTING DIVISION, P.D.&T.S., INC. 4 William Street, Ballston Lake,New York 12019 Phone: (518)399-1848 Fax: (518)399-1913 CLIENT: CLEAR CONSTRUCTION,INC. REPORT DATE: 06/01/04 35 SISSON ROAD SAMPLE NUMBER: 5825 FORT EDWARD,NEW YORK 12828 OUR FILE NUMBER: 1041.001 LAB TECHNICIAN: BRYAN CASAW ATT'N: MR.ROBERT CLEAR PROJECT: GROSS ELECTRIC: SILVER CIRCLE,QUEENSBURY,NY. REPORT OF MOISTURE/DENSITY RELATION OF SOILS :::" PROCTOR MATERIAL,SOURCE: ONSITE MATERIAL:SOUTHEAST END MATERIAL DESCRIPTION: SAND,medium/fine;trace Silt/Clay PROCTOR METHOD: ASTM D-1557:MODIFIED GRADATION METHOD: ASTM D-1140/D-422: WAS 1-1ED ZERO AIR VOIDS CURVE: 2.44 SPECIFIC GRAVITY MAXIMUM DENSITY 115.4 PC'F OPTIMUM MOISTURE 11 2%) 2I-- . lig I GRADATION - i ;-- -- - -- ------ --- - SIEVE PERCENT SPECIFICATION I 118 SIZE PASSINGALLOWANCE Ir � I - j { -_ + - - - - - �-- - 4 117 I - 2 1/2" t -, - - --- - - k wI- -I i 1/2" 1- I 1 115 I - j — ii _} I- --I---. / ". o 1/2�� p 114LL - I 3/8° 0 ---�- - - -� -- i -- 1/4' 100.0 in 113 - #4 99.9 -. --- ' 1/81, w 112 -- } 7 ` I 11R 99 ° ? I I I I i 1 #I 0 z 111 i !I 416 92.0 I 110 #30 61.7 - - -- #40 40.5 109 - #50 22.6 �- 460 108 It 100 9.2 107 i. - -I - - J 4110 7 8 9 10 11 12 13 14 15 #200 G.O. MOISTURE CONTENT::: PERCENT DRY WEIGHT REPORT DISTRIBUTION: GENERAL NOTES: Respectfully, I: CONST UCTION TECHNOLOGY 2: 3: 4: TOM JOSLIN,S.E.T.,(N10ET) 5: MANAGER TECHNICAL SERVICES CONSTRUCTION TECHNOLOGY INSPECTION &TESTING DIVISION, P.D.&T.S., INC. 4 William Street, Ballston Lake,New York 12019 Phone: (518)399-1848 Fax: (518)399-1913 CLIENT: CLEAR CONSTRUCTION,INC. REPORT DATE: 06/01/04 35 SISSON ROAD SAMPLE NUMBER: 5826 FORT EDWARD.NEW YORK 12828 OUR FILE NI-fMRF.R: 1041.001 LAB TECHNICIAN: BRYAN CASAW ATT'N: MR.ROBERT CLEAR PROJECT: GROSS ELECTRIC: SILVER CIRCLE,QUEENSBURY,NY. " REPORT OF MOISTURE/DENSITY RELATION OF SOILS ::: PROCTOR MATERIAL SOURCE: ONSITE MATERIAL:NORTHWEST END MATERIAL DESCRIPTION: SAND,fine/mediuni;little Silt/Clay:trace fine Gravel PROCTOR METHOD:HOD: ASTM D-1557: MODIFIED GRADATION METHOD: ASTM D-1 140/D-422: W,ASIIFD +3/4 CORRECTION: 124.7 PC'F ZERO AIR VOIDS CURVE: 2.61 SPECIFIC GRAVITY MAXIMUM DENSITY 123.5 PCF OPTIMUM MOISTURE 10.6%, 129 GRADATION 128I- SIEVE PERCENT SPECIFICATION 127 !--- -I— - t -- �t J------- ---- SIZE PASSING ALLOWANCE .) � - _- I 4 3" 126fn I �- W - - - i - ` --, -- - -------- - 2" 100.0 z 125 J - -- --i-- I — --- 124 - ' 1" 95.9 3/4" 95.9 - O I - - 1/2" 94.0 O 123LL - - - - - - -- 1/8" 93.5 v -- - f --- - --i - I/4' 92.0 m 122 I J -- I f- --- - -- -L 1/8" wd 121 98 87.6 I I ff l o z 120 f116 81.4 0 -- - i ---� J o- #20 119 430 67.8 440 56.; 118 I j- L- 1150 44.5 I I 460 117 , f . . l J- 1 480 J _ f1100 27.4 116 - l — #140' 7 8 9 10 11 12 13 14 15 #200 19`1 MOISTURE CONTENT:: PERCENT DRY WEIGHT REPORT DISTRIBUTION: GENERAL NOTES: Respectflully, I, CONSTRUCTION TECIINOLOGY 2: Cam'/� LJ 3: 4: TOM JOSLIN,S.F.T.,(NICE-) 5: MANAGER TEC HNICAL SERVICL'S CONSTRUCTION TECHNOLOGY INSPECTION &TESTING DIVISION, P.D.&T.S., INC. 4 William Street, Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: CLEAR CONSTRUCTION,INC. REPORT NUMBER: 1:PAGE*: 1 35 SISSON ROAD INSPECTION DATE:. 06/01104 FORT EDWARD,NEW YORK 12828 OUR FILE NUMBER: 1041.001 FIELD INSPECTOR: PETE DUNHAM ATT'N: MR.ROBERT CLEAR PROJECT:GROSS ELECTRIC:SILVER CIRCLE,QUEENSBURY,NY. SOIL COMPACTION VERIFICATION REPORT ::: INPLACE SOIL DENSITY MATERIALS LABORATORY DATA CODE MOISTURE MAX DENSITY PCF MATERIAL DESCRIPTION MATERIAL SOURCE 5825 11.2 115.4 SAND,medium/fine;trace Silt/Clay ONSITE:SOUTHEAST END 5826 10.6 124.7 SAND,fine/medium;little SilUCla ;trace fine Gravel ONSITE:NORTHWEST END FIELD COMPACTION TEST RESULTS LOCATION OF TESTING: BUILDING PAD&FOOTING SUBGRADE ELEVATION REFERENCE: F.G.=FINISH GRADE=TOP OF FOOTING SUBGRADE COMPACTION TEST METHOD ASTM D-2922 CO-ORDINATE REFERENCE: PER LOCATION COMPACTION REQUIREMENTS: 95% TEST SOIL SOIL DEPTH OR MOISTURE INPLACE DRY PERCENT NO. BEARING CODE ELEVATION LOCATION OF TEST CONTENT DENSITY PCF COMPACT 1 5825 FINISH GRADE SE BUILDING CORNER: 20'N x 20'W 7.2% 111.0 96.2% 2 5825 FINISH GRADE SE BUILDING CORNER: 20'N x 100'W 6.3% 110.9 96.1 % 3 5825 FINISH GRADE SE BUILDING CORNER: 20'N x 150'W 7.0% 109.7 95.1 % 4 5825 FINISH GRADE SE BUILDING CORNER: 20'N x 200'W 6.7% 109.8 95.1 % 5 5825 FINISH GRADE SE BUILDING CORNER: 80'N x 20'W 6.8% 110.4 95.7% 6 5825 FINISH GRADE SE BUILDING CORNER: 80'N x 100'W 8.3 % 110.1 95.4% 7 5825 FINISH GRADE SE BUILDING CORNER: 80'N x 160'W 5.7 % 109.6 95.0% 8 5825 FINISH GRADE SE BUILDING CORNER:1250'N x 10'W 6.8% 112.3 97.3.% 9 5825 FINISH GRADE SE BUILDING CORNER:125'N x 70'W 8.3% 109.8 95.1 % 10 5825 FINISH GRADE SE BUILDING CORNER:125'N x 140'W 7.9% 111.1 96.3% REPORT DISTRIBUTION: GENERAL NOTES: RESPECTFULLY SUBMITTED, 1:FILE 1.D-1556=SAND CONE METHOD OF TEST CONSTRUCTION TECHNOLOGY 2: 2.D-2922=NUCLEAR GAUGE METHOD OF TEST 3: 3. FF =FINISH FLOOR 4: 4. FG =FINISH GRADE 5; 5. TOM JOSLIN,S.E.T.(NICET) 6: 6. MANAGER TECHNICAL SERVICES 7_- -, A I�-&" C�N-kb��_" /0 , Rough Plumbing Insula ion Inspection Report Office No. (518) 761-8256 Date Inspection rFr, give Queensbury Building & Code Enforcement Arrive: art: 742 Bay Road, Queensbury, NY 12804 Inspector's In �NAME: A � P t� ;,► . LOCATION: l (trc I SPECT ON: tee. TYPE OF STRUCTURE: a 5'0w S sir 6l N N/A ou h Plumbing / Nail Plates Plumbing Vent / Vents in Place 1 1/2 inch minimum Drain Size J'R Washing Machine Drain 2 inch minimum ���� J� Clean 100 feet / change of directionLP_jjis 'sure T rain ent Air Head 5 P.S.I r ft. above highest connection for 15 minutes = ess - ater Sapply Piping Air / Head 50 P.S.I for 15 minutes I solation / Residential Check / Commercial Check Proper Vent Attic Vent Duct/ Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly / No duct tape COMMENTS: NA LAPam WhitingV3uilding&Codes\lnspection Forms\Rough Plumbing Insulation Report.revised Nov 17 2003.doe Revised February 15,2005 Final Inspection Report From The desk Of David Joseph Rubado Licensed Professional Engineer State Of New York (068955) _ Owner: Joe&Debra Gross (Gross Electric Inc.) Project: New Office Building& Warehouse Location: 27 Silver Circle Queensbury,NY 12804 AHJ: Town Of Queensbury Bldg. Dept 742 Bay Road Queensbury,NY 12804 Phone: (518) 761-8256 Building Inspector: Dave Hatin/John O'Brien Permit#: Office Building 2004-783 Date Issued: 10/28/04 Permit#: Warehouse 2004-365 Date Issued: 6/22/04 Inspection Date: 11/18/05 To whom it may concern: After a review of the actual completed building construction,building inspection reports, fire alarm certification& test report, sprinkler system certification and test report, as-built drawing and inspection report for septic system, final electrical inspections for both buildings this building complies the design standards set forth in the drawings and documentation issued to the Town Of Queensbury for the above listed building permits. Sincerely Yours, OF NE4,y P SpSEPf1� O o �n Pave"Rubado, PE A 068 9 5" _T�Sslo�P� N O V 1 8 2005 TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY. 12804-5902 Memorandum To: ' Dave Hatin From: Steve Smith Date: June 21, 2004 Re: Plan Review Comments-Gross Electric Dave— I reviewed the plans submitted for this project. I have the following comments: 1. Site plan shows a gate on the southeast side of the storage building. It does not indicate whether or not the gate will be locked. Since the fire department will need access to the rear of this building,I need to know what type of security device, if any, will be employed at this gate. I'd recommend a Knox Box if it is to be locked. 2. The layout of the exit signs and emergency lighting looks acceptable. Additional exit signs (directional type) may be necessary, depending on the height of the rack storage, so that the exits are clearly defined from any point in the building. 3. I believe that the occupancy group will be S2/B—if this is correct,then a fire alarm system and a sprinkler system will not be required. Please advise if I have the occupancy group incorrect. 4. Chief John.Carpenter(WGF)will be reviewing the site plan on Tuesday 6/22 to determine if the turning radius of the access lanes will be acceptable. I will forward his comments, if any, to you after his review, 5. I did not see any plans for the office building—is it pre-existing?The plans are not clear on this and I'm not familiar with the location. Thanks Steve TOWN OF QUEENSBURY COMMUNITY DEVELOPMENT DEPARTMENT TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY. 12804-5902 Memorandum To: Dave Hafin, File 2004 753,2004 365 From: MJ Palmer, Fire Marshal Date: Nov.2nd,2005 Re: Gross Office and Warehouse Plan review for the above indicates: 1) Install bollards around sprinkler riser 2) Provide details for FD access thru gate 3) Install Knox box and keys at main entrance Michael J Palmer Fire Marshal Michael J Palmer, Fire Marshal 742 Bay Road Queensbury,NY 12804 518.761.8206- -flremarshal@queensburit.net TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY. 12804-5902 Memorandum To: Dave Hatin, File 2004-M,11 �_`,..:�'la6/i' From: MJ Palmer, Fire Marshal Date: Oct. 25th,2005 Re: Gross Electric Site inspection conducted 10/25/2005.The following items are required before a temporary CO is issued: 1) Fire alarm system test and documentation 2) Sprinkler system test reports 3) Generator function test The following additional items are still required to complete the CO: 1) Fire extinguishers mounted in warehouse 2) Bollards installed at sprinkler riser 3) Provisions made for FD access through the gate and also keys for pull stations and main entry door. Suggest a Knox Box. 4) Document that HVAC shutdown is not required. Respectfully, Michael r Palmer Fire Marshal Michael j Palmer,Fire Marshal 742 Bay Road Queensbury,NY 12804 518.761.8206• -f-tremarshal@queensbury.net 4ZIL TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY. 12804-5902 •7�2,- U2" June 1, 2004 Joe Gross 399A Big Bay Road Queensbury, NY 12804 Dear Joe: The following items need to be addressed before a building permit can be issued for your storage building. 10 I've been told that this is going to be a heated structure, and therefore an energy evaluation must be done on the building to show the building complies with the New York State Energy Code. Also, the type of heating systems to be supplied in the build'�}g must be noted on the plans and location of these heating systems. ? CAS r , CU.Ix 1f61%,C/ - 1"`A' There is no floor plan provided with this submission, and therefore no exit doors or aisles to exit doors are shown. A complete floor plan must be submitted showing exit doors, exit lights, emergency lights, and s e� within this 25,000 square feet. Also, canopies are required ove doors. �I need the structural calculations done by the engineer who reviewed the drawings to be submitted along with the plans for our files. All exits must be handicapped accessible. owe need to know how far it is from the proposed storage building to an existing building on the site, to determine whether a bathroom is required within this space. .&.'We need elevations of the building showing all four sides of the building. 1C` .-c 4 Once the above items have been received, a building permit can be issued by this Department. rr '' 0.Department uJ- ()".1 &14 hl'1 Sincerely, Vd Wn, Davi Hector Building and Code Enforcement DH/mg JQ� L:\Maria\MARIAG\Gross.doc Cs r GENERATOR SET COMMISSIONING SHEET GENERATOR SET DATA Y Generator Set Model/Serial No: /JC�J� I �����'T d�/.��yO Duty: d rime Engine Model /Serial No: ��.-vC�Ns ,�. ��5 / l! l 7Y;LL Volts: _l/ GMV Radiator Serial No: Rating: /_ ,"kVA Alternator Model/Serial No: L.L3 6 s C' Phase: _J_— Control Panel Type/Serial No: (>li j / Frequency: ( i Hz Load Transfer Panel Type/Serial / Inspection Satisfactory Electrical Drawing No: Refer to Comments Date of Commissioning: N/A Not'Applicable END USER DATA Company Name:_ �mSs CC,17e C Address: ::51 IVey- Genset"Location: ^� J Fuel System Fuse and Fuse Ratings t/ Water Level and Additives Manuals/Drawings Available and Correct Lube Oil Level V, Load Test I/ Battery Electrolyte Level Exhaust System Battery Terminals and Wiring Cooling System Belt Tensions Jacket Water/Oil Heater Radiator and Alternator Guards >/ Crankcase Breather System Electrical Instruments Air Filtration System Engine instruments Battery.Charging System Engine/Trickle . Engine Temperature f Z 5 Mains Fail System Functional Operation_ Engine Oil Pressure Panel Functional Operation Earth Connections f Changeover Panel Functional Operation Electrical Connections Power Main Circuit Breaker Functional Operation j Electrical Connections Control Motor Controls Alarm and Shutdown Devices Synchronisisng Equipment Enclosure Vibration Phase Rotation Running Gear Comments: IT IS THE RESPONSIBILITY OF THE END USER TO ENSURE ALL OILS ARE AS PER MANUFACTURER'S RECOMMENDATION AND A SERVICE PERIOD IS ESTABLISHED AND ADHERED TO AS FAILURE TO DO SO COULD RESULT IN WARRANTY BECOMING INOPERATIVE. Machine satisfactorily commissioned and handed over subject to comments: Distributor Name: I l 1 '1, :IV Signed: _ _ r � ------Date: End User Signed: WHIT END USER YELLOW-DEALER PINK-OLYMPIAN WARRANTY DEPT OLYMPIAN WARRANTY DEPT,OLD GLENARM ROAD,LARNE,CO ANTRIM,ST40 1EJ,NORTHERN IRELAND OLYCOMM.DOC • •. is WARRANTY REGISTRATION FORM GENERATOR SET DATA Generator Set Model./Serial No: 1S0 Duty: ndby Prime Engine Model/Serial No: s 3y lJt,' / t_C4S�✓(�L?k�. volts:—' _ V Radiator Serial No: Rating: kMk' Alternator Model/Serial No: 'XS,�y / / �( % QG Phase: 3 Control Panel Type/Serial No: Frequency: j(�Hz Load Transfer Panel Type/Serial / Electrical Drawing No: Date of Ex Factory Shipment: Warranty Period: 12 Months from start up 18 Months from factory shipment(includes 6 month shelf life) END USER DATA Company Name: C� —=--------------------------------------- Ad d ress: RAJ IV,, ------------=—=--- Generator Set Location: (if different) 14��1 —� —__---___—_—_ -- ---- ------------------------------------ — Date of Purchase: Day:__ Month: Year: Date of Start-Up: Day: _ c;2 Month: _ Year: Generator Set Duty: Prime/Standby Options: Skid/Trailer/Canopy/Attenuated c , DISTRIBUTOR DATA Distributor: • Address: .Sc0 L����zrre- '71 �---� .� -----------i�------------------. Generator.Set Location:_Miles/ Kilometres from Distributor — — I hereby confirm that the above generating set has been correctly installed at the above location.. Signed: ---- / _ ->_�iC'ic«Date: /_Cr.� _Position: f WARRANTY DEPT,OLD GLENARM ROAD,LARNE,CO ANTRIM,BT40 1EJ,NORTHERN IRELAND REG.DOC PRE—DELIVERY INSPECTION s tENERATOR SET DATA C; Generator Set Model/Serial No: 50 Pf / 0 A,,,4,7 )/3C7i) Duty: tandb Prime Engine Model/Serial No: ��ra,.Jci„s: ,2? y / u g Volts: Cf V Radiator Serial No: Rating:_%.S'u WV.{; Alternator Model/Serial No: 0 2,L IV- / Phase: Control Panel Type/Serial No: 17WI E- / Frequency: �(,_C' Hz 't 4. Load Transfer Panel Type/Serial / ✓ Inspection Satisfactory Electrical Drawing No: / Refer to Comments Date of Delivery to End User: 9��ifUs' N/A Not Applicable ,, LUBRICATION: z Check all connections Check oil level , Check protection switch FUEL: Check all connections(leaks,etc) {` Check throttle and governor linkages AIR: p` Check air filter pipework Check vent piping and connections Check air flap and solenoid(if fitted) y WATER: Check and adjust fan belts Check antifreeze inhibitor and level(top up as necessary) Check remote fans and pumps(if applicable) tl( Check radiator core and tanks(leaks,etc) Check protection switch DC: Check and adjust alternator belts Check acid level of battery(s)(top up as necessary) l Check condition of lugs and terminals Check PCB lamps and wiring AC: Visually inspect windings Check power connections r. Check circuit breaker and connections Check contactor panel connections and lamps(as applicable) HEATER: (If fitted) Check hose connections Check operation B {" OFF LOAD TEST: Oil Pressure PSI/BAR Water Temperature / -7 5 °C/°F Battery Charging Volts /310 V AC Voltage V Frequency (�0 Hz or RPM rpm ' Other: l SILENCER: !l; Check system for fumes > Comments: Distributor Name: Signed: _s�.--_ ___Date: WHITE-END USER YELLOW-DEALER PINK-OLYMPIAN WARRANTY DEPT OLYMPIAN WARRANTY DEPT,OLD GLENARM ROAD,LARNE;CO ANTRIM,BT40 1 EJ,NORTHERN IRELAND OLYPDI.DOC Permit Number Envelope Compliance Certificate, Checked By/Date New York State Energy Conservation Construction Code COMcheck EZ Software Version 2.5 Release la Data filename: C:\Documents and Settings\Gross Electric\My Documents\Gross New Building\GROSS 2004 WAREHOUSE.cck Section 1: Project Information Project Name: GROSS ELECTRIC WAREHOUSE Designer/Contractor: ROZELL INDUSTRIES INC. Document Author: AI C. GORDON,PM GROSS ELECTRIC INC. 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 Building Type Floor Area Storage,Industrial and Commercial 25000 Section 3: Requirements Checklist Bldg. Dept. Use Air Leakage,Component Certification,and Vapor Retarder Requirements [ ] 1 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 fight fitting non-combustible fireplace doors. [ ] 5. 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 sealed or gasketed. [ ] 8. Vapor retarder installed. Climate-Specific Requirements Gross Cavity Cont. Proposed Budget Component Name/Description Area R-Value R-Value U-Factor U-Factor Roof 1:Metal Roof with Thermal Blocks 25000 0.0 30.0 0.032 0.051 G � C Exterior Wall 1:Metal Wall without Thermal Blocks 14872 0.0 14.0 0.067 0.074 Door 1: 8 ft.X 8 Ft. Overhead 128 --- --- 0.118 0.120 Door 2:Entry Doors 105 --- --- 0.067 0.120 Door 3:20 ft.x 14 ft.Overhead 1120 --- --- 0.110 0.120 , Floor 1:Unheated Slab-On-Grade,Vertical 4 ft. 650 --- 11.0 --- --- l2"S PV k i (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. Envelope PASSES: Design 11%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 COMcheck-EZ Version 2.5 Release la and to comply with the mandatory requirements in the Requirements Checklist. When a Registered Design Professional has stamped and signed this page,they are attesting that to the best of his/her knowledge,belief,and professional judgment,such plans or specifications are in compliance with this Code. ow 6 0 Principal Envelope Designer-Name Signature Date OF NE IV ,SP SpSEPRR O 68955 tiw� O SS10�P J U N 1 7 2004 Permit Number Lighting and Power Compliance Certificate Checked By/Date New York State Energy Conservation Construction Code COMcheck-EZ Software Version 2.5 Release la Data filename: C:\Documents and Settings\Gross Electric\My Documents\Gross New Building\GROSS 2004 WAREHOUSE.cck Section 1: Project Information Project Name: GROSS ELECTRIC WAREHOUSE Designer/Contractor: ROZELL INDUSTRIES INC. Document Author: Al C. GORDON,PM GROSS ELECTRIC INC. Section 2: General Information Building Use Description by: Whole Building Type Project Type: New Construction Building lVe Floor Area Storage,Industrial and Commercial 25000 Section 3: Requirements Checklist Bldg. Dept. Use [ ] Interior Lighting 1: Total actual watts must be less than or equal to total allowed watts Allowed Watts Actual Watts Complies(Y/I) 15000 13106 YES Exterior Lighting [ ] 2. Type(s)of exterior lighting sources: _Fluorescent _Metal Halide _High Pr. Sodium Exceptions: Specialized signal,directional,and marker lighting;lighting highlighting exterior features of historic buildings;advertising signage; safety or security lighting;low-voltage landscape lighting. Controls,Switching,and Wiring [ ] 3. Master switch at entry to hotel/motel guest room. [ ] 4. Individual dwelling units separately metered. [ ] 5. Minimum of two switches,dimmer,or occupancy sensor in each space. Exceptions: Only one luminaire in space; Security lighting,24 hour lighting; The area is a corridor, storage,restroom,retail sales area or lobby. [ ] 6. Automatic lighting shutoff control in spaces greater than 250 sq.ft in buildings larger than 5,000 sq.ft. [ ] 7. Photocell/astronomical time switch on exterior lights. Exceptions: Areas requiring lighting during daylight hours [ l I 8. Tandem wired one-lamp and three-lamp ballasted luminaires. Exceptions: Electronic high-frequency ballasted luminaires not on same switch [ ] I 9. Transformers meet minimum efficiencies listed in Table 805.6.1 or 805.6.2. Section 4: Compliance Statement The proposed lighting design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed lighting system has been designed to meet the New York State Energy Conservation Construction Code requirements in COMcheck-EZ Version 2.5 Release la and to comply with the mandatory requirements in the Requirements Checklist. When a Registered Design Professional has stamped and signed this page,they are attesting that to the best of his/her knowledge,belief,and professional judgment, such plans or specifications are in compliance with this Code. al Principal Lighting Designer-Name Signature Date OF NEW I.- �� J o cx b ' �U 0689513 A�OFESSIO JUN 17 2004 Lighting Application Worksheet New York State Energy Conservation Construction Code COMcheck-EZ Software Version 2.5 Release la Section 1: Allowed Lighting Power Calculation A B C D Total Floor Allowed Allowed Area Watts Watts Building Type (ft2) (watts/ft2) (B x C) Storage,Industrial and Commercial 25000 0.6 15000 Total Allowed Watts= 15000 Section 2: Actual Lighting Power Calculation A B C D E F Fixture Fixture Description/ Lamps/ #of Fixture ID Lamp Description/Wattage Per Lamp/Ballast Fixture Fixtures Watt. (D x E) Main Warehouse TYPE-1 MH-HIGH BAY/Metal Halide 400W/Magnetic 1 24 460 11040 TYPE-2 T8-PENDANT FLUORESCENT/8FT. T-8(4 LAMP)/Electronic 4 8 112 896 TYPE-3 EXTERIOR WALL PACK/High-Pressure Sodium 100W/Magnetic 1 9 130 1170 Total Actual Watts= 13106 Section 3: Compliance Calculation If the Total Allowed Watts minus the Total Actual Watts is greater than or equal to zero,the building complies. Total Allowed Watts= 15000 Total Actual Watts= 13106 Project Compliance= 1894 Lighting PASSES: Design 13%better than code Permit Number Mechanical Compliance Certificate Checked By/Date New York State Energy Conservation Construction Code COMcheck-EZ Software Version 2.5 Release Id Data filename: C:\Documents and Settings\Gross Electric\My Documents\Gross New Building\GROSS 2004 WAREHOUSE.cck Section 1: Project Information Project Name: GROSS ELECTRIC WAREHOUSE Designer/Contractor: ROZELL INDUSTRIES INC. Document Author: AI C. GORDON,PM GROSS ELECTRIC INC. 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 Section 3: Mechanical Systems List uanti System Type&Description 6 HVAC System 1: Heating:Unit Heater, Gas Section 4: Requirements Checklist Bldg. Dept. Use Requirements Specific To:HVAC System 1 [ ] 1. Equipment minimum efficiency: Unit Heater(Gas): 80%Ec Generic Requirements: Must be met by all systems to which the requirement is applicable [ ] 1. Load calculations per 1997 ASHRAE Fundamentals [ ] 2. Plant equipment and system capacity no greater than needed to meet loads -Exception: Standby equipment automatically off when primary system is operating -Exception:Multiple units controlled to sequence operation as a function of load [ ] 3. Minimum one temperature control device per system [ ] 4. Minimum one humidity control device per installed humidification/dehumidification system [ ] 5. Automatic Controls: Setback to 55 deg.F(heat)and 85 deg.F(cool);7-day clock, 2-hour occupant override, 10-hour backup -Exception: Continuously operating zones -Exception: 2 kW demand or less,submit calculations [ ] 6. Outside-air source for ventilation;system capable of reducing OSA to required minimum [ ] 7. Hot water pipe insulation: 1 in.for pipes<=1.5 in.and 2 in.for pipes>1.5 in. Chilled water/refrigerant/brine pipe insulation: 1 in.for pipes<=1.5 in.and 1.5 in.for pipes>1.5 in. Steam pipe insulation: 1.5 in.for pipes<=1.5 in. and 3 in.for pipes >1.5 in. -Exception:Piping within HVAC equipment -Exception:Fluid temperatures between 55 and 105 deg.F -Exception:Fluid not heated or cooled -Exception:Runouts<4 ft in length [ ] 8. Operation and maintenance manual provided to building owner [ ] 9. Stair and elevator shaft vents are equipped with motorized dampers Section 5: Compliance Statement The proposed mechanical design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the New York State Energy Conservation Construction Code requirements in COMcheck EZ Version 2.5 Release la and to comply with the mandatory requirements in the Requirements Checklist. The design professional shall provide to the code enforcement official a written certification that the required HVAC tests, system balancing,etc.,have been performed and the system is operating as designed. The design professional shall retain copies of the test reports to be provided to the code enforcement official,if requested. When a Registered Design Professional has stamped and signed this page,they are attesting that to the best of his/her knowledge,belief,and professional judgment,such plans or specifications are in compliance with this Code. Principal Mechanical Designer-Name Signature Date pF NE4. �`�� un v 068955 C{,� ��OFESSIO�Py JUN 17 �1104 Mechanical Requirements Description New York State Energy-Conservation'Construction Code COMcheck-EZ Software Version 2.5 Release la Data filename: CADocum_ ents and Settings\Gross Electric\My Documents\Gross New Building\GROSS 2004 WAREHOUSE.cck The following list provides more detailed description of the requirements in Section 4 of the Mechancal Compliance Certificate. Requirements Specific To:HVAC System I 1. The specified heating and/or cooling equipment is covered by the New York State Energy Conservation Code and must meet the following minimum efficiency: Unit Heater(Gas): 80%Ec Generic Requirements: Must be met by all systems to which the requirement is applicable 1. Design heating and cooling loads for the building must be determined using procedures equivalent to those in Chapters 27 and 28 of the ASHRAE Handbook of Fundamentals or an approved equivalent calculation procedure. 2. All equipment and systems must be sized to be no greater than needed to meet calculated loads. A single piece of equipment providing both heating and cooling must satisfy this provision for one function with the capacity for the other function as small as possible,within available equipment options. -Exception: The equipment and/or system capacity may be greater than calculated loads for standby purposes. Standby equipment must be automatically controlled to be off when the primary equipment and/or system is. operating. -Exception: Multiple units of the same equipment type whose combined capacities exceed the calculated load are allowed if they are provided with controls to sequence operation of the units as the load increases or decreases. 3. Each heating or cooling system serving a single zone must have its own temperature control device. 4. Each humidification system must have its own humidity control device. 5. The system or zone control must be a programmable thermostat or other automatic control meeting the following criteria:a) capable of setting back temperature to 55 degree F during heating and setting up to 85 degree F during coolingb) capable of automatically setting back or shutting down systems during unoccupied hours using 7 different day schedulesc) have an accessible 2-hour occupant overrided) have a battery back-up capable of maintaining programmed settings for at least 10 hours without power. -Exception:A setback or shutoff control is not required on thermostats that control systems serving areas that operate continuously. -Exception: A setback or shutoff control is not required on systems with total energy demand of 2 kW(6,826 Btu/h)or less. 6. The system must supply outside ventilation air as required by Chapter 4 of the Mechanical Code for New York State.If the ventilation system is designed to supply outdoor-air quantities exceeding minimum required levels,the system must be capable of reducing outdoor-air flow to the minimum required levels. 7. All pipes serving space-conditioning systems must be insulated as follows: Hot water piping for heating systems: 1 in.for pipes<=1 1/2-in.nominal diameter. 2 in.for pipes>1 1/2-in. nominal diameter. Chilled water,refrigerant,and brine piping systems- 1 in. insulation for pipes<=1 1/2-in.nominal diameter 1 1/2 in.insulation for pipes>1 1/2-in.nominal diameter. Steam piping: 1 1/2 in.insulation for pipes<=1 1/2-in.nominal diameter 3 in.insulation for pipes>1 1/2-in.nominal diameter. -Exception:'Pipe insulation`is not required for factory-installed piping within HVAC equipment. -Exception: Pipe insulation is not required.for piping that conveys fluids,having a design operating temperature range between 55 degrees F and 105 degrees F. -Exception: Pipe insulation is not required for piping that conveys fluids that have not been heated or cooled through the use of fossil fuels or electric power. -Exception: Pipe insulation is not required for runout piping not exceeding 4 ft in length and 1 in.in diameter between the control valve and HVAC coil. . 8. Operation and maintenance documentation must be provided to the owner that includes at least the following information:a) equipment capacity(input and output)and required maintenance actionsb) equipment operation and maintenance manualsc) HVAC system control maintenance and calibration information, including wiring diagrams, schematics,and control sequence descriptions;desired or field-determined set points must be permanently recorded on control drawings,at control devices,or,for digital control systems,in programming commentsd) complete narrative of how each system is intended to operate. 9. Stair and elevator shaft vents must be equipped with motorized dampers capable of being automatically closed during normal building operation and interlocked to open as required by fire and smoke detection systems. All gravity outdoor air supply and exhaust hoods,vents,and ventilators must be equipped with motorized dampers that will automatically shut when the spaces served are not in use. Exceptions: -Gravity(non-motorized)dampers are acceptable in buildings less than three stories in height above grade. -Ventilation systems serving unconditioned spaces. U C O 8-UIL®/NG SYSTEMS GROUP 305 Industrial Parkway Ph: (260)837-7891 200 Whetstone Road Ph: (803) 568-2100 600 Apache Trait 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 Desicin Calculations ft Project Name: Gross Electric �� OF NEI),y Project Number: W4K0072A Location: QUEENSBURY (WARREN), NY t&AAA VA Customer Name: ROZELL INDUSTRIES, INC r" " Drwgs Sealed By: Scott Russell, PE A/B Engineer: JAL Date: 3/2/ Q t 0761% Design Engineer: JAL Date: 3/2/04 Check Engineer: CD Date: 3 tz Oc� Revisions --> By: Date: By: Date: Contents Description Pages General Building Information................................................ BuildingLoads........................................................................... 2 — CraneData Sheet..................................................................... Mezzanine Data Sheet............................................................ Anchor Bolt Design.................................................................. _ Roof Framing System............................................................... -(n Primary Framing System......................................................... 7- 13 - Sidewail Framing System.,.................................................... 01 -/0 Endwall Framing System......................................................... II - )-7 Crane Support System............................................................ Mezzanine Framing System................................................... Fascia Framing System.................................................. Other ....................... �: , E Cur Other: C�t�l��t� .........I........................ . Z >- Other- ..............I...I.................... Other: .........I............................. Column Base Reactions......................................................... 9—k- Pao Appendix Not For Detailing) ...................... t- i NUCOR BUILDING SYSTEMS W41<0072A PAGE: 1 of: Design Calculations Bldg. A BY: JAL Date: 3/2/04 Gross Electric CHK: Date: General Building Information Dimensions Width: 125.0000 ft. Roof Configuration: Gable Length: 200.0000 ft. Eave Height --> Left: 24.0000 ft. Right: 24.0000 ft. Roof Slope --> Left: 1.00:12 Right: 1.00:12 Bay Spacing (Left to Right): 8@25 Frames Left Endwall Half Load Straight Columns Required: N Line: 1 Type: EMG Modules: 5@25 Wind Column Spacing: Interior Straight Columns Required: N Line(s): 2-8 Type: RMG Modules: 2@62.5 Line(s): Type: None Modules: Right Endwall Half Load Straight Columns Required: N Line(s): 9 Type: EMG Modules: 5@25 Wind Column Spacing: Wall Framing & Panel Information Sidewall Grid Line: A By-Pass Girts - 8" Offset Sidewall Grid Line: G By-Pass Girts - 8" Offset Endwall Grid Line: 1 By-Pass Girts - 8" Offset Endwall Grid Line: 9 By-Pass Girts - 8" Offset Panel: Classic - 26 ga Roof Framing & Panel Information Framing: Purlins -1o" Depth General Seaming Panel: Standing Seam (CFR) Option: Special - See Roof Plan Tall; Fixed Clips w/ T-Blocks Wall Bracing Sidewall Grid Line: A Rod Sidewall Grid Line: G Rod Endwall Grid Line: 1 Rod in Wall Endwall Grid Line: 9 Rod in Wall NUCOR BUILDING SYSTEMS W4K0072A PAGE: OF: Design Calculations BY: JAL DATE: 3/2/04 CHK: DATE: Gross Electric REV: DATE: BUILDING LOADS Bldg. End Use....................................................... 3B - Manufacturing - arehousin DesignCode.................................................... ....................................... '2oc�3 MBMA Occupancy Category.......................................................................... 11- 96 Roof Dead Load........................................................................................... la24o 3.0 psf b [Primary Structural not included.] Collateral Load....................................................................... • P .......Primary 3.0 psf • Secondary.... 3.0 psf Roof Live Load............................................................................................ 20.0 psf . ❑ Reducible as per Code. * Not Reducible Roof Snow Load........................................................................................... 53.9 psf Exp. Factor, Ce: 1.00 Ground Snow: 70.0 psf Thermal Factor, Ct 1.10 Snow Importance Factor, Is: 1.00 Slope Factor, Cs: 1.00 WindVelocity............................................................................................... 90 mph Within Hurricane Coastline Region Exposure: B ❑ Yes U No Wind Importance Factor, Iw: 1.00 - Is a UL 90 Warrantv Reauired? ❑Yes No Seismic Zone....................................................................................... Ss:0.342,S1:0.101 Analysis Procedure: Equivalent Lateral Force Method Design Sds /Sd1: 0.348 / 0.161 Basic SFRS: Ordinary Steel Moment Frames & Seismic Use Group: I Ordinary Steel Concentrically- Site Class: D Braced Frames Seismic Design Category: C _ Design Base Shear: 39.00 kips 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. Special notes to be placed on Erection Drawing Cover Sheet: IF THE LOACTION OF THE CANOPIES CHANGE,NUCOR MUST BE NOTIFIED AND AN INVESTIGATION WILL BE REQUIRED. GROSS ELECTRIC LIEGL W4Kt)072A 2/27/04 Anchor Bolt Plan 1 1.5 2 3 4 5 6 7 8 9 0 0 0 ( o 0 0 o o o Ln in o o o o o 0 0 N T to 6 I ! L LO r ? N N N N N N N A Ho 0 � OH V 25.00 ? Ei t f I I B H -- ; H OA i � i OA i 25.00 i I } i C 12.50 D + i 12.50 { j I � E --- H i 25.00 06 � 1 F D i OH I 25.00 E I BOA O O OH G - 0 "x "x " Bpl.; 4 - "/4 "o A307 Bolts © �� "x "x n " Bpi.; '°�'- "o A307 Bolts GROSS ELECTRIC {. LIEGL W4K0072A . 2/27/04 Roof Plan ' 1 1.5 2 � 3 4 5 6 7 "' 8 I o io J 00 I o o o i o o Fii ` 0 9 LD i o o i o 0 0 0 N N I LO uj �[i �ti I �' 6 1 �ci -tIJ 9 r. Q N - - 2@2.19 I i i 25.00 i i 3 i I I 19 @ 3.00 25.00 i i 12.50 ! p IL 12.50 i E - --- -- - i I 25.00 i I ; 19 @ 3.00 F -. - .--- ._... -- - ---- _..._.__ ___-.._._ ------._._ .. .._...------- ------ ---- ____ ..-.._ -- --- ....... ----- - ----- I i 25.00 j ; 2@2.19 G PURLINS ARE 1 OZO76 WITH 28.5" LAPS U.N.O. — 0—(1)-12S105 EAVE BEAM,EAVE BEAM DETAILS ARE ON PAGE (� n-- 1 OZO98 PURLINS. BRACING AND EAVE STRUT DETAILS ARE ON PAGE S ROLL LOCK SEAMING IS REQUIRED. USE WC AT ALL FRAME LINES. B01 LIEGL W41<0072A 2/27/04 Roof Plan 1 2 3 4 5 6 7 8 9 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 A ES1 ES1 i ES1 ES1 ES1 ES1 ES1 ES1 NBS ZRB 25.00 B XRS RB6 25.00 RS1 C 12.50 XRB6 XRB6-------------------•--------------------•--•------------------------------- -------------------------- ---------------------.............-------------------------••-•--••------ --•-----------------------------------12.50 E XRS RB6 25.00 xsx,j -------------------------------------•-•----•--•------------------------ -:—.�... ... RB8 RB8 25.00 G -------••---...- ES1 ES1 ES1 ES1 ES1 ES1 ES1 RB8_1 ROD---41 -------------------- -RB6__3/4 ROD------------------------------------------------------------------ RS1=10ZS098_=ZeeStrut_______________________________________________________. ES1 - 1 OE86=-EaveStrut_w/_____- __(4)-bolt connx____________-_______-_--_____- / " 7 ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------ ----------------------------------------------------------------------------------- --------------------------------------------------- 1z' PAGE OF i NUCOR BUILDING SYSTEMS BY JCL- DATE DESIGN CALCULATIONS CHK DATE REV DATE S—n-R.0 Eave Cee 0 Bell-Up STRONG-BACK SINGLE CEE EAVE DETAIL DETAIL AT FRAMELINE Eave Zee DETAIL AT INTERIOR Simple—Span Cee Clip Clip Std. UStd. - Clip See Detail at Bottom of Page for Clip Spacing 7 ❑ STRONG-BACK DOUBLE CEE EAVE DETAIL DETAIL AT FRAMELINE Eave Zee DETAIL AT INTERIOR Simple—Span Cee Spacer Std. Clip Plate Std. Clip See Detail at Bottom of Page for Spacer Plate Spacing GENERAL NOTES: 1) See Roof Framing Plan for ZEE and CEE Sizes 2) All Connections use 1/2" A325 Bolts & Nuts Length 0.38 x Length 0.24 x Length 0.38 x Length Rafter Purlin Purlin Brace Purlin Lap Clip or Strong—Back Spacer Plate Members � C 1 1 1 Clip or Spacer Plate Locations .Equally Spaced at a Maximum Spacing of: f©!' oz-_ DDSF1110 DATE: 12/31/2003 PAGE: to Web Depth 6 36.00 7 36.00 8 42.00 9 31.00 10 43.54 11 31.00 Length on Slope 126.00 216.00 216.00 150.45 150.45 Left/Top Flange F6.50 F8.63 F8.63 F6.38 F6.38 Web W313 W250 W275 W313 W313 Right/Bottom Flange F6.50 F8.63 F8.50 F6.50 F6.50 Horizontal Tail Dim. 114.1304 50.0060 74.9940 Purlin Offset: 10.0 RAF01 RAF02 RAF03 12.00 O 1 2 2 1-1 1.00 12.00 1 1 1 2 2 42 42 2 1.00 2 2 1 1 108 �108 2 1 i 3 W275 i 5 2 36.00 2 COL02 1 COL01 24.67 20.38 245.51 1 F6.31 W 175 F6.38 P 1.250 1 12.00 4 62.50 12.49 Left Eave Height:24.00 Left Girt Offset: 8.0 Frame Wt: 10898 Max Wind dx: H/489 Max dx: H/85 Max dy: U205 Total Width: 125.00 Location Code 1 P 2 3 4 P 5 P 6 M 7 M 8 9 M 10 11 M Left Plate - 3x0.250 6X0.500 - - 6x0.625 10x0.750 - 8x0.750 - 8x0.750 Right Plate 8x0.625 - - 12x0.750 - 6x0.625 100.750 - 80.750 - 80.750 Bolt Quantity-Diameter 4-0.750 - - 4-0.750 4-0.625-S 8-0.750-S 16-0.750-S - 8-1.000-S - 8-1.000-S Pf/Pb - - - - - 1.250/3.0001.250/3.125 - 1.438/3.500 - 1.438/3.500 Top Welds UR FWS3/FWS3 - W1-STD FWS4 - CJP1/CJP1 CJP1/CJP1 - CJP1/FWD5 - FWD5/CJP1 Bottom Welds UR - - W3-FWS3 - - FWD3/CJP1 CJP1/CJP1 - CJP1/CJP1 - CJP1/CJP1 Web Welds UR FWS3 - W4-FWB3 - - WP13/WP13WP13/WP13 - WP13/WP1 - WP13/WP1 Connection Code I BHFCNA - - BHELEL I CHELEL I KVEUEU SPEUEU - SPEUEU - SPEUEU Job Number: W4K0072AFile: F01 Title: FRAME LINES 2-8 Designer: LIEGL Print Date: 3/2/04 Page: Web Depth 11 31.00 15 42.00 16 36.00 17 36.00 Length on Slope 216.00 216.00 126.00 Left/Top Flange F8.63 F8.63 F6.50 Web W275 W250 W313 Right/Bottom Flange F8.50 F8.63 F6.50 Horizontal Tail Dim. 110.8696 Purlin Offset: 10.0 RAF04 RAF05 2 i 1 i 12.00 1 7 1.00 1 2 2 i 2 ' 14 W275 2 13 36.00 COL03 1 20.38 1 245.51 F6.38 W 175 F6.31 12 12.00 � 50.01 � Right Eave Height:24.00 r Right Girt Offset: 8.0 Frame Wt: 10898 Max Wind dx: H/489 Max dx: H/85 Max dy: U205 Total Width: 125.00 Location Code 11 M 12 P 13 14 15 16 M 17 M Left Plate 8x0.750 3x0.250 6x0.500 - 10x0.750 6x0.625 Right Plate 8x0.750 8x0.625 - - 10x0.750 6x0.625 Bolt Quantity-Diameter 8-1.000-S 4-0.750 - - - 16-0.750-S 8-0.750-S Pf/Pb 1.438/3.500 - - - - 1.250/3.1251.250/3.000 Top Welds UR FWD5/CJP1 FWS4/FWS - W1-STD - CJP1/CJPi CJPi/CJPi Bottom Welds UR CJP1/CJPi - - W3-FWS3 - CJP1/CJP1 CJP1/FWD3 Web Welds UR WP13MP13 FWS4 - W4-FWB3 - WP13MP13WP13MP13 Connection Code SPEUEU BHFCNA - - - SPEUEU KVEUEU Job Number: W4K0072AFile: F01 Title: FRAME LINES 2-8 Designer: LIEGL Print Date: 3/2/04 Page: OD &\01,c c"i - IF THE LOCATIONS OF THE CANOPIES CHANGE, NUCOR MUST BE NOTIFIED GROSS ELECTRIC ' AND AN INVESTIGATION WILL BE REQUIRED. LIEGL W4K0072A 2/27/04 Sidewall Elevations- Bldg.A Front Sidewall i 24.00 — ' �f-a —19.00 L —13.00 n8X0 8.00 —7.50 .. 4.00 G .._....I 0.-Ro j YNO 25.00 ! 25.00 25.00 25.00 25.00 j 25.00 25.00 1 1.5 2 3 4 5 6 7 8 9 GIRTS ARE 08ZO60 WITH 15" LAPS U.N.O. USE 08C060 JAMBS AND HEADERS FOR 8'X8'FRAMED OPENINGS • -- 08Z060 NESTED GIRT. BRACING IS 1-1/8"DIA. ROD WITH CLEVIS CONNECTION. p -- 08Z105 GIRTS. ♦ -- 08ZO71 GIRTS. _ 5'X 5'CANOPY DETAILS ARE ON PAGES 20-21. 5'X 30'CANOPY DETAILS ARE ON PAGES 22-29 _ O — WC1,WIND COLUMN DETAILS ARE ON PAGE 10 Back Sidewall 2—, 24.00— — 19.00 20 20 Z" �• _ 9�b,. 20 —13.00 x X x x —7.50 —I 1�1 14 14 14 -..--4.00 - I 2 5.00 25.00 25'00 25.00 25.00 255.0.0 0 25.00 Zs' 9 8 7 6 5 4 3 2 1 J G-4-04 GIRTS ARE 08ZO60 WITH 15" LAPS U.N.O. USE 08CO98 JAMBS AND 08C060 HEADERS FOR: 4>(i4 FRAMED OPENINGS. RACING IS 1-1/8"DIA. ROD WITH CLEVIS CONNECTION. p -- 08Z105 GIRTS. ♦ _ GIRTS _---------___-._.-__ S X 5'CANOPY DETAILS ARE ON PAGES 20-21— / —-- -- PAGE OF NUCOR BUILDING SYSTEMS BY _}/k' DATE '�'5 tIQ DESIGN CALCULATIONS CHK DATE REV DATE Side d1 Wind W_. SueFllp—Inw Eaw WPwsns Sidewall Built-Up Wind Columns — Low Eave w/ Purlins ENDWALL WIND COLUMN LOCATION BRACE CLIP LOCATION 10" PURLIN — EAVE STRUT _ _ — — A 1 1/2" — — — - - — — II 3/4" MK. WBPO1 EXTEND STRUT TO NEXT MIN. CAP PLATE SUPPORT THK. =.313 (2) 1/4" — 14 x 1 " TEK 3 (TYP. @ EACH PURLIN) STRUT 8C105 ! CLIP I MK. WBPO1 WIND COLUMN -o ® - NOTE: BRACING CLEVIS * oo High side conditions I sinnilidr to Iowside. ALL BOLTS ARE 1/2" A325 BOLTS SECTION "A" NOTE: FLANGE BRACING REQUIRED (ONE SIDE ONLY U.N.O.) AT EVERY BYPASS GIRT AND/OR EVERY INSET GIRT WHERE COLUMN DEPTH > 12 Design Base.Plate Anchor Bolt Depth/ 0. Flange I. Flange Cap PL. Stiffener Web Mark W x Tk x L Threaded Rod WF - Size W_xjk, yV x Tk. W x Tk. W x Tk. Tk. �l „x 3@„x 12 `" ( 4 ) @ �/sa " � I� ' � „ „ �,��„ � „x ;� „ „x „ !�l I „ „x „x „ ( 4 ) @ „ o 6 „x 543 „ 6 „x�„ "x—" —"x—" L „x „x „ ( 4 ) @ „ x „x „ „x „x 3 v „x „x „ ( 4 ) @ „ 0 „x „ „x „ x if „x „ „ "x 1) „ ( 4 ) @ „ o "x „ nx n nx „ nx DDPF4010 DATE: 4/3/2002 PAGE: 2 Web Depth 5 17.00 6 17.00 1 Al 17.00 Length on Slope 301.04 61.56 Left/Top Flange F5.38 F5.38 Web W 150 W 150 Right/Bottom Flange F5.25 F5.25 Horizontal Tail Dim. 30.1123 Purlin Offset: 10.0 RAF01 A 1.00 1 1 12.00 1 1 � 1 1 61 284 121 12.00 4 12.00 COL02 COL01 23.77 21.83 262.57 285.91 F5.25 F5.25 W150 W150 F5.25 F5.25 1 Ll2.00 131 12.00 � 25.00 �, 5.11 � Left Eave Height:24.00 r Left Girt Offset: 8.0 Frame Wt: 5217 Max Wind dx: H/13332 Max dx: H/5661 Max dy: U535 Total Width: 125.00 Location Code 1 P 2 P 3 P 4 P 5 6 7 M Left Plate - - - - - - 5x0.375 Right Plate 8x0.375 - 8x0.375 - - - 50.375 Bolt Quantity-Diameter 4-0.750 4-0.500-S 4-0.750 4-0.500-S - - 8-0.500-S Pf/Pb - - - - - - 1.000/2.375 Top Welds UR FWS3/FWS3 - FWS3/FWS3 - - - FWD5/FWD3 Bottom Welds UR - - - - - - FWD3/FWD3 Web Welds UR FWS3 - FWS3 - - - WP13/WP13 Connection Code BHFCNA CHFCNA BHFCNA CHFCNA - - SPEUEU Job Number: W4K0072AFile: E01 Title: FRAME LINE 1 Designer: LIEGL Print Date: 3/2/04 Page: Web Depth 7 17.00 12 17.00 CT 13 17.00 14 17.00 CT 15 17.00 Length on Slope 239.48 150.52 150.52 239.48 Left/Top Flange F5.25 F5.25 F5.25 F5.25 Web W 150 W 150 W150 W 150 Right/Bottom Flange F5.25 F5.25 F5.25 F5.25 Horizontal Tail Dim. 62.5000 Purlin Offset: 10.0 94.8877 RAF02 RAF03 1.00 1� 1 1 1 1 1 1 1 1 1 12.00 1 1 150 150 1 1 -� 1-0 239 239 9 12.00 11 12.00 COL03 COL04 5/8-ROD 25.87 25.87 310.91 310.91 F5.25 F5.25 W150 - W150 F5.25 F5.25 8 12.00 110112.00 19.89 25.00 19.89 Frame Wt: 5217 Max Wind dx: H/13332 Max dx: H/5661 Max dy: U535 Total Width: 125.00 Location Code 7 M 8 P 9 P lop 11 P 12 13 M 14 15 M Left Plate 5x0.375 - - - - - 5x0.375 - 5x0.375 Right Plate 5x0.375 8x0.375 - 8x0.375 - - 5x0.375 - 5x0.375 Bolt Quantity-Diameter 8-0.500-S 4-0.750 4-0.500-S 4-0.750 4-0.500-S - 8-0.500-S - 8-0.500-S Pf/Pb 1.000/2.375 - - - - - 1.000/2.250 - 1.000/2.375 Top Welds UR FWD5/FWD3 FWS3/FWS3 - FWS3/FWS3 - - FWD3/FWD3 - FWD3/FWD Bottom Welds UR FWD3/FWD3 - - - - - FWD3/FWD3 - FWD3/FWD3 Web Welds UR WP13/WP13 FWS3 - FWS3 - - WP13/WP13 - WP13/WP13 Connection Code SPEUEU BHFCNA CHFCNA BHFCNA CHFCNA - SVEUEU - SPEUEU Job Number: W41(0072AFile: E01 Title: FRAME LINE 1 Designer: LIEGL Print Date: 3/2/04 Page: N Web Depth 15 17.00 20 17.00 1 CT 1 21 17.00 Length on Slope 61.56 309.07 Left/Top Flange F5.38 F5.38 Web W 150 W 150 Right/Bottom Flange F5.25 F5.25 Horizontal Tail Dim. Purlin Offset: 10.0 RAF04 1 1 1 12.00 si 1 71 1 1 292 17 12.00 9 1-2:0• 1 1l,f3�J COL05 COL06 1 23.77 21.83 r 285.91 ' 262.57 F5.2 F6,84-�t 31 8.38 Jp� W150 ,. W150 F5.25 F6:34J v 1161 12.00 18 4-2: � 5.11 �,, 25.00 Right Eave Height:24.00 Right Girt Offset: 8.0 Frame Wt: 5217 Max Wind dx: H/13332 Max dx: H/5661 Max dy: U535 Total Width: 125.00 Location Code 15 M 16 P 17 P 18 P 19 P 20 21 Left Plate 5x0.375 - - - - - - Right Plate 5x0.375 8x0.375 - 8x0.375 - - - Bolt Quantity-Diameter 8-0.500-S 4-0.750 4-0.500-S 4-0.750 4-0.500-S - - Pf/Pb 1.000/2.375 - - - Top Welds UR FWD3/FWD5 FWS3/FWS3 - FWS3/FWS3 - - - Bottom Welds UR FWD3/FWD3 Web Welds UR WP13/WP13 FWS3 - FWS3 - -Connection Code SPEUEU BHFCNA CHFCNA BHFCNA CHFCNA - - Job Number: W41f0072AFile: E01 Title: FRAME LINE 1 Designer: LIEGL Print Date: 3/2/04 Page: UJ Web Depth 5 17.00 6 17.00 17.00 Length on Slope 301.04 61.56 Left/Top Flange F5.38 F5.38 Web W150 W150 Right/Bottom Flange F5.25 F5.25 Horizontal Tail Dim. 30.1123 Purlin Offset: 10.0 RAF01 0 12.00 1 1 1.00 1 1 1 1F 61 2aa 2 12.00 4 12.00 COL02 COL01 23.77 21.83 262.57 285.91 F5.25 F5.25 W150 W150 F5.25 F5.25 Ill 12.00 131 12.00 � 25.00 5.11 � Left Eave Height:24.00 Left Girt Offset: 8.0 Frame Wt: 5122 Max Wind dx: H/13332 Max dx: H/5583 Max dy: U600 Total Width: 125.00 Location Code 1 P 2 P 3 P 4 P 5 6 7 M Left Plate - - - - - - 5x0.375 Right Plate 8x0.375 - 8x0.375 - - - 5x0.375 Bolt Quantity-Diameter 4-0.750 4-0.500-S 4-0.750 4-0.500-S - - 8-0.500-S Pf/Pb - - - - - - 1.000/2.375 Top Welds UR FWS3/FWS3 FWS3/FWS3 - - - FWD5/FWD3 Bottom Welds UR - - - - - FWD3/FWD3 Web Welds UR FWS3 - FWS3 - - - WP13/WP13 Connection Code BHFCNA CHFCNA I BHFCNA CHFCNA - I SPEUEU Job Number: W4K0072AFile: E02 Title: FRAME LINE 9 Designer: LIEGL Print Date: 3/2/04 Page: ti Web Depth 7 17.00 12 17.00 1 CT 13 17.00 14 17.00 1 CT 15 17.00 Length on Slope 239.48 150.52 150.52 239.48 Left/Top Flange F5.25 F5.25 F5.25 F5.25 Web W 150 W 150 W 150 W 150 Right/Bottom Flange F5.25 F5.25 F5.25 F5.25 Horizontal Tail Dim. 62.5000 94.8877 Purlin Offset: 10.0 RAF02 RAF03 12.00 1 1 1 1 1 1 1 1 12.00 1.00 1.01 1 1 '50 150 1 1 -� 1 239 239 9 12.00 11 12.00 COL03 COL04 5/8-ROD 25.87 25.87 3 91 310.91 F5.2 F5.25 W150 W150 F5.25 F5.25 8 12.00 10 12.00 U 19.89 �, 25.00 19.89 r �r Frame Wt: 5122 Max Wind dx: H/13332 Max dx: H/5583 Max dy: U600 Total Width: 125.00 Location Code 7 M 8 P 9 P lop 11 P 12 13 M 14 15 M Left Plate 5x0.375 - - - - - 5x0.375 - 5x0.375 Right Plate 5x0.375 8x0.375 8x0.375 - - 5x0.375 - 5x0.375 Bolt Quantity-Diameter 8-0.500-S 4-0.750 4-0.500-S 4-0.750 4-0.500-S - 8-0.500-S - 8-0.500-S Pf/Pb 1.000/2.375 - - - - - 1.000/2.250 - 1.000/2.375 Top Welds UR FWD5/FWD3FWS3/FWS - FWS3/FWS3 - - FWD3/FWD3 - FWD3/FWD Bottom Welds UR FWD3/FWD3 - - - - - FWD3/FWD3 - FWD3/FWD3 Web Welds UR WP13/WP13 FWS3 - FWS3 - - WP13/WP13 - WP13/WP13 Connection Code SPEUEU BHFCNA CHFCNA BHFCNA CHFCNA - SVEUEU - SPEUEU _ Job Number: W4K0072AFile: E02 Title: FRAME LINE 9 Designer: LIEGL Print Date: 3/2/04 Page: �l Web Depth 15 17A0 20 1 17A0 CT 21 17.00 Length on Slope 61.56 301.04 Left/Top Flange F5.38 F5.38 Web W150 W150 Right/Bottom Flange F525 F5.25 Horizontal Tail Dim. Purlin Offset: 10.0 RAF04 1 1 12.00 1 1 1 11.00 si 1 284 1� 1171 12.00 119 12.00 1 COL05 COL06 1 23.77 21.83 1 285.91 262.57 F5.25 F5.25 W150 — W150 F525 F525 161 12.00 18 12.00 5.11 25.00 Right Eave Height:24.00 Right Girt Offset: 8.0 Frame Wt: 5122 Max Wind dx: H/13332 ' Max dx: H/5583 Max dy: U600 Total Width: 125.00 Location Code 15 M 16 P 17 P 18 P 19 P 20 21 Left Plate 5x0.375 - - - - - - Right Plate 5x0.375 8x0.375 - 8x0.375 - - - Bolt Quantity-Diameter 8-0.500-S 4-0.750 4-0.500-S 4-0.750 4-0.500-S - - Pf/Pb 1.000/2.375 - - - - - - Top Welds UR FWD3/FWD5 FWS3/FWS3 - FWS3/FWS3 - - - Bottom Welds UR FWD3/FWD3 - - - - - - Web Welds UR WP13MP13 FWS3 - FWS3 - -Connection Code SPEUEU BHFCNA CHFCNA BHFCNA CHFCNA - - _ Job Number: W4K0072AFIle: E02 Title: FRAME LINE 9 Designer: LIEGL Print Date: 3/2/04 Page: GROSS ELECTRIC LIEGL W4K0072A 2/27/04 Endwall Elevations-Bldg.A Left Endwall 29.21 — 24.00--- 24:96 �s,x5 -...._19.00 —13.00 \ —7.50 ---4.00 1 25.00 1 25.00 25.00 25.00 25.00 A B C E F G IRT3 _ Z .. WITH 15"LAPS. D (z)'vS Right Endwall ?�-z, 317.7�v� 24.00— —19.00 13.00 —7.50 / \ —4.00 25.00 25.00 25.00 25.00 25.00 G F E C B A I\U-E UPI e IF THE LOACTION OF THE CANOPIES CHANGE, NUCOR MUST BE NOTIFIED N-� eu�w,�u_ ® AND AN INVESTIGATION WILL BE REQUIRED. 1�1,PU kv GIRTS ARE 08Z060 WITH 15"LAPS U.N.O. _ — — V (2)-08Z105 NESTED GIRTS. 5'X 5'CANOPY DETAILS ARE ON PAGES - ---- PAGE w OF t NUCOR BUILDING SYSTEMS BY DATEI ( �- DESIGN CALCULATIONS CHK DATE �- REV DATE Eeve Eet. l.. Lw-Eeve Eileruiau RE bt K—S>157 peep—All G'rl p l&i p EAVE EXTENSION DESIGN (RIGID FRAME W/ KNEE DEPTH > 16") ALL GIRT CONDITIONS EAVE STRUT SHOWN. REV. ZEE MAY BE REQUIRED 12" IN LIEU OF EAVE STRUT. (4)- 1/2" DIA. A325 > 16" EXTBM ��NE ENDCH �-D�� ENDPL EXTSTF P. BOTH EQ FWS4 SIDES ENDPL FWS4 4 � - (4) 1/2 0 EQ. GAGE = 3" I F--==-s I STD 118 11�8• 1 1 f 8• I + I STD. WELD EXTSTF OKAY SLOT STD. EXTENDED CAP PLATE & STIFFENER ® BYPASS GIRT • INSET GIRT SHOWN, FLUSH GIRT SIMILAR. AT BYPASS GIRT USE STD. CAP PLATE W/ EAVE STIFFENER. REQUIRED AT FRAME LINES: --7 - 0 ❑ W8 X 18 NOTES: EXTBM= El W8 X 24 11 W10 X 22 ENDPL= 5" X .25 X DEPTH 1) COLUMN CAP PLATE MIN. SIZE= 5" X 3/8" EXTSTF= 2" X .25 X 6" (NS/FS) 2) IF FRAME DESIGN CALLS FOR CAP CONNECTION BOLTS= (6) 5/8". 4 A325 PLATE < 3/8" THICK, INCREASE TO 3/81, AT 2 1 4" GA. THICK & CHANGE CAP PLATE TO ENDPLATE WELD TO FWD5. 3) SEE PD061 FOR COLUMN CAP ENDCH= I�C:I C = ASSEMBLY INFORMATION AND WELDS. DDAC4010 DATE: 11/3/2003 PAGE: 2 PAGE OF , NUCOR BUILDING SYSTEMS BY Irk DATE 3 v�- DESIGN CALCULATIONS CHK DATE REV DATE Posl and Beam eslensmn SAVE EXTENSION DESIGN (POST AND BEAM FRAME) EAVE STRUT SHOWN. REV. ZEE MAY BE REQUIRED IN LIEU OF EAVE STRUT. (4)— 1/2" DIA. A325 EXTBM E:ptjf3r 12 ENDPL " ENDCH I_o� EXTSTF P. BOTH EQ. FWS4 SIDES ENDPL FWS4 4" (4)-1/2"0 A325 BOLTS GAGE = 3" EO• i lle 1 g P. � �g' FWS4 ENDPL EXTSTF FWS4 I II I I RAFTER II 1/4" II I I (IF B/U RAFTER) OPP. FULL II FWS3 @ 6" LONG DEPTH WELD II I I I I 1'-4" STD. II I II COLUMN REQUIRED AT FRAME LINES :El W8 X 18 �� EXTBM= ❑ W8 X 24 El W10 X 22 NOTES : ENDPL= 5" X .25 X DEPTH 1) MINIMUM P & B RAFTER SIZES: EXTSTF— 2" X .25 X 6" (NS/FS) —HOT ROLL: W8 X 18 — W10 X 22 CONNECTION BOLTS= (6) 5/8" 0 A325 —BUILT— UP: 5 X .313 AT 2 1/4" GA. OUTSIDE FLANGE. ENDCH=_/�aC DDAC4050 DATE: 11/3/2003 PAGE: 6 NUCOR BUILDING SYSTEMS �> `'�_ ' Page Of WATERLOO, IN 46793 g irr'1_ Date Phone 260-837-7891 Y Fax 260-837-7384t-:r•�r?c . Ck Date .r - ..------------ f + I p ' i 4 ( i F � IZ I S � t I ' ,I I I I �I !F C - I I I NBS-5 NUCOR BUILDING SYSTEMS 1 -7 A Page Of WATERLOO, IN 46793, By � �- Date Phone 260-837-7891 , Fax 260-837-7384 Ck Date r I� ,� •i' „�s, �'LI�I�M � � �`'�..7..y, 4.- 1 l� � ��`� r'�uCt..�5 5 r_v + ----=—� it Acq lh T' I. t� 1 i F-5,ZS i 1 V NBS-5 NUCOR BUILDING SYSTEMS Page Of WATERLOO, IN 46793 i Phone 260-837-7891 J _ ? BY Date Fax 260-837-7384 -`>�� �_,-1,-i=� Ck Date pit 1 i co-7 f 9- (-,0 -a 1 i I - l 1 k 1 ! -o NBS-5 -2-- 2 Co,E X:) ,C=Total 5 24AA 6 24.A0 166.55 31.62Leng e ' Left/Top Flange F5.25 F5.25 Web W150 W150 Right/Bottom Flange F5.25 F5.25 Horizontal Tail Dim. 15.0000 Purlin Offset: 8.0 RAF01 01 1 0 t T4.00 142 - A Tha 12•so � 12.50 2.50 � Left Eave Height: 1 Left Girt Offset: 0.0 Frame Wt: 932 Max dy: U7055 Total Width: 30.00 Location Code 1 P 2 P 3 P 4 P 5 6 7 M Left Plate - - - - - 6x0.375 Right Plate 0.37 - 6�(0.37 - - - 6x0.375 Bolt Quantit -Diameter 4- .7 0 4- 5 0-S 4- .7/50 4- 5 0-S - - 8-0.500-S Pf/Pb A X A A - - 1.625/3.500 Top Welds UR FW / WS3 - FWS3/FW S3 - - - FWD3/FWD3 Bottom Welds UR - - - - - FWD3/FWD3 Web Welds UR FWS3 - FWS3 - - - WP13AVP13 Connection Code BHFCNA CHFCNA BHFCNA CHFCNA - - SVEUEU Wob Number: W4IC0072AFile: E04 Title: 5'X30' CANOPY Designer: LIEGL Print Date: 3/2/04 Page: 2co•� 2[a.o� 2co.oz� Total Depth 7 24 00 12 6-I CT 13 -2 00 Length on Slope 126.49 71.68 Left/Top Flange F5.25 F5.25 Web W 150 W 150 Right/Bottom Flange F5.25 F5.25 Horizontal Tail Dim. Purlin Offset: 8.0 RAF02 1 120 1 .o 4.00 52 7 i/4 fu,c k Ev►7PCs�� 10.02 8.80 10.00 �, 5.00 Right Eave Height:i#=P7-r T Right Girt Offset: 0.0 Frame Wt: 932 Max dy: U7055 Total Width:30.00 Location Code 7 M 8 PRCHFCNA\/ 10 P 11 P 12 13 Left Plate 6x0.375 - - - - - Right Plate 6x0.375 0.37� � 0.37 - - - Bolt Quantity-Diameter 8-0.500-S 4 .7 0 4-�.7/50 4- 5Q0-S - Pf/Pb 1.625/3.500 - To Welds UR FWD3/FWD3 FW / WS3FW 3/ WS3 - - Bottom Welds UR FWD3/FWD3 -Web Welds UR WP13/WP13 FWS3FWS3Connection Code SVEUEU BHFCNABHFCNA CHFCNA - - N Job Number: W4K0072AFile: E04 Title: 5'X30' CANOPY Designer: LIEGL Print Date: 3/2/04 Page: Web Depth 5 8.00 6 8.00 8.00 Length on Slope 166.55 31.62 Left/Top Flange WF818 WF818 Web Right/Bottom Flange Horizontal Tail Dim. 15.0000 Purlin Offset: 8.0 RAF01 T4.00 12.00 r 2 1 12.50 �, 2.50 Left Eave Height: 1�--1--7- Left Girt Offset: 0.0 Frame Wt: 928 Max Wind dx: H/1848 Max dx: H/1176 Max dy: U861 Total Width:30.00 Location Code i P A 2 P 3 P 4 P 5 6 7 M Left Plate - - - - - - 6x0.500 Right Plate $ 0.37 - 8x0.37� - - 60.500 Bolt Quantit -Diameter 4-`0.7 0 4- 5 0-S 4-0.7 0 4- 5 0-S - 8-0.500-S Pf/Pb X A - 1.625/3.625 Top Welds UR FW / WS3 - FW ,6/FWS - - - FWD4/FWD4 Bottom Welds UR - - - - FWD4/FWD Web Welds UR FWS3 FWS3 - - FWD3/FWD3 Connection Code BHFCNA CHFCNA BHFCNA 2CHFCNA - SVEUEU CJ Job Number: W4K0072AFile: E03 Title: 5'X30' CANOPY Designer: LIEGL Print Date: 3/2/04 Page: Web Depth 7 8.00 12 8.00 1 CT 13 8.00 Length on Slope 126.49 71.68 Left/Top Flange WF818 WF818 Web Right/Bottom Flange Horizontal Tail Dim. Purlin Offset: 8.0 RAF02 1 1 4.00 10.00 5.00 Right Eave Height:l Right Girt Offset: 0.0 Frame Wt: 928 Max Wind dx: H/1848 Max dx: H/1176 Max dy: U861 Total Width:30.00 Location Code 7 M 8 P 9 P lop 11 P 12 13 Left Plate 6x0.500 - - - - - - Ri ht Plate 6x0.500 8x0.375 - 8x0.375 - - - Bolt Quantit -Diameter 8-0.500-S 4-0.750 4-0.500-S 4-0.750 4-0.500-S - - Pf/Pb 1.625/3.625 - - - - - - Top Welds UR FWD4/FWD4 FWS3/FWS3 - FWS3/FWS3 - - - Bottom Welds UR FWD4/FWD4 - - - - - Web Welds UR FWD3/FWD3 FWS3 - FWS3 - -Connection Code SVEUEU BHFCNA CHFCNA BHFCNA CHFCNA - - Job Number: W4K0072AFile: E03 Title: 5'X30' CANOPY Designer: LIEGL Print Date: 3/2/04 Page: NUCOR BUILDING SYSTEMS �,,� -� �' Page Of WATERLOO, IN 46793 ,.•• Phone 260-837-7891 s r By Date Fax , 260-837-7384 Ck Date , r) t^ s •� � n4 Q� a� 4t � �y �� p �� �i r. � � m r - x t t ru a 2-7 NBS-5 IN� l PAGE OF , NUCOR BUILDING SYSTEMS BY DATE 'V/_/'04 DESIGN CALCULATIONS CHK DATE .� _REV DATE LanaOY Lonrecf t�-l� �', \ Al v C 1 S�11 11 I . `-akN 0 P�' CO 1��yE C TIO N" INFORM A\T I O N REQUIRED AT FRAME LINES: CONN. 1 & CONN. 2 2 BOLT FLUSH INSET END WALL INSET BLW & ©EAVE tgnGAGE EXTEND IF REO'D. 0. FLG. :JPf, ;RED BEAMPY IN 1 PACERS CONNPLI RAFTER-CONNPL7 PACERS W2 EXTEND I12'W x3 8THKD 3F AT O' �0' 12 W x aP & eoTTOM B DETAIL CONNPLI & SPACERS SYMMETRICAL WHEN POSSIBLE 4 BOLT FLUSH INSET HIGH EAVE HORZ. INSET BU HR GAGE EXTEND IF REO'D. STEEL r CARZPY LINE Pf, Pb, (4)_0 W 1 A325 BOLTS CONNPLI CANOPY CONNPLI --------- I WZ RAFTER PACERS 12"W x 3/8" THK 0. FLG. 12'W x 3/B"THK 0. FLG. ENDPLATE EXTEND DOWN 3" DETAIL CONNPLI & SPACERS SYMMETRICAL WHEN POSSIBLE DETAILER NOTE: CHECK BOLT LENGTH 4 BOLT EXTENDED INSET LOW EAVE HORZ. INSET CF GAGE bME%�EQ*D, a STEEL �—� CEE LINE HORZPb, FGC01 CUPW1 CONNPLI RPACERSW20. FLG. 12"W x 3/8" THK 0. FLG. ENDPLATE NOTE. MAY INTERFERE WITH GUTTER DETAIL CONNPLt & SPACERS DETAILER NOTE: CHECK BOLT LENGTH SYMMETRICAL WHEN POSSIBLE CONN 1 & 2 INFORMATION: (CANOPY SPACER TO COL. W/ BYPASS/INSET GIRTS) STFWBI (NS/FS) =--d-- x 3/A x �U- W3=E 4 ENDPLATE INFO: (SEE CHOICE ABOVE) (1) CONNPLI= (o x.It, IF 1" INSET CONDITION USE: (1) 12" x 3/8" & (1) x 5/8" SPACER PLATES. (WIDTH NO SMALLER THAN COLUMN FLANGE) BOLT SIZE = 3/4-" 0 A325 BOLT GAGE Pf = l"2'; Pb =Z• JS W1= v t1�J^� W2= yL I_lD4- DDAC3000 DATE: 10/31/2002 PAGE: 2 �U 1aI QC� G' PAGE OF NUCOR BUILDING SYSTEMS BY DATE a51 ly? DESIGN CALCULATIONS CHK DATE DATE i Can"FY comb", //�) (/�/'�l '/�')'(;���'j/1 P+(�) 1//,n / 1 (j(}}'../1 CanWY Cave ,,mf—lim ��� Y f ✓!V 'f �VU�-1� /`- J�/i`i'� r � ! f /`4. �U✓C/�:� j -G A N-0 PY--C 0 WE C T I 0 N I N Fa R M ATTag REQUIRED AT FRAME LINES: CONN. 1 & CONN. 2 2 BOLT FLUSH TINSET END WALL INSET BLW & @EAVE EXTEND IF REQ'D. GAGE. 0. FLG. :JPf, CONNPLI CANOPY W1 BEAM PACERS CONNPLI MR CONNPLI PACERS W2 EXTEND IF REQ'D:I 1214x 3 8'1HK - NO 3 AT 0' �G' 12" W X 3/8" THK OP & BOTTOM EXT. 3" BOTH ENDS DETAIL CONNPLI & SPACERS SYMMETRICAL WHEN POSSIBLE 4 BOLT FLUSH INSET HIGH EAVE HORZ. INSET BU HR GAGE EXTEND IF REWD. P STEEL f �' nil CANOPY LINE HORZ Pf, M Pb, (4)-0 W 1 A325 BOLTS CONNPLI -� CONNPLI W2 ��ER PACERS — — — 12"W x 3/8" THK 0. FLG. 12-W x 3/8' THK 0. FLG. ENDPLATE EXTEND DOWN 3' DETAIL CONNPLI & SPACERS SYMMETRICAL WHEN POSSIBLE DETAILER NOTE: CHECK BOLT LENGTH gz 4 BOLT EXTENDED INSET LOW EAVE HORZ. INSET CF GAGE JW ' STEEL CEE LINE HORZ f, Pb, FGC01 CLW1 CONNPLI R� PACERSW2FLG. 12"W x 3/8" THK 0. FLG. 12 ENDPLATENOTE: EX MAY INTERFERE WITH GUTTER DETAIL CONNPWHEN POSSIBLE DETAILER NOTE: CHECK BOLT LENGTH SYMMETRICALCONN 1 & 2 INFORMATION: (CANOPY SPACER TO COL. W/ BYPASS/INSET GIRTS) STFWBI (NS/FS) = ',;S x 3/�x 1"vLL_ W3==v1 A ENDPLATE INFO: (SEE CHOICE ABOVE) (1) CONNPLI= IF 1" INSET CONDITION USE: (1) 12" x 3/8" & (1)-x 5/8" SPACER PLATES. (WIDTH NO SMALLER THAN COLUMN FLANGE) BOLT SIZE _ 4 0 A325 BOLT GAGE _ S Pf = h25 Pb = 2 7S W1= I i D5 W2= Y.,t I14 oo c�000 DDAC3000 DATE: 10/31/2002 PAGE: 2 N U C ® FQ BUILDING SYSTEMS GROUP 305 Industrial Parkway Ph: (260) 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 Page R1 of !� Date: 3/2/04 GENERAL INFORMATION FOR COLUMN EASE REACTIONS O PRELIMINARY OO FOR CONSTRUCTION Job Name: Gross Electric Nucor Job Number: W4Ko072A Customer: ROZELL INDUSTRIES, INC Nucor Engineer: Jason Liegl 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) 0+ X + 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 #: W4KO072A Page: Frame : FRAME LINE 1 By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E01 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** Y 25.00 25.00 25.00 Z5.00 25.00 Z ,' X 12.00 1.00 12.00 -�1.00 29.21 24.00 24.00 COL01 COL02 COL03 COL04 COL05 COL06 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 1 - DEAD I LOAD CASE 5 - WIND CASE 1 TO RIGHT COL01 -1 2 0 I COL01 1 -2 0 COL02 0 2 0 I COL02 0 -4 0 COL03 0 2 0 I COL03 0 -4 0 COL04 0 2 0 COL04 -3 -4 0 COL05 0 3 0 COL05 0 1 0 COL06 1 2 0 I COL06 -1 -2 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 2 - COLLATERAL I LOAD CASE 6 - WIND CASE 1 TO LEFT COL01 -1 1 0 COL01 1 -2 0 COL02 0 2 0 COL02 0 -2 0 COL03 0 1 0 COL03 0 -2 0 COL04 0 1 0 COL04 0 -2 0 COL05 0 2 0 I COL05 3 -7 0 COL06 3 19 0 COL06 -1 -2 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 3 - ROOF LIVE I LOAD CASE 7 - WIND CASE 2 TO RIGHT COL01 -1 4 0 I COL01 1 -3 0 COL02 0 8 0 COL02 0 -6 0 COL03 0 7 0• I COL03 0 -5 0 COL04 0 7 0 I COL04 -3 -5 0 COL05 0 8 0 COL05 0 -2 0 COL06 1 4 0 I COL06 -1 -2 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 4 - SNOW I LOAD CASE 8 - WIND CASE 2 TO LEFT COL01 -1 11 0 I COL01 1 -2 0 COL02 0 20 0 COL02 0 -4 0 COL03 0 18 0 COL03 0 -3 0 COL04 0 18 0 I COL04 0 -3 0 COL05 0 20 0 COL05 3 -8 0 COL06 1 11 0 COL06 -1 -3 0 ---------------------------------------------------------------------------------------------------------- 1 NUCOR BUILDING SYSTEMS Job #: W4K0072A Page: Frame FRAME LINE 1 By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E01 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** y A 25.00 25.00 O 25.00 25.00 25.00 .�j \ Z �' X 12.00 1.00 12.00 29.21 24.00 24.00 COL01 COL02 COL03 COL04 COL05 COL06 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 9 - LONG. WIND 1 TO BACK I LOAD CASE 13 - SEISMIC TO RIGHT COLO1' -2 -3 0 COLO1 0 1 0 COL02 -4 -7 0 I COL02 0 1 0 COL03 -5 -7 0 COL03 0 -1 0 COL04 -5 -6 0 COL04 -2 -3 0 COL05 -4 -7 0 COL05 0 3 0 COL06 -2 -3 0 COL06 0 1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 10 - LONG. WIND 1 TO FRONT LOAD CASE 14 - SEISMIC TO LEFT COLO1 3 -3 0 COLO1 0 0 0 COL02 5 -7 0 COL02 0 -1 0 COL03 5 -6 0 I COL03 0 1 0 COL04 5 -6 0 COL04 0 2 0 COL05 5 -7 0 I COL05 2 -3 0 COL06 3 -3 0 COL06 0 1 0 -------------=-------------------------------------------------------------------------------------------- LOAD CASE 11 - LONG. WIND 2 TO BACK I LOAD CASE 15 - LEFT RIDGE DRIFT COLO1 -2 -3 0 COLO1 -1 14 0 COL02 -4 -7 0 COL02 0 30 0 COL03 -5 -7 0 COL03 0 25 0 COL04 -5 -6 0 COL04 0 7 0 COL05 -4 -7 0 COL05 0 6 0 COL06 -2 -3 0 COL06 1 3 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 12 - LONG. WIND 2 TO FRONT I LOAD CASE 16 - RIGHT RIDGE DRIFT COLO1 3 -3 0 COLO1 -1 3 0 COL02 5 -7 0 COL02 0 6 0 COL03 5 -6 0 COL03 0 7 0 COL04 5 -6 0 COL04 0 25 0 COL05 5 -7 0 COL05 0 30 0 COL06 3 -3 0 COL06 1 13 0 ---------------------------------------------------------------------------------------------------------- 2 NUCOR BUILDING SYSTEMS Job #: W4KO072A Page: Frame : FRAME LINES 2-8 By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: F01 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** A TV— (� y 62.50 62.50 Z /' X 12.00 1.00 F— - 12.00 --�1.00 29.21 24.00 24.00 COL01 COL02 COL03 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 1 - DEAD I LOAD CASE 8 - WIND CASE 2 TO LEFT COL01 1 5 0 COL01 3 -6 0 COL02 0 11 0 COL02 0 -16 0 COL03 -1 5 0 COL03 5 -11 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 2 - COLLATERAL I LOAD CASE 9 - LONG. WIND 1 TO BACK COL01 -1 2 0 COL01 1 -6 0 COL02 0 6 0 COL02 0 -8 0 COL03 1 21 0 COL03 1 -2 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 3 - ROOF LIVE I LOAD CASE 10 - LONG. WIND 1 TO FRONT COL01 4 17 0 COL01 -1 -2 0 COL02 0 36 0 COL02 0 -8 0 COL03 -4 17 0 COL03 -1 -6 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 4 - SNOW I LOAD CASE 11 - LONG. WIND 2 TO BACK COL01 10 47 0 I COL01 1 -9 0 COL02 0 95 0 I COL02 0 -15 0 COL03 -10 47 0 COL03 1 -6 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 5 - WIND CASE 1 TO RIGHT I LOAD CASE 12 - LONG. WIND 2 TO FRONT COL01 -5 -7 0 COL01 -1 -6 0 COL02 0 -8 0 I COL02 0 -15 0 COL03 -3 -2 0 COL03 -1 -9 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 6 - WIND CASE 1 TO LEFT I LOAD CASE 13 - SEISMIC TO RIGHT COL01 3 -2 0 I COL01 -2 -1 0 COL02 0 -8 0 COL02 0 0 0 COL03 5 -7 0 COL03 -2 1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 7 - WIND CASE 2 TO RIGHT I LOAD CASE 14 - SEISMIC TO LEFT COL01 -5 -11 0 COL01 2 1 0 COL02 0 -16 0 COL02 0 0 0 COL03 -3 -6 0 COL03 2 -1 0 ---------------------------------------------------------------------------------------------------------- 1 124 NUCOR BUILDING SYSTEMS Job #: W4K0072A Page: Frame : FRAME LINES 2-8 By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: FO1 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** A � y 62.50 62.50 Z X 12.00 1.00 F-- 12.00 29.21 24.00 24.00 COL01 COL02 COL03 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 15 - LEFT RIDGE DRIFT I LOAD CASE 16 - RIGHT RIDGE DRIFT COLO1 9 69 0 COLO1 9 11 0 COL02 0 86 0 I COL02 0 86 0 COL03 -9 11 0 COL03 -9 69 0 ---------------------------------------------------------------------------------------------------------- 2 NUCOR BUILDING SYSTEMS Job #: W4K0072A Page: Frame : FRAME LINE 9 By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E02 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** ��25TY � 25.000 T 25�00 �25.00 25.00 Z X 12.00 1.00f — 12.00 —�1.00 29.21 24.00 24.00 COL01 COL02 COL03 COL04 COL05 COL06 X Y Z X Y Z Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) -------------------------------------------------------------------7-------------------------------------- LOAD CASE 1 - DEAD I LOAD CASE 5 - WIND CASE 1 TO RIGHT C0LO1 -1 2 0 C0LO1 1 -2 0 C0L02 0 3 0 C0L02 -3 -7 0 C0L03 0 2 0 C0L03 0 -2 0 C0L04 0 2 0 C0L04 0 -2 0 C0L05 0 3 0 C0L05 0 -2 0 C0L06 1 2 0 C0L06 -1 -2 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 2 - COLLATERAL I LOAD CASE 6 - WIND CASE 1 TO LEFT C0LO1 -1 1 0 I C0LO1 1 -2 0 C0L02 0 2 0 I C0L02 0 1 0 C0L03 0 1 0 I C0L03 3 -4 0 C0L04 0 1 0 I C0L04 0 -4 0 C0L05 0 2 0 I C0L05 0 -4 0 C0L06 1 1 0 C0L06 -1 -2 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 3 - ROOF LIVE I LOAD CASE 7 - WIND CASE 2 TO RIGHT C0LO1 -1 4 0 C0LO1 1 -3 0 C0L02 0 8 0 C0L02 -3 -8 0 C0L03 0 7 0 I C0L03 0. -3 0 C0L04 0 7 0 I C0L04 0 -3 0 C0L05 0 8 0 COL05 0 -4 0 C0L06 1 4 0 I C0L06 -1 -2 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 4 - SNOW I LOAD CASE 8 - WIND CASE 2 TO LEFT C0LO1 -1 11 0 I C0LO1 1 -2 0 C0L02 0 20 0 C0L02 0 -2 0 C0L03 0 18 0 I C0L03 3 -5 0 C0L04 0 18 0 I C0L04 0 -5 0 C0L05 0 20 0 C0L05 0 -6 0 C0L06 1 11 0 C0L06 -1 -3 0 ---------------------------------------------------------------------------------------------------------- 1 NUCOR BUILDING SYSTEMS Job #: W4KO072A Page: Frame : FRAME LINE 9 By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E02 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** Y G Z5.00 ��25, 0 � 25�00 '� Z5.00 � 25.00 Z X 12.00 1.00�— 12.00 29.21 —x 24.00 24.00 COL01 COL02 COL03 COL04 COL05 COL06 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 9 - LONG. WIND 1 TO BACK I LOAD CASE 13 - SEISMIC TO RIGHT COL01 -2 -3 0 I COL01 0 1 0 COL02 -4 -7 0 COL02 -2 -3 0 COL03 -5 -7 0 COL03 0 2 0 COL04 -5 -6 0 COL04 0 1 0 COL05 -4 -7 0 COL05 0 -1 0 COL06 -2 -3 0 COL06 0 -1 - 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 10 - LONG. WIND 1 TO FRONT LOAD CASE 14 - SEISMIC TO LEFT COL01 3 -3 0 COL01 0 1 0 COL02 5 -7 0 COL02 0 3 0 COL03 5 -6 0 COL03 2 -3 0 COL04 5 -6 0 COL04 0 -1 0 COL05 5 -7 0 COL05 0 1 0 COL06 3 -3 0 COL06 0 1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 11 - LONG. WIND 2 TO BACK I LOAD CASE 15 - LEFT RIDGE DRIFT COL01 -2 -3 0 COL01 -1 14 0 COL02 -4 -7 0 COL02 0 30 0 COL03 -5 -7 0 COL03 0 25 0 COL04 -5 -6 0 COL04 0 7 0 COL05 -4 -7 0 COL05 0 6 0 COL06 -2 -3 0 COL06 1 3 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 12 - LONG. WIND 2 TO FRONT I LOAD CASE 16 - RIGHT RIDGE DRIFT COL01 3 -3 0 COL01 -1 3 0 COL02 5 -7 0 COL02 0 6 0 COL03 5 -6 0 COL03 0 7 0 COL04 5 -6 0 COL04 0 25 0 COL05 5 -7 0 COL05 0 30 0 COL06 3 -3 0 COL06 1 14 0 -------------------------------------------------------------------------------------7-------------------- 2 f'� NUCR ;BUILDING SYSTEMS JOB NAME: GROSS ELECTRIC JOB NUMBER: W41<0072A ENGINEER: JAL LONGITUDINAL X-BRACLNG,:REACTIONS (These reactions must be combined with the appropriate longitudinal frame reactions) the Bay P KIP A 4-5 4.5 4.5 WIND 11 10.5 SEISMIC 7-8 4.5 4.5 WIND 11 10.5 SEISMIC G 4-5 4.5 4.5 WIND 11 10.5 SEISMIC 7-8 4.5 4.5 WIND H* 11 10.5 SEISMIC 1 T - Horizontal bracing reactions are orthogonal to horizontal frame reactions. SIDEWALL`WIND COLUMN.REACTION$ LineJ Q,olumn H`- KIP KIP G 1.5 3 1 5'x 5'Can o y Loads H H All Jambs for Canopy Support 3.5 V v 3/2/04 NUCOR BUILDING SYSTEMS W41<0072A PAGE: OF: DESIGN CALCULATIONS BY: JAL DATE: 3/2/04 CHK: DATE: Gross Electric REV: DATE: APPENDIX THIS IS FOR DESIGN USE ONLY, NOT FOR DETAILING. PAGE DESCRIPTION ASCE 7-98, IBC 2000 Wind Loading Version 1.4, 9125101 Geome _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ try------- --------------------------------------- --------. Building Type: Gable Roof Panel Type Nucor CFRTIM l Roof Sloe Purlin Trib. Width 1.00:12 3.0000' Bay Width j�� SW Girt Trib. Ht.� 25.0000' ��j� 6.0000' Left Eave Ht. �j�� SW Col. Trib Width 24.0000' 25.0000' / Right Eave Ht. 24.0000' Eave I I I Opening Area 0.00 sf EW Girt Trib Ht. D Dist. To Ridge w Bldg. Length 62.5000' 2 00,0000' Bld_q.Width l B EW Col. Trib Width' 125.0000' 25.0000' oadinglnfor--- ------- -.-- ---------------------- -11- - --------- --Wind Speed: 90 mph Bldg. Porosity: Enclosed l Wind Exposure: B f Hurricane Prone Region? No MBMA Occ. Category: II-96 Interior Partition Walls? No General Loading Calculations _--. - - - --------------- h� 24�0000' -----Kd: 0.85 '------K=t:1.00.-------lei:1.0 ------- - -r I: 1 Kh: 0.70 G: ---- GC • + qh 12.35 psf P,. _ 0.18 IMa1n Wind Force Resisting Systems -_----_---------- ----------------------I Lateral Structural (p= qh x C, C = Gcpf-_GCpi)-_-_-__-. _ - ---------------- Case W1R (GCpi= +0.18) Case W1L (GCpf= +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) 2.72 psfFInternal -5.80 psf -5.80 psf Internal 2.72 psf (C1: 0.22) Pressure (C4: -0.47) (Cl: -0.47) ~Pressure ~" (C4: 0.22) Wind Wind Direction Direction Net Lat.< 10 P..sf. Add 3.72 psf to windward vital/: r Not.Lat<.10 psf. Add 3.72 psf to windward wall. Case W2R (GCpi=-0.18) Case W2L (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) 7.16 psf y Internal -1.36 psf -1.36 psf Internal 7.16 psf (Cl: 0.58) Suction (C4: -0.11) (C1: -0.11) SUCtIOn (C4: 0.58) Wind Wind Direction Drection Net Lat< 10 psf. Add 3.72 psf to windward wall. ,Net Lat< 10 psf. Add 3.72 psf to windward wall. Copyright Nucor Building Systems, 2001. LIEGL 2/27/044:01 PM i ASCE 7-98, 113C 2000 Wind, Continued -- - - ----- - -------------------------- ------- Main Wind Force Resisting Systems, continued ----------------------- -------- -Longitudinal Structural(p= qh x C, C GCpf-GCpi) Case W5B (GCpi=+0.18) -10.74 psf :Case W5F(GCpi= +0.18� -10.74 psf C2: -0.87 C3: -0.87 Internal Internal 2.72 psf ~Pressure -5.80 psf -5.80 psf Pressure 2.72 psf (C1: 0.22) (C4: -0.47) s (Cl: -0.47) (C4: 0.22) Wind Wind Direction Direction -7.78 psf -7.78 psf (C3: -0.63) Net Lat< 10 psf. Add (C2: -0.63) Net Lat<10 psf. Add 1.48 psf to wind. wall. : 1.48 psf to wind.wall. ....................................................................................................................................... ....................................................................................................................................... Case W6B (GCpi=-0.18) -6.30 psf Case W6F(GCpi=-0.18) -6.30 psf (C2: -0.51) (C3: -0.51) Internal Internal 7.16 psf -' Suction -1.36 psf -1.36 psf Suction 7.16 psf (Cl: 0.58) (C4: -0.11) (Cl: -0.11) (C4: 0.58) Wind Wind DirectJon Direction -3.33 psf -3.33 psf (C3: -0.27) let Lat< 1Q psf Add': (C2: -0.27} Net Lat< 10 psf. Add 1.48 psf to wind, wall. : 1.48 psf to wind. wall. � -------------. Co n Cladd ing,-- - ------------_-_-----------------_-_- ----_--. . a = 'I 9.60 ft. Tributary Pressure Suction Suction Area Zones 4,5 Zone 4 Zone 5 S Item (ft`) (psf) (psf) (psf) Sidewall Wind Column 600 10.00 -11.11 -11.11 ............................................... .............................................................................�............................ �I ® ....Endwa..Wind Column ........600...............10.00...... ......: . .:.�...... ......'�.�.:�.�........ ® I I Sidewall Girt 208 10.7b -11.86 -12.61 0 0 I a Endwall Girt 208 10.75 -11.86 -12.61 ..................................................... ............... ...................................;.................I.......... Wall Panel 18 12.84 i -13.95 i -16.78 a ..................................................... .............................................................................:............................. Note: Results above reduced by 10% per Note 5 of Figure 6-5A since slope angle is <_ 10°. a a ICo ----- ndCladding_Roofs _-_-_-.-.-.-____----__.-.-.-.-_-.-_-.-.-. I a -.-.-.-.................................................. � ...� - a = 9.60 ft. (2) (3) a Pressure Suction in Zones - - - - - � -� All 1.......................................................................................... .. 2 2 3 3............. Item (W) ' (psf) ': -(psf) (psf) (psf) psi Purlins 10.00 -13.34 -15.81 ---- -15.81 ...............................................:.................................................... ............................ Q T i(z Panel 10.00 -14.57 -24.45 -36.80 ---- (A:.6.Sf) ......................... ............................................................... ......... ........................._............................ Fastener 10.00 -14.57 -24.45 ---- -36.80 A: 6 sf Values Below are for Overhang Portion of Roof O O O O a Purlins 10.00 -19.16 -19.16 ---- -12.10 ---- (A: 208sf) ... ......................... .........................:..........................:....................................................._............................ Panel 10.00 -23.21 -23.21 ---- -36.80 (A 6 sf) . ... ......................... ............................................................................ ......................... ............................ n Fastener -23.21 ---- -36.80 (A: 6 sf) 10.00 -23.21 ---- Copyright Nucor Building Systems, 2001. LIEGL 2/27/044:01 PM �. Unbalanced Snow Loading on Gable Roofs (per ASCE 7-02 Section 7.6. 7 and Figure 7-5) Version 1 .1 (05/23/03) Input Values Building Length: 200:0000 ft % Building Width: 125.0000 ft Left Distance to Ridge: 62.5000 ft Right Distance to Ridge: 62.5000 ft Left Roof Rise: 5.2083 ft Right Roof Rise: 5.2083 ft Left Slope: 1 .000:12 Right Slope: 1 .000:12 Left Purlin Layout: Right Purlin Layout: Ground Snow Load: 70.00 psf MBMA Occupancy: II-96�,- Exposure Factor (Ce): 1 .0 Snow Imp. Factor (Is): 1 .0 Thermal Factor (Ct): 1 .1 Roof Surface: Unobstructed and Slipper Calculations Left Slope Factor (Cs): 1 .0 Right Slope Factor (Cs): 1 .0 Left Roof Snow: 53.90 psf Right Roof Snow: 53.90 psf Left.Roof Angle: 4.76' Right Roof Angle: 4.76' Left Angle Limit: 1 .62' Right Angle Limit: 1 .62' beta, wind left: 0.5 beta, wind right: 0.5 Snow Density: 23.10 Min. Uniform Roof Snow: 53.90 / Min. Uniform Roof Snow: 5 3.9 0 Wind to Left Wind to Right Windward Snow Load: 16.17 psf Windward Snow Load: 16.17 psf Leeward Ridge Snow: 80.85 psf Leeward Ridge Snow: 80.85 psf Leeward Eave Snow: 80.85 psf Leeward Eave Snow: 80.85 psf No. Rows on Left Slope: 1 No. Rows on Right Slope: 1 Wind Left - Lee (Left) Purlin Layout Wind Right - Lee (Right) Purlin Layout Global 'X' Trib. Width Global 'X' Trib. Width (ft) (ft) Load (psf / plf) (ft) (ft) Load (psf / plf) 0 0.0000 80.85 0 00 0 0.0000 80.85 / 0.00 2/27/04 LIEGL NBP Light Gage Analysis - Mac PPC Version 5.240 11/10/03 AISI Spec Year = 1996 Input File: P01 Summary Report for project name: GROSS ELECTRIC / LIEGL ---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 1.00 1OZO98 1 No RV-2 1 2 Cant. 0.00 0.214 0.00 0.26 0.03 -0.13 0.00 0.00 0.03 0.01 0.01 0.01 0.03 x 0.0 0.0 12.0 12.0 12.0 0.0 0.0 12.0 12.0 12.0 12.0 12.0 comb 2 0 2 3 2 0 0 2 2 2 2 2 2 24.00 1OZO98 1 No RV-2 2 3 0.00 28.50 -1.401 0.00 3.78 11.54 -15.94 0.00 0.00 0.37 1.02 1.02 1.02 0.90 x 128.9 0.0 288.0 117.1 288.0 0.0 0.0 259.5 117.1 217.1 117.1 117.1 comb 2 0 2 2 2 0 0 2 2 2 2 2 3 25.00 1OZO76 2 No RV-1 3 4 35.25 28.50 -0.638 0.00 3.38 5.92 -15.94 0.00 0.00 0.66 0.82 0.82 0.82 0.99 x 162.0 0.0 0.0 150.0 0.0 0.0 0.0 35.2 150.0 150.0 150.0 35.2 comb 2 0 2 2 2 0 0 2 2 2 2 2 4 25.00 1OZO76 3 No RV-1. 4 5 28.50 28.50 -0.914 0.00 3.29 7.01 -13.75 0.00 0.00 0.68 0.97 0.97 0.97 0.97 x 150.0 0.0 300.0 150.0 300.0 0.0 0.0 271.5 150.0 3.50.0 150.0 271.5 comb 2 0 2 2 2 0 0 2 2 2 2 2 5 25.00 1OZO76 4 No RV-1 5 6 28.50 -28.50 -0.845 0.00 3.27 6.74 -13.75 0.00 0.00 0.67 0.93 0.93 0.93 0.97 _ x 150.0 0.0 0.0 150.0 0.0 0.0 0.0 28.5 150.0 3.50.0 150.0 28.5 comb 2 0 2 2 2 0 0 2 2 2 2 2 6 25.00 1OZO76 5 No RV-1 6 7,28.50 28.50 -0.845 0.00 3.27 6.74 -13.75 0.00 0.00 0.67 0.93 0.93 0.93 0.97 x 150.0 0.0 300.0 150.0 300.0 0.0 0.0 271.5 150.0 150.0 150.0 271.5 comb 2 0 2 2 2 0 0 2 2 2 2 2 7 25.00 1OZO76 6 No RV-1 7' 8 28.50 28.50 -0.914 0.00 3.29 7.01 -13.75 0.00 0.00 0.68 0.97 0.97 0.97 0.97 x 150.0 0.0 0.0 150.0 0.0 0.0 0.0 28.5 150.0 3.50.0 150.0 28.5 comb 2 0 2 2 2 0 0 2 2 2 2 2 8 25.00 1OZO76 7 No RV-1 8 9 28.50 35.25 -0.638 0.00 3.38 5.92 -15.94 0.00 0.00 0.66 0.82 0.82 0.82 0.99 x 138.0 0.0 300.0 150.0 300.0 0.0 0.0 264.8 150.0 150.0 150.0 264.8 comb 2 0 2 2 2 0 0 2 2 2 2 2 9 24.00 1OZO98 8 No RV-2 9 10 28.50 0.00 -1.401 0.00 3.78 11.54 -15.94 0.00 0.00 0.37 1.02 1.02 1.02 0.90 x 159.1 0.0 0.0 170.9 0.0 0.0 0.0 28.5 170.9 170.9 170.9 170.9 comb 2 0 2 2 2 0 0 2 2 2 2 2 10 1.00 1OZ098 8 No RV-2 10 11 0.00 Cant. 0.214 0.00 0.26 0.03 -0.13 0.00 0.00 0.03 0.01 0.01 0.01 0.03 x 12.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 comb 2 0 2 3 2 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. -1.401 0.00 3.78 11.54 -15.94 0.00 0.00 0.68 1.02 1.02 1.02 0.99 x 128.9 0.0 288.0 117.1 0.0 0.0 0.0 28.5 117.1 117.1 117.1 264.8 span 2 0 2 2 3 0 0 7 2 2 2 8 comb 2 0 2 2 2 0 0 2 2 2 2 2 ----------------------------------------------------------------------------- Support Connection Codes: ---------------------------------------------------------------------- Support No. " 2 3 4 5 6 7 8 9 10 AC AC WC WC WC WC WC AC AC Vertical Reactions: (kips) ==---=== ========= (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 7 8 9 10 11 1 0.00 -0.82 -2.14 -1.90 -1.96 -1.94 -1.96 -1.90 -2.14 -0.82 0.00 2 0.00 -2.73 -7.16 -6.36 -6.56 -6.49 -6.56 -6.36 -7.16 -2.73 0.00 3 0.00 0.55 1.45 1.28 1.32 1.31 1.32 1.28 1.45 0.55 0.00 4 0.00 0.36 0.94 0.83 0.86 0.85 0.86 0.83 0.94 0.36 0.00 5 0.00 -0.81 -2.13 -1.90 -1.95 -1.93 -1.95 -1.90 -2.13 -0.81 0.00 6 0.00 -2.41 -6.31 -5.61 -5.78 -5.72 -5.78 -5.61 -6.31 -2.41 0.00 7 0.00 -0.85 -1.26 -1.20 -1.20 -1.20 -1.22 -1.14 -1.38 -0.15 0.00 8 0.00 -0.15 -1.38 -1.14 -1.22 -1.20 -1.20 -1.20 -1.26 -0.85 0.00 9 0.00 -0.89 -1.40 -0.31 -0.49 -0.44 -0.46 -0.44 -0.50 -0.19 0.00 10 0.00 -0.74 -2.25 -1.15 -0.36 -0.47 -0.45 -0.44 .-0.49 -0.19 0.00 11 0.00 -0.12 -1.21 -2.13 -1.18 -0.35 -0.48 -0.43 -0.50 -0.19 0.00 12 0.00 -0.21 -0.40 -1.16 -2.15 -1.17 -0.36 -0.46 -0.49 -0.19 0.00 13 0.00 -0.18 -0.52 -0.35 -1.18 -2.15 -1.18 -0.35 -0.52 -0.18 0.00 14 0.00 -0.19 -0.49 -0.46 -0.36 -1.17 -2.15 -1.16 -0.40 -0.21 0.00 15 0.00 -0.19 -0.50 -0.43 -0.48 -0.35 -1.18 -2.13 -1.21 -0.12 0.00 16 0.00 -0.19 -0.49 -0.44 -0.45 -0.47 -0.36 -1.15 --2.25 -0.74 0.00 17 0.00 -0.19 -0.50 -0.44 -0.46 -0.44 -0.49 -0.31 -1.40 -0.89 0.00 18 0.00 -1.12 -2.71 -2.41 -2.49 -2.46 -2.49 -2.41 -2.72 -1.04 0.00 19 0.00 -1.04 -2.72 -2.41 -2.49 -2.46 -2.49 -2.41 -2.71 -1.12 0.00 20 0.00 -1.80 -4.94 -4.39 -4.52 -4.48 -4.52 -4.39 -4.94 -1.88 0.00 21 0.00 -1.88 -4.94 -4.39 -4.52 -4.48 -4.52 -4.39 -4.94 -1.80 0.00 22 0.00 -1.98 -3.93 -2.24 -2.53 -2.45 -2.49 -2.41 -2.72 -1.04 0.00 23 0.00 -1.77 -5.08 -3.37 -2.37 -2.50 -2.48 -2.42 -2.72 -1.04 0.00 24 0.00 -0.95 -3.69 -4.70 -3.46 -2.34 -2.52 -2.40 -2.72 -1.03 0.00 25 0.00 -1.06 -2.59 -3.39 -4.78 -3.44 -2.36 -2.45 -2.71 -1.04 0.00 26 0.00 -1.03 -2.75 -2.29 -3.46 -4.75 -3.46 -2.29 -2.75 -1.03 0.00 27 0.00 -1.04 -2.71 -2.45 -2.36 -3.44 -4.78 -3.39 -2.59 -1.06 0.00 28 0.00 -1.03 -2.72 -2.40 -2.52 -2.34 -3.46 -4.70 -3.69 -0.95 0.00 29 0.00 -1.04 -2.72 -2.42 -2.48 -2.50 -2.37 -3.37 -5.08 -1.77 0.00 30 0.00 -1.04 -2.72 -2.41 -2.49 -2.45 -2.53 -2.24 -3.93 -1.98 0.00 R Values: percent of fully braced moment strength Span 1 2 3 4 5 6 7 8 9 10 Gravity Load: 0.88 0.88 0.75 0.75 0.75 0.75 0.75 0.75 0.88 0.88 Uplift Load: 0.88 0.88 0.81 0.81 00.81 0.81 0.81 0.81 0.88 0.88 Load Cases: Purlin spacing 3.00 o.c. ` Building Code: IBC/ASCE 7-'98 Codes General Loads: Load Case Uniform Load ,(psf) Load Case Name 1 3.0 Dead Load _ 2 20.0 Live Load 3 -15.8 Wind Load 4 -15.8 Edge Zone Wind Load 5 3.0 // Collateral Load / 6 80.8 / Snow Load 7 20.0 Pattern LL, Bay 1 8 20.0 Pattern LL, Bay 2 9 20.0 Pattern LL, Bay 3 (� 10 20.0 Pattern LL, Bay 4 11 20.0 Pattern LL, Bay 5 12 20.0 Pattern LL, Bay 6 13 20.0 Pattern LL, Bay 7 14 20.0 Pattern LL, Bay 8 15 20.0 Pattern LL, Bay 9 - 16 20.0 Pattern LL, Bay 10 17 53.9 Pattern SL, Bay 1 18 53.9 Pattern SL, Bay 2 19 53.9 Pattern SL, Bay 3 20 53.9 Pattern SL, Bay 4 21 53.9 Pattern SL, Bay 5 22 53.9 Pattern SL, Bay 6 23 53.9 Pattern SL, Bay 7 24 53.9 Pattern SL, Bay 8 25 53.9 Pattern SL, Bay 9 26 53.9 Pattern SL, Bay 10 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 9.00 0.00 9.00 1.00 1 2 Shear 9.00 0.00 9.00 24.00 1 3 Shear 9.00 0.00 9.00 25.00 1 4 Shear 9.00 0.00 9.00 25.00 1. 5 Shear 9.00 0.00 9.00 25.00 1 6 Shear 9.00 0.00 9.00 25.00 1 7 Shear 9.00 0.00 9.00 25.00 1 8 Shear 9.00 0.00 9.00 25.00 1 9 Shear 9.00 0.00 9.00 24.00 1 10 Shear 9.00 0.00 9.00 1.00 2 1 Shear 60.00 0.00 60.00 1.00 2 2 Shear 60.00 0.00 60.00 24.00 2 3 Shear 60.00 0.00 60.00 25.00 2 4 Shear 60.00 0.00 60.00 25.00 2 5 Shear 60.00 0.00 60.00 25.00 2 6 Shear 60.00 0.00 60.00 25.00 2 7 Shear 60.00 0.00 60.00 25.00 2 8 Shear 60.00 0.00 60.00 25.00 2 9 Shear 60.00 0.00 60.00 24.00 2 10 Shear 60.00 0.00 60.00 1.00 3 1 Shear -47.40 0.00 -47.40 1.00 3 2 Shear -47.40 0.00 -47.40 24.00 3 3 Shear -47.40 0.00 -47.40 25.00 3 4 Shear -47.d0 0.00 -47.40 25.00 3 5 Shear -47.40 0.00 -47.40 25.00 - 3 6 Shear -47.40 0.00 -47.40 25.00 3 7 Shear -47.d0 0.00 -47.40 25.00 3 8 Shear -47.40 0.00 -47.40 25.00 3 9 Shear -47.40 0.00 -47.40 24.00 3 10 Shear -47.40 0.00 -47.40 1.00 5 1 Shear 9.00 0.00 9.00 1.00 5 2 Shear 9.00 0.00 9.00 24.00 5 3 Shear 9.00 0.00 9.00 25.00 5 4 Shear 9.00 0.00 9.00 25.00 5 5 Shear 9.00 0.00 9.00 25.00 5 6 Shear 9.00 0.00 9.00 25.00 5 7 Shear 9.00 0.00 9.00 25.00 5 8 Shear 9.00 0.00 9.00 25.00 5 9 Shear 9.00 0.00 9.00 24.00 5 10 Shear 9.00 0.00 9.00 1.00 6 1 Shear 242.50 0.00 242.50 1.00 6 2 Shear - 242.50 0.00 242.50 24.00 6 3 Shear 242.50 0.00 242.50 25.00 6 4 Shear 242.50 0.00 242.50 25.00 6 5 Shear 242.50 0.00 242.50 25.00 6 6 Shear 242.50 0.00 242.50 25.00 6 7 Shear - 242.50 0.00 242.50 25.00 _ 6 8 Shear 242.50 0.00 242.50 25.00 6 9 Shear 242.50 0.00 242.50 24.00 6 10 Shear 242.50 0.00 242.50 1.00 7 1 Shear 60.00 0.00 60.00 1.00 8 2 Shear 60.00 0.00 60.00 24.00 9 3 Shear 60.00 0.00 60.00 25.00 10 4 Shear 60.00 0.00 60.00 25.00 11 5 Shear 60.00 0.00 60.00 25.00 12 6 Shear 60.00 0.00 60.00 25.00 13 7 Shear 60.00 0.00 60.00 25.00 14 8 Shear 60.00 0.00 60.00 25.00 15 9 Shear 60.00 0.00 60.00 .24.00 16 10 Shear 60.00 0.00 60.00 1.00 17 1 Shear 161.70 0.00 161.70 1.00 18 2 Shear 161.70 0.00 161.70 24.00 19 3 Shear 161.70 .0.00 161.70 25.00 20 4 Shear 161.70 0.00 161.70. 25.00 21 5 Shear 161.70 0.00 161.70 25.00 22 6 Shear 161.70 0.00 161.70 25.00 23 7 Shear 161.70 0.00 161.70 25.00 24 8 Shear 161.70 0.00 161.70 25.00 25 9 Shear 161.70 0.00 161.70 24.00 - 26 10 Shear 161.70 0.00 161.70 1.00 Load Combinations: Act. All. Load Case No. 8 7 Fac. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 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 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 0.00 0.00 0.00 0.00 0.00 0.00 10.00 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 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + (0.7)1.3 41L 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 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 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 1.100 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 1.00 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 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays 1 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays 2 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays 3 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays 4 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+SL (Adj. Span LL, Bays 5�I e 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 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 0.00 DL+COL+S L (Adj. Span LL, Bays 6 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 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+S L (Adj. Span LL, Bays 7 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 0.00 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 DL+COL+S L (Adj. Span LL, Bays 8 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 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 DL+COL+SL (Adj. Span LL, Bays 9 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 0.00 0.00 0.00 0.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+S L (Pattern Set 1, Bay 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 0.00 0.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 DL+COL+S L (Pattern Set 1, Bay 10) 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 0.00 0.00 0.00 0.00 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DL+COL+S L (Pattern Set 2, Bay 1) 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 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 DL+COL+S L (Pattern Set 2, Bay 10) 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 0.00 0.00 0.00 0.00 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 1 23 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 0.00 0.00 0.00 0.00 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 2 24 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 0.00 0.00 0.00 0.00 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 3 25 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 0.00 0.00 0.00 0.00 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 4 26 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 0.00 0.00 0.00 0.00 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 5 27 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 0.00 0.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 6 28 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 0.00 0.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 - DL+COL+SL (Pattern Set 3, Bays 7 29 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 0.00 0.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 DL+COL+SL (Pattern Set 3, Bays 8 30 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 0.00 0.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 DL+COL+SL (Pattern Set 3, Bays 9 Deflection Limitations: The deflection limit with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD = 2.50" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 2.00" Deflection limitations were applied to combinations 1-2,4-30 Total system weight = 1064.82 lbs. Total system cost = 797.17 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 1989 AISI Addendum All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length _ 1 1OZO98 27.94 2 1OZO76 29.75 ' 3 1OZO76 29.75 4 1OZO76 29.75 5 1OZO76 29.75 6 1OZO76 29.75 7 1OZO76 29.75 8 1OZO98 27.94 Material Summary: Section Weight Cost Fy 1OZO76 758.62 579.43 55.0 1OZO98 306.20 216.75 55.0 - 1 � Roll Force Design Version 2.1 (12101103) Job Number: W4KO072A Engineer: LIEGL Job Name: GROSS ELECTRIC Purlin Run: PO1 Loading Purlin Layout Information Dead: 3.00 psf Eave to Ridge Distance (W): 60.00 ft jNo. Rows on Slope (n): 20 Collateral: 3.00 psf Purlin Depth (d): 10.00 in Spacing: 3.00 ft Live/Snow: 84.47 psf Roof Slope (s): 1.00:12 �. Roof Panel Type: Nucor CFR'"Roof / t Bay Layout: 8@25 --> 8 Bays. Mid-Bay to Adjacent Frames !At Frame Lines, From Roof to Rafter -_ _ _-_-_--- _-_-----_ _ ---�v -c � -- _-_- - -_--- -_ter-_ _MirrU--------------------------------- Width Purlin Thk. Load, W Roll Force Capacity for Eave Roll Force Resistance Detail Bay (ft) (in) (Ibs) (Ibs) (Ibs) Beam (Ibs)p Line Ctr (Ibs) (Ibs) (T/W/C) Detail Needs and Capacity (Ibs) 1 25.00 0.098 135,703 -7,573 ±3,709 3,864 1 0.63 -2,337 NR W Provide (20) Welded Clips. No WS Clips Req'd. 3 25.00 0.076 135,703 -6,575 ±4,711 1,865 , 2 0.87 -3,663 NR W Provide (20) Welded Clips. No WS Clips Req'd. 3 25.00 l 0.076 135,703 -6,575 ±4,711 1,865 � 3 0.81 -3,816 NR W Provide (20) Welded Clips. No WS Clips Req'd. 4 25.00 0.076 135,703 -6,575 ±4,711 1,865 ( 4 0.81 -3,816 NR W Provide (20) Welded Clips. No WS Clips Req'd. 5 25.00 0.076 135,703 -6,575 ±4,711 1,865 i 5 0.81 -3,816 NR W Provide (20) Welded Clips. No WS Clips Req'd. 6 25.001 0.076 135,703 -6,575 ±4,711 1,865 ' 6 0.81 -3,816 NR W Provide (20) Welded Clips. No WS Clips Req'd. 7 25.001 0.076 135,703 -6,575 ±4,711 1,865 7 0.81 -3,816 NR W Provide (20) Welded Clips. No WS Clips Req'd. 8 25.001 0.098 135,703 -7,573 ±3,709 3,864 8 0.87 -3,663 NR W Provide (20) Welded Clips. No WS Clips Req'd. 9 9 0.63 -2,337 NR W Provide (20) Welded Clips. No WS Clips Req'd. 10 , 10 11 111 12 112 13 13 14 ' 14 15 ' 5 16 16 17 1 17 18 18 19 119 20 120 121 ry `2.o x 3 (lac NBP Light Gage Analysis - Mac PPC Version 5.240 11/10/03 AISI Spec Year = 1996 Input File: G08 Summary Report for project name: GROSS ELECTRIC / LIEGL ---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--3' neg-M -T-----P-----V-----M___________________ 1 25.00 12S105 1 No Full 1 2 ----- ----- -1.016 0.00 1.94 12.09 -12.09 0.00 0.00 0.22 0.67 0.67 0.67 0.67 . x 144.0 0.0 0.0 144.0 144.0 0.0 0.0 0.0 144.0 144.0 144.0 144.0 comb 1 0, 1 1 2 0 0 1 1 1 1 1 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. -1.016 0.00 1.94 12.09 -12.09 0.00 0.00 0.22 0.67 0.67 0.67 0.67 x 144.0 0.0 0.0 144.0 144.0 0.0 0.0 0.0 144.0 3.44.0 144.0 144.0 span 1 0 1 1 1 0 0 1 1 1 1 1 comb 1 0 1 1 2 0 0 1 1 1 1 1 ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- Support Connection Codes: Support No. 1 2 WC WC Vertical Reactions: (kips) ==---=== ========= (negative reaction for gravity loads) 1 Load Support No. Comb. - 1 2 1 -1.94 -1.94 2 1.94 1.94 4 1.94 1.94 Load Cases: Purlin spacing 10.00 o.c. "��•`"' � General Loads: Load Case Uniform Load (psf) Load Case Name / 1 15.5 Pressure Wind Load 2 -15.5 , Suction Wind Load 3 -15.5 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Tyne (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 155.00 0.00 155.00 25.00 2 1 Shear -155.00 9.60 -155.00 15.40 2 1 Shear 1 -155.00 0.00 -155.00 9.60 2 1 Shear -155.000 15.40 -155.00 25.00 Load Combinations: ----Act. All.All. Load Case No. Load Combination Name # Fac. 1 2 1 Y 1.00 1.00 0.00 Wind Pressure ' 2 Y 1.00 0.00 1.00 / Wind Suction 3 Y 1.00 1.00 0.00 Wind Pressure Deflection 4 Y 1.00 0.00 1.00 Wind Suction Deflection Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 3.33• Deflection limitations were applied to combinations 3-4 Total system weight = 182.94 lbs. Total system cost = 152.88 dollars General Notes: ' Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * A11 calculations are in accordance with the 1989 AISI Addendum * All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 12S105 25.00 Material Summary: Section Weight Cost Fy 12S105 182.94 152.88 55.0 l NBP Light Gage Analysis - Mac PPC Version 5.240 11/10/03 AISI Spec Year = 1996 Input File: P02 Summary Report for project name: GROSS ELECTRIC / LIEGL ---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_i _T-----P-----V-----M------------------- 1 25.00 1OZ098 1 No RV-1 1 2 ----- ----- -1.450 0.00 1142 8.88 -1.37 0:00 0.00 0.17 0.82 0.82 0.82 0.69 x 144.0 0.0 0.0 144.0 144.0 0.0 0.0 0.0 144.0 144.0 144.0 144.0 comb 2 0 2 2 3 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. -1.450 0.00 1.42 8.88 -1.37 0.00 0.00 0.17 0.82 0.82 0.82 0.69 x 144.0 0.0 0.0 144.0 144.0 0.0 0.0 0.0 144.0 144.0 144.0 144.0 span 1 0 1 1 1 0 0 1 1 1 1 1 comb 2 0 2 2 3 0 0 2 2 2 2 2 ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- Support Connection Codes: Support No. ..a. 2 r /P C? �: .�..4Yy...6 /J QJJ 6-11'r_. 1 2 WC WC Vertical Reactions: (kips) ________ _________ (negative reaction for gravity loads) Load Support No. Comb. 1 2 2 -1.42 -11.42 - d �ICJ�C3• 1 (, �`�'� 3 0.22 0.22 5 -0.49 -0.49 ! T 6 -1.29 -1.29 R Values: percent of fully braced moment strength Gravity Load: 84.4 Uplift Load: 88.0 ' Load Cases: Purlin spacing 1.00 o.cc.. Building Code: IBC/ASCE 7-98 Codes General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.0,,. Dead Load 2 20.0 Live Load 3 -15.8 Wind Load 4 -15.8 / Edge Zone Wind Load 5 3.0/ Collateral Load 6 107.8 Snow Load 7 20.0 Pattern LL, Bay 1 8 53.9 Pattern SL, Bay 1 Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) Eft) 1 1 Shear 3.00 0.00 3.00 25.00 2 1 Shear 20.00 0.00 20.00 25.00 3 1 Shear -15.80 0.00 -15.80 25.00 5 1 Shear 3.00 0.00 3.00 25.00 6 1 Shear 107.80 0.00 107.80 25.00 7 1 Shear 20.00 0.00 20.00 25.00 8 1 Shear 53.90 0.00 53.90 25.00 Load Combinations: Act. All. Load Case No. Load Combination Name - H Fac. 1 2 3 4 5 6 7 8 1 Y 1.00 1.00 1.00 0.00 0.00 1.00 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 DL + COL + SL 3 Y 1.33 1.00 0.00 1.30 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 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 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 DL + COL + SL + 1.3 WL / 2) - Deflection Limitations: ---------- ----------- The deflection limit with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD = 2.50" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 2.001, Deflection limitations were applied to combinations 1-2,4-6 Total system weight = 137.00 lbs. Total system cost = 97.08 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 1989 AISI Addendum * All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 1OZ098 25.00 Material Summary: Section Weight Cost Fy 1OZ098 137.00 96.98 55.0 rI f�f 4 ,! ,yam,^..-..,... .--R..•..:.. NBP Light Gage Analysis - Mac PPC l r• /( Version 5.240 11/10/03 AISI Spec Year = 1996 f �i Q.`� 'f,•�+ s.. � +r� input File: P03 summary Report for project name: GROSS ELECTRIC / LIEGL ••�-�--� ---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 25.00 1OC105 1 No Top 1 2 ----- ----- 0.688 0.00 -0.71 0.86 -4.44 0.00 0.00 0.07 0.84 0.84 0.84 0.33 x 144.0 0.0 0.0 156.0 156.0 0.0 0.0 0.0 156.0 156.0 156.0 156.0 comb 2 0 2 3 2 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. 0.688 0.00 -0.71 0.86 -4.44 0.00 0.00 0.07 0.84 0.84 0.84 0.33 x 144.0 0.0 0.0 156.0 156.0 0.0 0.0 0.0 156.0 3.56.0 156.0 156.0 span 1 0 - 1 1 1 0 0 1 1 1 1 1 comb 2 0 2 3 2 0 0 2 2 2 2 2 ----------------------------------------------------------------------------- Support Connection Codes: ------- ---------- ----- �,' Support No. .e 0. 84'T � op WC L4C /A�) _ _ r Pe Vertical Reactions: (kips) �� '_! TO OFr'11"'f,(,` t1-i' �Jvpvt ________ _________ (negative reaction for gravity loads) Load Support No. J.� Comb. 1 2 1 0.16 0.16 2 0.71 0.71 ' 3 -0.14 -0.14s)�� 4 -0.09 -0.09 5 0.22 0.22 Y m Y 6 0.63 0.63 Load Cases: Purlin spacing 0.50 o.c. Building Code: IBC/ASCE 7-98 Codes 1� ,fi;tiw General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.0 Dead Load 2 . Live Load 3 -1919.2 � Wind Load 4 -19.2 Edge Zone Wind Load 5 3.0 Collateral Load 6 107.8 �' Snow Load 7 20.0 Pattern LL, Bay 1 8 53.9 Pattern SL, Bay 1 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 -1.50 0.00 -1.50 25.00 2 1 Shear -10.00 0.00 -10.00 25.00 3 1 Shear 9.60 0.00 9.60 25.00 5 1 Shear -1.50 0.00 -1.50 25.00 ���7c, / _ 6 1 Shear -53.90 0:00 -53.90 25.00 L-•, -'S f'^•� S..{jAJ\l Ch.(T) h-•�� C1i^� 7 1 Shear -10.00 0.00 .-10.00 25.00 . j 8 1 Shear -26.90 0.00 -26.90 25.00 4f1{�-�;,�� 7n U"r)( l---E �- Load Combinations: r _ Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 3 4 5 6 7 8 1 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 000 DL +-COL + LL 2 Y 1.00 1.00 0.00 0.00 0.00 1.00 1.00 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 DL + 1.3 WL 4 Y 1..33 1.00 0.00 0.91 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 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 DL + COL + SL + 1.3 WL / 2) Deflection Limitations: ---------- ----------- ---------- ----------- The deflection limit with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD = 2.50" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 2.00" Deflection limitations were applied to combinations 1-2,4-6 Total system weight = 146.75 lbs. Total system cost = 102.79 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 1989 AISI Addendum ` All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 1OC105 25.00 Material Summary: Section Weight Cost Fy 1OC105 146.75 102.79 55.0 f •, NBP Light Gage Analysis - Mac PPC Version 5.240 11/10/03 AISI Spec Year = 1996 Input File: G01t�i Summary Report for projectname: GROSS ELECTRIC / LIEGL �J,_/�� Pam•,._ ---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 12.50 OBZ060 1 Yes Top 1 2 ----- 15.00 0.144 0.00 -0.65 1.19 -1.39 0.00 0.00 0.16 0.28 0.28 0.28 0.20 x 68.8 0.0 150.0 68.8 68.8 0.0 0.0 135.0 68.8 68.8 68.8 68.8 comb 2 0 2 1 2 0 0 2 2 2 2 2 2 12.50 08Z060 2 Yes Top 2 3 15.00 15.00 -0.106 0.00 -0.75 3.39 -3.08 0.00 0.00 0.20 0.47 0.47 0.47 0.41 x 103.4 0.0 150.0 150.0 150.0 0.0 0.0 135.0 135.0 135.0 135.0 135.0 comb 2 0 2 2 1 0 0 2 1 1 1 2 3 25.00 08Z060 3 Yes Top 3 4 15.00 15.00 0.872 0.00 -1.17 4.94 -4.48 0.00 0.00 0.32 0.57 0.57 0.57 0.60 x 138.5 0.0 300.0 300.0 300.0 0.0 0.0 285.0 138.5 138.5 138.5 285.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 4 25.00 OBZ060 4 Yes Top 4 5 15.00 15.00 0.560 0.00 -1.12 4.94 -4.48 0.00 0.00 0.31 0.52 0.52 0.52 0.60 x 150.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 5 25.00 08ZO60 5 Yes Top 5 6 15.00 15.00 0.648 0.00 -1.11 4.62 -4.19 0.00 0.00 0.31 0.48 0.48 0.48 0.56 x 150.0 0.0 300.0 300.0 300.0 0.0 0.0 285.0 150.0 150.0 150.0 285.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 6 25.00 08Z060 6 Yes Top 6 7 15.00 15.00 0.607 0.00 -1.11 4.69 -4.24 0.00 0.00 0.31 0.48 0.48 0.48 0.57 x 150.0 0.0 300.0 300.0 300.0 0.0 0.0 285.0 285.0 285.0 285.0 285.0 comb 2 0 2_ 2 1 0 0 2 2 2 2 2 7 25.00 08Z060 7 Yes Top 7 8 15.00 15.00 0.683 0.00 -1.12 4.69 -4.24 0.00 0.00 0.31 0.49 0.49 0.49 0.57 x 150.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 150.0 150.0 150.0 15.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 8 25.00 08Z060 8 Yes Top 8 9 15.00 15.00 0.421 0.00 -1.16 5.67 -5.09 0.00 0.00 0.32 0.61 0.61 0.61 0.69 x 138.5 0.0 300.0 300.0 300.0 0.0 0.0 285.0 285.0 285.0 285.0 285.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 9 24.25 08Z060 9 Yes Top 9 10 15.00 ----- 1.400 0.00 -1.32 5.67 -5.09 0.00 0.00 0.37 0.84 0.84 0.84 0.69 x 163.1 0.0 0.0 0.0 0.0 0.0 0.0 15.0 174.8 174.8 174.8 15.0 comb 2 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. 1.400 0.00 -1.32 5.67 -5.09 0.00 0.00 0.37 0.84 0.84 0.84 0.69-'_ x 163.1 0.0 0.0 0.0 300.0 0.0 0.0 15.0 174.8 174.8 174.8 285.0 span 9 0 9 9 8 0 0 9 9 9 9 8 comb 2 0 2 2 1 0 0 2 2 2 2 2 Support Connection Codes: Support No. 1 2 3 4 5 6 7 8 9 10 WC WC WC 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 8 9 10 1 -0.44 -0.89 -1.63 -2.08 -1.99 -2.01 -2.02 -1.95 -2.23 -0.76 2 0.51 1.00 1.80 2.29 2.20 2.22 2.23 2.15 2.48 0.88 3 -0.31 -0.62 -1.14 -1.46 -1.39 -1.41 -1.42 -1.37 -1.56 -0.53 4 0.36 0.70 1.26 1.61 1.54 1.55 1.56 1.50 1.73 0.62 _ Load Cases: Purlin spacing 5.75 o.c. General Loads: Load Case Uniform Load (ps Load Case Name 1 10.8 Pressure Wind Load 2 -11.9 Suction Wind Load 3 -12.6 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 61.80 0.00 61.80 12.50 1 2 Shear 61.80 0.00 61.80 12.50 1 3 Shear 61.80 0.00 61.80 25.00 1 4 Shear 61.80 0.00 61.80 25.00 1 5 Shear 61.80 0.00 61.80 25.00 1 6 Shear 61.80 0.00 61.80 25.00 1 7 Shear 61.80 0.00 61.80 25.00 1 8 Shear 61.80 0.00 61.80 25.00 1 9 Shear 61.80 0.00 61.80 24.25 2 1 Shear -68.20 9.60 -68.20 12.50 2 2 Shear -68.20 0.00 -68.20 12.50 2 3 Shear -68.20 0.00 -68.20 25.00 2 4 Shear -68.20 0.00 -68.20 25.00 2 5 Shear -68.20 0.00 -68.20 25.00 2 6 Shear -68.20 0.00 -68.20 25.00 2 7 Shear -68.20 0.00 -68.20 25.00 2 8 Shear -68.20 0.00 -68.20 25.00 2 9 Shear -68.20 0.00 -68.20 14.65 2 1 Shear -72.50 0.00 -72.50 9.60 2 9 Shear -72.50 14.65 -72.50 24.25 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 = 3.33" Deflection limitations were applied to combinations 3-4 i Total system weight = 646.79 lbs. / Total system cost = 543.67 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 1989 AISI Addendum • All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 08Z060 13.75 2 OBZ060 15.00 3 08Z060 27.50 4 08Z060 27.50 5 08Z060 27.50 6 08Z060 27.50 7 OBZ060 27.50 8 08Z060 27.50 9 OSZ060 25.50 Material Summary: Section Weight Cost Fy 08Z060 646.79 543.67 55.0 I { NBP Light Gage Analysis - Mac PPC Version 5.240 11/10/03 AISI Spec Year = 1996 Input File: GOSA Summary Report for project name: GROSS ELECTRIC / LIEGL ---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 25.00 08Z060 1 Yes Top 1 2 ----- 15.00 1.622 0.00 -1.36 5.92 -5.30 0.00 0.00 0.38 0.91 0.91 0.91 0.72 x 132.4 0.0 300.0 300.0 300.0 0.0 0.0 285.0 120.3 3.20.3 120.3 285.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 2 25.00 08Z060 2 Yes Top 2 3 15.00 15.00 0.372 0.00 -1.17 5.92 -5.30 0.00 0.00 0.32 0.65 0.65 0.65 0.72 x 161.5 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 3 25.00 08ZO60 3 Yes Top 3 4 15.00 15.00 0.699 0.00 -1.12 4:69 -4.25 0.00 0.00 0.31 0.50 0.50 0:50 0.57 x 150.0 0.0 300.0 300.0 300.0 0.0 0.0 285.0 150.0 3.50.0 150.0 285.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 4 25.00 08Z060 4 Yes Top 4 5 15.00 15.00 0.593 0.00 -1.11 4.69 -4.25 0.00 0.00 0.30 0.48 0.48 0.48 0.57 x 150.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 2 0 2 2 1 0 0 2 2 - 2 2 2 5 25.00 08ZO60 5 Yes Top 5 6 15.00 15.00 0.687 0.00 -1.12 4.67 -4.23 0.00, 0.00 0.31 0.50 0.50 0.50 0.57 x 150.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 150.0 150.0 150.0 15.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 6 25.00 08ZO60 6 Yes Top 6 7 15.00 15.00 0.419 0.00 -1.16 5.67 -5.09 0.00 0.00 0.32 0.61 0.61 0.61 0.69 x 138.5 0.0 300.0 300.0 300.0 0.0 0.0 285.0 285.0 285.0 285.0 285.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 7 24.25 08ZO60 7 Yes To_o 7 8 15.00 ----- 1.401 0.00 -1.32 5.67 -5.09 0.00 0.00 0.37 0.84 0.84 0.84 0.69 x 163.1 0.0 0.0 0.0 0.0 0.0 0.0 15.0 174.8 174.8 174.8 15.0 comb 2 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. 1.622 0.00 -1.36 5.92 -5.30 0.00 0.00 0.38 0.91 0.91 0.91 0.72 x 132.4 0.0 300.0 300.0 0.0 0.0 0.0 285.0 120.3 120.3 120.3 15.0 span 1 0 1 1 2 0 0 1 1 1 1 2 comb 2 0 2 2 1 0 0 2 2 2 2 2 ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- Support Connection Codes: Support No. 1 2 3 4 5 6 7 8 WC 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 8 1 -0.7.9 -2.28 -1.94 -2.02 -2.02 -1.95 -2.23 -0.76 1 2 0.91 2.53 2.13 2.23 .2.23 2.15 2.48 0.88 _ 3 -0.55 -1.59 -1.36 -1.42 -1.41 -1.37 -1.56 -0.53 4 0.64 1.77 1.49 1.56 1.56 1.51 1.73 0.62 Load Cases: Purlin spacing 5.75 o.c. / General Loads: Load Case Uniform Load (psf) Load Case Name 1 10.8 Pressure Wind Load 2 -11.9 /1 Suction Wind Load 3 -12.6 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 61.80 0.00 61.80 25.00 1 2 Shear 61.80 0.00 61.80 25.00 1 3, Shear 61.80 0.00 61.80 25.00 1 4 Shear 61.80 0.00 61.80 25.00 1 5 Shear 61.80 0.00 61.80 25.00 1 6 Shear 61.80 0.00 61.80 25.00 1 7 Shear 61.80 0.00 61.80 24.25 2 1 Shear -68.20 9.60 -68.20 25.00 2 2 Shear -68.20 0.00 -68.20 25.00 2 3 Shear -68.20 0.00 -68.20 25.00 2 4 Shear -68.20 0.00 -68.20 25.00 2 5 Shear -68.20 0.00 -68.20 25.00 2 6 Shear -68.20 0.00 -68.20 25.00 2 7 Shear -68.20 0.00 -68.20 14.65 2 1 Shear -72.50 0.00 -72.50 9.60 2 7 Shear -72.50 14.65 -72.50 24.25 Load Combinations: Act. All. Load Case No. Load Combination Name N 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 = 3.33• Deflection limitations were applied to combinations 3-4 Total system weight = 558.29 lbs. Total system cost = 469.28 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 1989 AISI Addendum • All calculations are in accordance with the 1996 AISI Specification. ' f Purlin Production List: Purlin Section Length 1 08Z060 26.25 - 2 OBZ060 27.50 3 OBZ060 27.50 4 08Z060 27.50 5 08ZO60 27.50 6 OSZ060 27.50 •7 OBZ060 25.50 Material Summary: Section Weight Cost Fy OBZ060 558.29 469.28 55.0 f}_ I NBP Light Gage Analysis - Mac PPC Version 5.240 11/10/03 AISI Spec Year = 19 6` Vski ` �1n7rCJ Input File: GO1H l��~ Summary Report for project name: GROSS ELECTRIC / LIEGL \ ---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 5.50 OBZ060 1 Yes Top 1 2 ----- 15.00 -0.048 0.00 -1.01 4.11 -3.69 0.00 0.00 0.27 0.54 0.54 0.54 0.50 x 40.9 0.0 66.0 66.0 66.0 0.0 0.0 51.0 51.0 51.0 51.0 51.0 comb 2 0 2 2 1 0 0 2 1 1 1 2 2 25.00 OBZ060 2 Yes Top 2 3 15.00 15.00 0.927 0.00 -1.13 4.11 -3.69 0.00 0.00 0.31 0.59 0.59 0.59 0.50 x 150.0 0.0 300.0 300.0 0.0 0.0 0.0 15.0 150.0 3.50.0 150.0 15.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 3 5.50 OBZ060 3 Yes Top 3 4 15.00 ----- -0.048 0.00 -1.01 4.11 -3.69 0.00 0.00 0.27 0.54 0.54 0.54 0.50 / x 25.1 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 / comb 2 0 2 2 1 0 0 2 1 1 1 2 ------------------------ Maximum Values on All Spans ------------------------ Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. 0.927 0.00 -1.13 4.11 -3.69 0.00 0.00 0.31 0.59 0.59 0.59 0.50 x 150.0 0.0 300.0 300.0 0.0 0.0 0.0 15.0 150.0 3.50.0 150.0 15.0 span 2 0 2 2 3 0 0 2 2 2 2 2 comb 2 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 0.45 -1.90 -1.90 0.45 2 -0.49 2.14 2.14 -0.49 3 0.31 -1.33 -1.33 0.31 4 -0.34 1.50 1.50 -0.34 / Load Cases: Purlin spacing 5.75 o.c. ` Eno General Loads: Load Case Uniform Load (psf) Load Case Name 1 10.8 Pressure Wind Load 2 -11.9 Suction Wind Load 3 -12.6 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 61.80 0.00 61.80 5.50 1 2 Shear 61.80 0.00 61.80 25.00 1 3 Shear 61.80 0.00 61.80 5.50 2 1 Shear -72.50 0.00 -72.50 5.50 2 2 Shear -68.20 4.10 -68.20 20.90 2 3 Shear -72.50 0.00 -72.50 5.50 2 2 Shear -72.50 0.00 -72.50 4.10 2 2 Shear -72.50 20.90 -72.50 25.00 Load Combinations: Act. All. Load Case No. Load Combination Name N 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 = 3.33" Deflection limitations were applied to combinations 3-4 Total system weight = 120.95 lbs. Total system cost = 101.67 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 1989 AISI Addendum " All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 08Z060 6.75 2 08Z060 27.50 3 08Z060 6.75 Material Summary: Section Weight Cost Fy 08Z060 120.95 101.67 55.0 NBP Light Gage Analysis' - Mac PPC ^� Version 5.240 11/10/03 AISI Spec Year = 1996 Input File: GO1C Summary Report for project name: GROSS ELECTRIC / LIEGL --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.-4 _T-----P-----V-----M___________________ 1 5.50 08Z060 1 Yes Top 1 2 ----- 15.00 -0.044 0.00 -0.95 3.81 -3.42 0.00 0.00 0.25 0.50 0.50 0.50 0.46 x 40.9 0.0 66.0 66.0 66.0 0.0 0.0 51.0 51.0 51.0 51.0 51.0 comb 2 0 2 2 1 0 0 2 1 1 1 2 2 25.00 08Z060 2 Yes Top 2 3 15.00 15.00 0.811 0.00 -1.15 4.79 -4.34 0.00 0.00 0.32 0.54 0.54 0.54 0.58 x 150.0 0.0 300.0 300.0 300.0 0.0 0.0 285.0 150.0 150.0 150.0 285.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 3 25.00 OBZ060 3 Yes Top 3 4 15.00 15.00 0.534 0.00 -1.11 4.79 -4.34 0.00 0.00 0.30 0.50 0.50 0.50 0.58 x 150.0 0.0 0.0 300.0 300.0 0.0 0.0 285.0 285.0 285.0 285.0 285.0 comb 2 0, 2 2 1 0 0 2 2 2 2 2 4 25.00 08Z060 4 Yes Top 4 5 15.00 15.00 0.811 0.00 -1.15 4.79 -4.34 0.00 0.00 0.32 0.54 0.54 0.54 0.58 x 150.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 150.0 150.0 150.0 15.0 comb 2 0 2 2 1 0 0 2 2 2 '2 2 5 5.50 08Z060 5 Yes Top 5 6 15.00 ----- -0.044 0.00 -0.95 3.81 -3.42 0.00 0.00 0.25 0.50 0.50 0.50 0.46 x 25.1 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 2 0 2 2 1 0 0 2 1 1 1 2 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. 0.811 0.00 -1.15 4.79 -4.34 0.00 0.00 0.32 0.54 0.54 0.54 0.58 x 150.0' 0.0 300.0 300.0 300.0 0.0 0.0 285.0 150.0 150.0 150.0 15.0 span 4 0 2 3 3 0 0 2 4 4 4 4 comb 2 0 2 2 1 0 0 2 2 2 2 2 ----------------------------------------------------------------------------- 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 0.40 -1.81 -2.05 -2.05 -1.81 0.40 2 -0.43 2.04 2.26 2.26 2.04 -0.43 3 0.28 -1.27 -1.43 -1.43 -1.27 0.28 4 -0.30 1.43 1.58 1.58 1.43 -0.30 Load Cases: Purlin spacing 5.75 o.c. ILA General Loads: Load Case Uniform Load (psf) yoad Case Name 1 10.8 !/Pressure Wind Load 2 -11.9 Suction Wind Load 3 -12.6 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 61.80 0.00 61.80 5.50 1 2 Shear 61.80 0.00 61.80 25.00 1 3 Shear 61.80 0.00 61.80 25.00 1 4 Shear 61.80 0.00 61.80 25.00 1 5 Shear 61.80 0.00 61.80 5.50 2 1 Shear -72.50 0.00 -72.50 5.50 2 2 Shear -68.20 4.10 -68.20 25.00 2 3 Shear -68.20 0.00 -68.20 25.00 2 4 Shear -68.20 0.00 -68.20 20.90 2 5 Shear -72.50 0.00 -72.50 5.50 2 2 Shear -72.50 0.00 -72.50 4.10 2 4 Shear -72.50 20.90 -72.50 25.00 Load Combinations: ---- ------------ ---- ------------ Act. All. Load Case No. Load Combination Name N 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 = 3.33" Deflection limitations were applied to combinations 3-4 Total system weight- 283.20 lbs. Total system cost = 260.27 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 1989 AISI Addendum All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length' ' 1 OBZ060 6.75 2 08Z060 27.50 3 08Z060 27.50 4 OBZ060 27.50 5 0BZ060 6.75 Material Summary: NBP Light Gage Analysis - Mac PPC Version 5.240 11/10/03 AISI Spec Year = 1996 Input File: G02 1. �"'v�-� '-✓ f i �.. Summary Report for project name: GROSS ELECTRIC / LIEGL ••�•^----•---••--�- ,,.,,.,.�...,.. ...•�...._-� ---Span--- Des. Des. Brc: Supp. Lt. Rt. Max. --' Axial Max. .Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp. Type Lt Rt Lap Lap Displ. 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 23.67 OSZ060 1 Yes Top 1 2 ----- 15.00 1.262 0.00 -1.29 5.49 -4.92 0.00 0.00 0.36 0.80 0.80 0.80 0.67 x 118.5 0.0 284.0 284.0 284.0 0.0 0.0 269.0 106.6 106.6 106.6 269.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 2 25.00 0BZ060 2 Yes Top 2 3 15.00 15.00 0.437 0.00 -1.15 5.49 -4.92 0.00 0.00 0.32 0.59 0.59 0.59 0.67 x 161.5 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 2 0 2 2 - 1 0 0 2 2 2 2 2 3 25.00 08Z060 3 Yes Top 3 4 15.00 15.00 0.721 0.00 -1.11 4.44 -4.04 0.00 0.00 0.30 0.51 0.51 0.51 0.54 x 150.0 0.0 0.0 300.0 300.0 0.0 0.0 285.0 150.0 150.0 150.0 285.0 comb 2 0 2 2 1 0 0' 2 2 2 2 2 4 25.00 08Z060 4 Yes Top 4 5 15.00 15.00 0.437 0.00 -1.15 5.49 -4.92 0.00 0.00 0.32 0.59 0.59 0.59 0.67 x 138.5 0.0 300.0 300.0 300.0 0.0 0.0 285.0 285.0 285.0 285.0 285.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 5 23.67 08Z060 5 Yes Top 5 6 15.00 ----- 1.262 0.00 -1.29 5.49 -4.92 0.00 0.00 0.36 0.80 0.80 0.80 0.67 / x 165.5 0.0 0.0 0.0 0.0 0.0 0.0. 15.0 177.4 177.4 177.4 15.0 comb 2 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. 1.262 0.00 -1.29 5.49 -4.92 0.00 0.00 0.36 0.80 0.80 0.80 0.67 x 118.5 0.0 284.0 284.0 0.0 0.0 0.0 15.0 177.4 2.77.4 177.4 15.0 span 1 0 1 1 2 0 0 5 5 5 5 2 comb 2 0 2 2 1 0 0 2 2 2 2 2 ------------------=---------------------- 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 -0.74 -2.20 -1.97 -1.97 -2.20 -0.74 2 0.86 '2.44 2.17 2.17 2.44 0.86 , 3 -0.52 -1.54 -1.38 -1.38 -1.54 -0.52 4 0.60 1.71 1.52 1.52 1.71 0.60 Load Cases: Purlin spacing 5.75 o.c. / » General Loads: Load Case Uniform Load (psf) Load Case Name 1 10.8 Pressure Wind Load 2 -11.9 / Suction Wind Load 3 -12.6 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 61.80 0.00 61.80 23.67 1 2 Shear 61.80 0.00 61.80 25.00 1 3 Shear 61.80 0.00 61.80 25.00 1 4 Shear 61.80 0.00 61.80 25.00 1 5 Shear 61.80 0.00 61.80 23.67 2 1 Shear -68.20 9.60 -68.20 23.67 2 2 Shear -68.20 0.00 -68.20 25.00 2 3 Shear -68.20 0.00 -68.20 25.00 2 4 Shear -68.20 0.00 -68.20 25.00 2 5 Shear -68.20 0.00 -68.20 14.07 2 1 Shear -72.50 0.00 -72.50 9.60 " 2 5 Shear -72.50 14.07 -72.50 23.67 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 = 3.331, Deflection limitations were applied to combinations 3-4 Total system weight = 390.38 lbs. Total system cost = 328.14 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 1989 AISI Addendum - ' All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 OSZ060 24.92 2 OBZ060 27.50 3 08Z060 27.50 4 08Z060 27.50 5 OBZ060 24.92 ) Material Summary: B01 LIEGL W4K0072A 2/27/04 Sidewall Elevations-Bldg.A Front Sidewall 24.00---- RB9 XRB9G ---- ---------------------------- --------- ------------------- ----- 25.00 25.00 25.00 25.00. 1 25.00 25.00 25.00 25.00 1 2 3 4 5 6 7 8 9 RB9-1-1/8 ROD ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Back Sidewall 24.00— >RB<9L RB9 A 25.00 25.00 25.00 25.00 25.00 �25.00 25.00 25.00 9 8 7 6 5 4 3 2 1 Mom., _RB9- 1=1/8 ROD---------------------------------------------------- ------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------ a ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- NUCOR BUILDING SYSTEMS BRACING PROGRAM Job Name: Job Number: W4K0072A Designer: LIEGL Date: 2/27/04 File: BO1 ---------------------------------------------------------------------------------------- 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: 125.00 Ft,-' Length: 200.00 Ft Left Eave Ht.: 24.00 Ft. Left Roof Slope: 1.00 12 Right Eave Ht.: 24.00 Ft./ Right Roof Slope: 1.00 12/ Girt Offset: 8.00 In. Purlin Offset: 10.00 In Ridge Location: 62.50 Ft. Main Frame Spans: 2@62.5000 Bay Spacing: 8@25.0000 Endwall Spacing --> Left: 5@25.0000 Right: 5@25.0000 Girt Elevations --> BSW: 4.0000,7.5000,13.0000,19.0000 f/ FSW: 4.0000,7.5000,13.0000,19.0000 Purlin Spacing --> RP1: 62.7166,-61.3836,19@3.0000,2.1935 RP2: 62.7166,-61.3836,19@3.0000,2.1935 ---------------------------------------------------------------------------------------- L O A D I N G C O N D I T I O N S ---------------------------------------------------------------------------------------- Building Code & Year: IBC - 2000,X 1996 MBMA Occupancy Cat.: 2 --- Seismic Zone: 0 Wind Speed: 90 MPH `� Seismic Ss / S1: 0.342 / 0.101 �- Exposure Condition: B - Performance Category: 2 Importance Factor, Iw: 1.00 R Factor: 5.0 Coastal?: No Roof Snow: 53.90 PSF Enclosure Condition: Enclosed Seismic Dead Weight: 9.00 PSF' MRH Pressure: 12.35 PSF Total Seismic Wt, W: 19.78 PSF- Roof Seismic Factor: 0.077 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) 29.2 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 W5B 2) 1.00 W5F 3) 1.00 EQB 4) 1.00 EQF NUCOR BUILDING SYSTEMS Job #: W4K0072A Page: Building: B01 By LIEGL Date: 2/27/04 "" BRACING DESIGN SUMMARY REPORT -- BY CONTROLLING LOAD COMBINATION """ ------------------------------------------------------------------------------- BRACES ------------------------------------------------------------------------------- Memb. Frame Grid/ Mat. Member Load Axial Axial Min ID Lines Top Elev. Orient. code desc. comb. (k) Allowed tw ------------------------------------------------------------------------------- B1 4-5 A-B / RB8 1 ROD 4 10.95 13.93 0.233 B2 4-5 A-B \ RB8 1 ROD 3 10.67 13.93 0.226 B3 4-5 B-C / RB6 374 ROD 4 5.77 7.84 0.139 B4 4-5 B-C \ RB6 3/4 ROD 3 5.41 7.84 0.130 B5 4-5 C-E / RB6 3/4 ROD 1 -0.00 7.84 0.000 B6 4-5 C-E \ RB6 3/4 ROD 1 -0.00 7.84 0.000 B7 4-5 E-F / RB6 3/4 ROD 3 5.41 7.84 0.130 B8 4-5 E-F \ RB6 3/4 ROD 4 5.77 7.84 0.139 B9 4-5 F-G / RB8 1 ROD 3 10.67 13.93 0.226 B10 4-5 F-G \ RB8 1 ROD 4 10.95 13.93 0.233 B11 7-8 A-B / RB8 1 ROD 4 10.51 13.93 0.223 B12 7-8 A-B \ RB8 1 ROD 3 10.78 13.93 0.229 B13 7-8 B-C / RB6 374 ROD 4 5.40 7.84 0.130 B14 7-8 B-C \ RB6 3/4 ROD 3 5.76 7.84 0.139 B15 7-8 C-E / RB6 3/4 ROD 1 -0.00 7.84 0.000 B16 7-8 C-E \ RB6 3/4 ROD 1 -0.00 7.84 0.000 B17 7-8 E-F / RB6 3/4 ROD 3 5.76 7.84 0.139 B18 7-8 E-F \ RB6 3/4 ROD 4 5.40 7.84 0.130 B19 7-8 F-G / RB8 1 ROD 3 10.78 13.93 0.229 B20 7-8 F-G \ RB8 1 ROD 4 10.51 13.93 0.223 B21 4-5 A 24.00 / RB9 1-1/8 ROD 3 14.00 17.87 0.295 B22 4-5 A 24.00 \ RB9 1-1/8 ROD 4 12.63 17.87 0.265 B23 7-8 A 24.00 / RB9 1-1/8 ROD 3 12.37 17.87 0.259 B24 7-8 A 24.00 \ RB9 1-1/8 ROD 4 13.74 17.87 0.289 B25 4-5 G 24.00 / RB9 1-1/8 ROD 3 14.00 17.87 0.295 B26 4-5 G 24.00 \ RB9 1-1/8 ROD 4 12.63 17.87 0.265 B27 7-8 G 24.00 / RB9 1-1/8 ROD 3 12.37 17.87 0.259 B28 7-8 G 24.00 \ RB9 1-1/8-ROD 4 13.74 17.87 0.289 ----------------------------------------------------------------------- STRUTS ----------------------------------------------------------------------- Memb. Frame Grid/ Mat. Member Load Axial Axial ID Lines Elev. code desc. comb. (k)' Allowed ----------------------------------------------------------------------- S1L 1-2 B -2.69 PUR 1 -0.23 S1R 1-2 B 0.30 PUR 1 -2.11 S2L 1-2 C -0.79 PUR 1 -2.92 S2R 1-2 C 2.20 PUR 1 -0.66 S3L 1-2 D -1.33 PUR 4 -0.08 S3R 1-2 D 1.33 PUR 4 -0.08 S4L 1-2 E -2.20 PUR 1 -0.66 S4R 1-2 E 0.79 PUR 1 -1.85 S5L 1-2 F -0.30 PUR 1 -2.11 S5R 1-2 F 2.69 PUR 1 -0.23 S6L 2-3 B -2.69 PUR 1 -0.23 S6R 2-3 B 0.30 PUR 1 -2.11 S71, 2-3 C -0.79 PUR 1 -2.91 S7R 2-3 C 2.20 PUR 1 -0.66 S81, 2-3 D -1.33 PUR 4 -0.05 S8R 2-3 D 1.33 PUR 4 -0.05 S9L 2-3 E -2.20 PUR 1 -0.66 S9R 2-3 E 0.79 PUR 1 -1.84 S10L 2-3 F -0.30 PUR 1 -2.11 % S10R 2-3 F 2.69 PUR 1 -0.23 S11L 3-4 B -2.69 PUR 1 -0.23 S11R 3-4 B 0.30 PUR 1 -2.11 S12L 3-4 C -0.79 PUR 1 -2.91 S12R 3-4 C 2.20 PUR 1 -0.66 S13L 3-4 D -1.33 PUR 4 -0.02 S13R 3-4 D 1.33 PUR 4 -0.02 S14L 3-4 E -2.20 PUR 1 -0.66 S14R 3-4 E 0.79 PUR 1 -1.83 S15L 3-4 F -0.30 PUR 1 -2.11 S15R 3-4 F 2.69 PUR 1 -0.23 S16L 4-5 B -2.69 PUR 3 -0.69 S16R 4-5 B 0.30 10ZS098 ZeeStrut 3 -6.31 16.49 S17 4-5 C 0.00 10ZS098 ZeeStrut 3 -3.44 16.49 S18L 4-5 D -1.33 PUR 1 -0.02 J S18R 4-5 D 1.33 PUR 1 -0.02 /J S19 4-5 E 0.00 10ZS098 ZeeStrut 3 -3.44 16.49 S20L 4-5 F -0.30 10ZS098 ZeeStrut 3 -6.31 16.49 S20R 4-5 F 2.69 PUR 3 -0.69 S21L 5-6 B -2.69 PUR 1 -0.09 S21R 5-6 B 0.30 PUR 1 -0.79 1 112,-1 S22L 5-6 C -0.79 PUR 2 -0.97 S22R 5-6 C 2.20 PUR 2 -0.28 S23L 5-6 D -1.33 PUR 3 -0.03 S23R 5-6 D 1.33 PUR 3 -0.03 S24L 5-6 E -2.20 PUR 2 -0.28 S24R 5-6 E 0.79 PUR 2 -0.80 S25L 5-6 F -0.30 PUR 1 -0.79 S25R 5-6 F 2.69 PUR 1 -0.09 S26L 6-7 B -2.69 PUR 3 -0.13 S26R 6-7 B 0.30 PUR 3 -1.16 S27L 6-7 C -0.79 PUR 3 -1.23 S27R 6-7 C 2.20 PUR 3 -0.41 / S28L 6-7 D -1.33 PUR 3 -0.05 S28R 6-7 D 1.33 PUR 3� -0.05 S29L 6-7 E -2.20 PUR 3 -0.41 S29R 6-7 E 0.79 PUR 3 -1.14 S30L 6-7 F -0.30 PUR 3 -1.16 S30R 6-7 F 2.69 PUR 3 -0.13 S31L 7-8 B -2.69 PUR 3 -0.62 S31R 7-8 B 0.30 1OZS098 ZeeStrut 3 -5.66 16.49 S32 7-8 C 0.00 1OZS098 ZeeStrut 3 -2.51 16.49 S33L 7-8 D -1.33 PUR 3 -0.07 S33R 7-B D 1.33 PUR 3 -0.07 S34 7-8 E 0.00 1OZS098 ZeeStrut 3 -2.51 16.49 S35L 7-8 F -0.30 1OZS098 ZeeStrut 3 -5.66 16.49 S35R 7-8 F 2.69 PUR 3 -0.62 S36L 8-9 B -2.69 PUR 2 -0.23 S36R 8-9 B 0.30 PUR 2 -2.11 S37L 8-9 C -0.79 PUR 2 -2.92 j S37R B-9 C 2.20 PUR 2 -0.66 S38L 8-9 D -1.33 PUR 3 -0.09 S38R B-9 D 1.33 PUR 3 -0.09 S39L 8-9 E -2.20 PUR 2 -0.66 S39R 8-9 E 0.79 PUR 2 -1.85 S40L 8-9 F -0.30 PUR 2 -2.11 S40R 8-9 F 2.69 PUR 2 -0.23 S41 1-2 A 0.00 10E86B4 EaveStrut 1 -1.07 16.08 S42 2-3 A 0.00 10E86B4 EaveStrut 1 -1.07 16.08 S43 3-4 A 0.00 10E86B4 EaveStrut 3 -1.21 16.08 S44 4-5 A 0.00 10E86B4 EaveStrut 3 -9.23 16.08 S45 5-6 A 0.00 10E86B4 EaveStrut 2 -0.18 16.08 S46 6-7 A 0.00 10E86B4 EaveStrut 2 -0.18 16.08 S47 7-8 A 0.00 10E86B4 EaveStrut 3 -8.20 16.08 S48 6-9 A 0.00 10E86B4 EaveStrut 2 -1.07 16.08 S49 1-2 G 0.00 10E86B4 EaveStrut 1 -2.92 16.08 S50 2-3 G 0.00 10E86B4 EaveStrut 1 -2.91 16.08 S51 3-4 G 0.00 10E86B4 EaveStrut 3 -3.04 16.08 S52 4-5 G 0.00 10E86B4 EaveStrut 3 -9.23 16.08 S53 5-6 G 0.00 10E86B4 EaveStrut 2 -0.97 16.08 S54 6-7 G 0.00 10E86B4 EaveStrut 2 -0.98 16.08 S55 7-8 G 0.00 10E86B4 EaveStrut 3 -8.20 16.08 S56 8-9 G 0.00 10E86B4 EaveStrut 2 -2.92 16.08 ---------------------------------------------------------------------- COST & WEIGHT SUMMARY IN DOLLARS & LBS ----------------------------------------------------- ---------------- Cables Rods Angles Pipe Purlin Portals Total Struts Struts ---------------------------------------------------------------------- COST 0 1127 0 104 104 0 1336 WEIGHT 0 2071 0 548 548 0 3167 NUCOR BUILDING SYSTEMS Job #: W4K0072A Page: Building: BO1 By : LIEGL Date: 2/27/04 """ REACTION REPORT -- BY LOAD COMBINATION -------------------------------------------------------------- REACTIONS -- LOAD COMB 1 -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 1 A -0.00 -0.00 0.00 1 G -0.00 -0.00 0.00 2 A -0.00 0.00 0.00 2 G -0.00 0.00 0.00 3 A -0.00 0.00 0.00 3 G -0.00 0.00 0.00 4 A -3.78 -3.63 0.00 4 G -3.78 -3.63 0.00 5 A -0.00 3.63 0.00 5 G -0.00 3.63 0.00 6 A -0.00 0.00 0.00 6 G -0.00 0.00 0.00 7 A -3.27 -3.14 0.00 7 G -3.27 -3.14 0.00 8 A -0.00 3.14 0.00 8 G -0.00 3.14 0.00 9 A -0.00 0.00 0.00 9 G -0.00 0.00 0.00 -------------------------------------------------------------- Summation -14.11 0.00 -------------------------------------------------------------- REACTIONS -- LOAD COMB 2 -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 1 A 0.00 0.00 0.00 1 G 0.00 0.00 0.00 2 A 0.00 -0.00 0.00 2 G 0.00 -0.00 0.00 3 A 0.00 0.00 0.00 3 G 0.00 0.00 0.00 4 A 0.00 3.14 0.00 4 G 0.00 3.14 0.00 5 A 3.27 -3.14 0.00 5 G 3.27 -3.14 0.00 6 A 0.00 0.00 0.00 6 G 0.00 0.00 0.00 7 A 0.00 3.63 0.00 7 G 0.00 3.63 0.00 8 A 3.78 -3.63 0.00 8 G 3.78 -3.63 0.00 9 A 0.00 -0.00 0.00 9 G 0.00 -0.00 0.00 -------------------------------------------------------------- Summation 14.11 0.00 -------------------------------------------------------------- REACTIONS -- LOAD COMB 3 -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 1 A -0.00 -0.00 0.00 1 G -0.00 -0.00 0.00 2 A -0.00 0.00 0.00 2 G -0.00 0.00 0.00 3 A -0.00 0.00 0.00 3 G -0.00 0.00 0.00 4 A -10.10 -9.69 0.00 4 G -10.10 -9.69 0.00 5 A -0.00 9.69 0.00 5 G -0.00 9.69 0.00 6 A -0.00 0.00 0.00 6 G -0.00 0.00 0.00 7 A -8.93 -8.57 0.00 7 G -8.93 -8.57 0.00 8 A -0.00 8.57 0.00 8 G -0.00 8.57 0.00 9 A -0.00 0.00 0.00 9 G -0.00 0.00 0.00 -------------------------------------------------------------- Summation -38.08 0.00 -------------------------------------------------------------- REACTIONS -- LOAD COMB 4 -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 1 A 0.00 0.00 0.00 1 G 0.00 0.00 0.00 2 A 0.00 -0.00 0.00 2 G 0.00 -0.00 0.00 3 A 0.00 0.00 0.00 3 G 0.00 0.00 0.00 4 A 0.00 8.75 0.00 4 G 0.00 8.75 0.00 5 A 9.12 -8.75 0.00 5 G 9.12 -8.75 0.00 6 A 0.00 0.00 0.00 6 G 0.00 0.00 0.00 7 A 0.00 9.51 0.00 7 G 0.00 9.51 0.00 8 A 9.91 -9.51 0.00 8 G 9.91 -9.51 0.00 9 A 0.00 -0.00 0.00 9 G 0.00 -0.00 0.00 -------------------------------------------------------------- Summation 38.08 0.00 c' ` NUCOR BUILDING SYSTEMS Job # : W4K0072A Job Name: GROSS ELECTRIC Frame FRAME LINE 1 Date 2/27/04 Designer: LIEGL File E01 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type EMG / Frame width 125.00 Ft./ Bay width 12.50 Ft. LEFT RIGHT Dim to ridge 62.50 Ft /�/ 62.50 Ft/ Roof slope 1.00/12 -1.00/12 Eave height 24.00 Ft./ 24.00 Ft. / Girt offset 8.00 In! 8.00 In/ Typ. Girt spacing 6.00 Ft. Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 3.00 Ft. Col. spacing 5@25.0000/ Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H COL04 - Bottom V H COL05 - Bottom V H COL06 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Y Y N Flange Brace 0 2 2 2 0 Location (ft) : 4.0 7.5 13.0 19.0 23.4 WP2 Girt Brace Y Y Y Y Y N Flange Brace 0 2 2 2 0 0 Location (ft): 4.0 7.5 13.0 19.0 24.0 25.3 WP3 Girt Brace Y Y Y Y Y N Flange Brace 0 2 2 2 2 0 Location (ft): 4.0 7.5 13.0 19.0 24.0 27.4 WP4 Girt Brace Y Y Y Y Y N Flange Brace 0 2 2 2 2 0 Location (ft) : 4.0 7.5 13.0 19.0 24.0 27.4 WP5 Girt Brace Y Y Y Y Y N Flange Brace 0 2 2 2 0 0 Location (ft) : 4.0 7.5 13.0 19.0 24.0 25.3 WP6 Girt Brace Y Y / Y Y N Flange Brace 0 0 2 2 0 Location (ft) : 4.0 7.5 13.0 19.0 23.3 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 O A D S (Psf) / Roof Dead load 3.00/ Roof Coll load 3.00 Roof Live load 20.00 f Roof Snow load 53.90 Floor dead load 0.00 / Floor live load 0.00 Ground Snow load: 70.00 r Ce = 1.00! Ss = 0.342 S1 = 0.101 ` Seismic Design Category = C Site Class = D i R = 4.50 Cd = 3.00 Sds = 0.348 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 C2 C3 C4 W1R 0.790 -0.890 -0.350 -0.250 W1L -0.250 -0.350 -0.890 0.790 W2R 0.430 -1.250 -0.710 -0.610 W2L -0.610 -0.710 -1.250 0.430 W5B -0.300 -0.890 -0.350 -0.300 W5F -0.300 -0.350 -0.890 -0.300 W6B -0.660 -1.250 -0.710 -0.660 W6F -0.660 -0.710 -1.250 -0.660 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COL01 12.22 -13.99 COL02 11.77 -13.07 COL03 11.77 -13.07 COL04 11.77 -13.07 COL05 11.77 -13.07 COL06 12.25 -14.04 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 10.00 Suction 10.00 -18.60 Pressure 100.00 10.00 Suction 100.00 -18.60 Edge Zone Pressure 10.00 10.00 Suction 10.00 -25.86 Pressure 100.00 10.00 Suction 100.00 -24.41 Tributary Widths Panel Trib. Width (ft) WP1 13.17 WP2 24.33 WP3 25.00 WP4 25.00 WP5 24.67 WP6 12.83 RP1 12.50 RP2 12.50 ----------------------------------------- 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 -0.038 -0.038 0.000 62.500 RDL RP2 -0.038 -0.038 62.500 125.000 COL RP1 -0.03B -0.038 0.000 62.500 COL RP2 -0.038 -0.038 62.500 125.000 SL RP1 -0.674 -0.674 0.000 62.500 SR RP2 -0.674 -0.674 62.500 125.000 RLL RP1 -0.250 -0.250 0.000 62.500 RLR RP2 -0.250 -0.250 62.500 125.000 W1R RP1 -0.137 -0.137 0.000 62.500 W1R RP2 -0.054 -0.054 62.500 125.000 W1L RP1 -0.054 -0.054 0.000 62.500 W1L RP2 -0.137 -0.137 62.500 125.000 W2R RP1 -0.193 -0.193 0.000 62.500 W2R RP2 -0.110 -0.110 62.500 125.000 W2L RP1 -0.110 -0.110 0.000 62.500 W2L RP2 -0.193 -0.193 62.500 125.000 W5B RP1 -0.232 -0.232 0.000 62.500 W5B RP2 -0.232 -0.232 62.500 125.000 W5B WP1 0.161 0.161 0.000 24.111 W5B WP2 0.286 0.286 0.000 26.083 2 � � 2� W5B WP3 0.294 0.294 0.000 28.170 W5B WP4 0.294 0.294 0.000 28.170 W5B WP5 0.290 0.290 0.000 26.083 W5B WP6 0.157 0.157 0.000 24.060 W5F RP1 -0.232 -0.232 0.000 62.500 W5F RP2 -0.232 -0.232 62.500 125.000 W5F WP1 -0.184 -0.184 0.000 24.111 W5F WP2 -0.318 -0.318 0.000 26.083 W5F WP3 -0.327 -0.327 0.000 28.170 W5F WP4 -0.327 -0.327 0.000 28.170 W5F WP5 -0.323 -0.323 0.000 26.083 W5F WP6 -0.180 -0.180 0.000 24.060 W6B RP1 -0.232 -0.232 0.000 62.500 W6B RP2 -0.232 -0.232 62.500 .125.000 W6B WP1 0.161 0.161 0.000 24.111 W6B WP2 0.286 0.286 0.000 26.083 W6B WP3 0.294 0.294 0.000 28.170 W6B WP4 0.294 0.294 0.000 28.170 W6B WP5 0.290 0.290 0.000 26.083 W6B WP6 0.157 0.157 0.000 24.060 W6F RP1 -0.232 -0.232 0.000 62.500 W6F RP2 -0.232 -0.232 62.500 125.000 W6F WP1 -0.184 -0.184 0.000 24.111 W6F WP2 -0.318 -0.318 0.000 26.083 W6F WP3 -0.327 -0.327 0.000 28.170 W6F WP4 -0.327 -0.327 0.000 28.170 W6F WP5 -0.323 -0.323 0.000 26.083 W6F WP6 -0.180 -0.180 0.000 24.060 EQR RP1 0.015 0.015 0.000 62.500 EQR RP2 0.015 0.015 62.500 125.000 EQL RP1 -0.015 -0.015 0.000 62.500 EQL RP2 -0.015 -0.015 62.500 125.000 RL1 RP1 -0.250 -0.250 0.000 25.000 RL2 RP1 -0.250 -0.250 25.000 50.000 RL3 RP1 -0.250 -0.250 50.000 62.500 RL3 RP2 -0.250 -0.250 62.500 75.000 RL4 RP2 -0.250 -0.250 75.000 100.000 RL5 RP2 -0.250 -0.250 100.000 125.000 Sl RP1 -0.674 -0.674 0.000 25.000 S2 RP1 -0.674 -0.674 25.000 50.000 S3 RP1 -0.674 -0.674 50.000 62.500 S3 RP2 -0.674 -0.674 62.500 75.000 S4 RP2 -0.674 -0.674 75.000 100.000 S5 RP2 -0.674 -0.674 100.000 125.000 LRD RP1 -1.011 -1.011 0.000 62.500 LRD RP2 -0.202 -0.202 62.500 125.000 RRD RP1 -0.202 -0.202 0.000 62.500 RRD RP2 -1.011 -1.011 62.500 125.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R COL04 1.911 1.821 0.000 0.000 W1R COL05 -1.911 -1.821 0.000 23.826 W1R SPAN1 1.721 0.000 0.000 1.333 W1R SPAN6 0.624 0.000 0.000 124.333 W1L COL04 1.911 -1.981 0.000 25.909 W1L COL05 -1.911 1.981 0.000 0.000 W1L SPAN1 -0.624 0.000 0.000 1.333 W1L SPAN6 -1.721 0.000 0.000 124.333 W2R COL04 1.911 1.821 0.000 0.000 W2R COL05 -1.911 -1.821 0.000 23.826 W2R SPAN1 0.990 0.000 0.000 1.333 W2R SPAN6 1.356 0.000 0.000 124.333 W2L COL04 1.911 -1.981 0.000 25.909 W2L COL05 -1.911 1.981 0.000 0.000 W2L SPAN1 -1.356 0.000 0.000 1.333 W2L SPAN6 -0.990 0.000 0.000. 124.333 EQR COL04 1.883 1.794 0.000 0.000 EQR COL05 -1.883 -1.794 0.000 23.826 EQL COL04 1.883 -1.951 0.000 25.909 EQL COLO5 -1.883 1.951 0.000 0.000 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description RDL COLO1 0.000 -0.080 0.120 21.500 C-1 Eave Extension RDL COL06 0.000 -0.080 -0.120 21.500 C-11 Eave Extension COL COLO1 0.000 -0.080 0.120 21.500 C-2 Eave Extension COL COL06 0.000 -17.200 -40.500 9.000 C-21 Canopy COL COL06 0.000 -0.080 -0.120 21.500 C-12 Eave Extension SL COLO1 0.000 -2.700 4.270 21.500 C-4 Eave Extension SR COL06 0.000 -2.700 -4.270 21.500 C-14 Eave Extension 3 RLL COL01 0.000 -0.500 0.790 21.500 C-3 Eave Extension RLR COL06 0.000 -0.500 -0.790 21.500 C-13 Eave Extension W1R COLO1 0.000 0.480 -0.760 21.500 C-7 Eave Extension W1R COL06 0.000 0.480 0.760 21.500 C-17 Eave Extension W1L COL01 0.000 0.480 -0.760 21.500 C-8 Eave Extension W1L COL06 0.000 0.480 0.760 21.500 C-18 Eave Extension W2R COL01 0.000 0.480 -6.760 21.500 C-9 Eave Extension W2R COL06 0.000 0.460 ' 0.760 21.500 C-19 Eave Extension W2L COL01 0.000 0.480 -0.760 21.500 C-10 Eave Extension W2L COL06 0.000 0.480 0.760 21.500 C-20 Eave Extension LRD COLO1 0.000 -2.020 3.200 21.500 C-5 Eave Extension LRD COL06 0.000 -0.400 -0.640 21.500 C-15 Eave Extension RRD COL01 0.000 -0.400 0.640 21.500 C-6 Eave Extension RRD COL06 0.000 -2.020 -3.200 21.500 C-16 Eave Extension ----------------------------------------- L O 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 + 0.50SR + 1.30WlL 8) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W2L 9) 1.33 SW + RDL + COL + 0.50SL + .0.50SR + 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 0.50SW + RDL + COL + 0.50SL + 0.50SR + 1.30W5B 20) 1.33 0.50SW + RDL + COL + 0.50SL + 0.50SR + 1.30W6B 21) 1.33 0.50SW + RDL + COL + 0.50SL + 0.50SR + 1.30W5F 22) 1.33 0.50SW + RDL + COL + 0.50SL + 0.50SR + 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 + RL5 28) 1.00 SW + RDL + COL + RL2 + RL4 29) 1.00 SW + RDL + COL + RL1 + RL2 30) 1.00 SW + RDL +'COL + RL2 + RL3 31) 1.00 SW + RDL + COL + RL3 + RL4 32) 1.00 SW + RDL + COL + RL4 + RL5 33) 1.00 SW + RDL + COL + S1 + S2 + 0.50S3 + 0.50S4 + 0.50S5 34) 1.00 SW + RDL + COL + 0.50S1 + S2 + S3 + 0.50S4 + 0.50S5 35) 1.00 SW + RDL + COL + 0.50S1 + 0.50S2 + S3 + S4 + 0.50S5 36) 1.00 SW + RDL + COL + 0.50S1 + 0.50S2 + 0.50S3 + S4 + S5 37) 1.00 SW + RDL + COL + S1 + 0.5OS2 + 0.50S3 + 0.50S4 + 0.50S5 38) 1.00 SW + RDL + COL + 0.50S1 + 0.50S2 + 0.50S3 + 0.50S4 + S5 39) 1.00 SW + RDL + COL + 0.50S1 + S2 + S3 + S4 + S5 40) 1.00 SW + RDL + COL + S1 + S2 + S3 + S4 + 0.50S5 41) 1.00 SW + RDL + COL + LRD 42) 1.00 SW + RDL + COL + RRD 43) 1.30 1.05SW + 1.05RDL + 1.05COL + 0.20SL + 0.20SR + 0.71EQL 44) 1.30 1.05SW + 1.05RDL + 1.05COL + 0.20SL + 0.20SR + 0.71EQR 45) 1.30 0.85SW + 0.85RDL + 0.30EQL 46) 1.30 0.85SW + 0.85RDL + 0.30EQR 4y 1 IVw Job : W4K0072A GROSS ELECTRIC NUCOR BUILDING SYSTEMS Date: 03-02-04 Page: 1 Frame: FRAME LINE 1 By LIEGL File: E01 *+* 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 F5.38 F5.25 W150 41 10 1.2 0.01 -69.5 0.69 0.68 0.88 41 10 -14.65 0.86 0.78 0.65 2 F5.38 F5.25 W150 41 11 -1.2 0.01 -69.5 0.69 0.88 0.89 41 11 15.87 0.93 0.85 0.71 Chkpt 1 10 11 14 Depth 17.62 17.62 17.62 Section 1 1 1 2 ____________________________________________________________________________________________________________________________________ width thick Fy I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 5.0 0.3750 55.00 I 5.0 0.3750 55.00 Web 0.1500 55.00 I 0.1500 55.00 B/R Flg 5.0 0.2500 55.00 5.0 0.2500 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 Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 F5.25 F5.25 W150 41 23 1.1 0.01 -49.6 0.64 0.67 0.67 41 23 -13.70 0.81 0.64 0.64 2 F5.25 F5.25 W150 41 24 -1.0 0.01 -49.6 0.64 0.67 0.68 f 41 24 11.62 0.68 0.54 0.54 Chkpt 15 23 24 29 / Depth 17.50 17.50 17.50 Section I 1 1 2 1 ____________________________________________________________________________________________________________________________________ width thick Fy I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 5.0 0.2500 55.00 I 5.0 0.2500 55.00 Web 0.1500 55.00 I 0.1500 55.00 B/R Flg 5.0 0.2500 55.00 5.0 0.2500 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 F5.25 F5.25 W150 42 35 -1.0 0.01 -49.0 0.63 0.66 0.67 42 35 -11.58 0.68 0.54 0.54 2 F5.25 F5.25 W150 42 36 1.1 0.01 -49.0 0.63 0.66 0.66 j'42 36 13.58 0.80 0.64 0.64 Chkpt 30 35 36 44 Depth 17.50 17.50 17.50 Section 1 1 1 2 1 ____________________________________________________________________________________________________________________________________ width thick Fy I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 5.0 0.2500 55.00 5.0 0.2500 55.00 Web 0.1500 55.00 0.1500 55.00 B/R Flg 5.0 0.2500 55.00 5.0.0.2500 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 F5.38 F5.25 W150 42 48 -1.2 0.01 -71.7 0.71 0.91 0.92 42 48 -15.98 0.93 0.86 0.71 2 F5.38 F5.25 W150 42 49 1.3 0.01 -71.7 0.71 0.91 0.91 j 42 49 15.03 0.88 0.80 0.67 Chkpt 45 48 49 58 �/ Depth 17.62 17.62 17.62 Section 1 1 1 2 1 ____________________________________________________________________________________________________________________________________ width thick Fy I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 5.0 0.3750 55.00 I 5.0 0.3750 55.00 Web 0.1500 55.00 II 0.1500 55.00 B/R Flg 5.0 0.2500 55.00 5.0 0.2500 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 F5.25 F5.25 W150 19 63 -2.8 0.02 13.7 0.22 0.23 0.24 i 21 64b 2.55 0.08 0.14 0.14 Chkpt 59 66 ff Depth 12.50 12.50 d section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg I 5.0 0.2500 55.00 Web Il 0.1500 55.00 B/R Flg 5.0 0.2500 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 F5.25 F5.25 W150 15 71 6.5 0.03 26.2 0.41 0.44 0.48 j 17 67 -4.10 0;,�L3 0.20 0.20 Job : W4K0072A GROSS ELECTRIC NUCOR BUILDING SYSTEMS Date: 03-02-04 Page: 2 Frame: FRAME LINE 1 By : LIEGL File: E01 +++ DESIGN SUMMARY REPORT *•� ______..____________________..________________-__________-_____..___________________-__________.._____________________-____-____________ Chkpt 67 74 Depth 12.50 12.50 Section 1 1 1 ------------------------------------------------------------------------ width thick Fy ----- -`-- -----------------^------------------------------'- T/L Flg I 5.0 0.2500 55.00 Web II 0.1500 55.00 1 B/R Flg 5.0 0.2500 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 F5.25 F5.25 W150 21 78 -3.3 0.02 35.8 0.53 0.56 0.59 17 81b 5.41 0.17 0.27 0.27 `J. Chkpt 75 82 !}• _ Depth 12.50 12.50 section I I I --------------------------------------------------__________________________________________________________________________________ width thick Fy ---------`------------------------------------------------------`-'----'--------'-'---^'---"--'---`----- T/L Flg I 5.0 0.2500 55.00 Web II 0.1500 55.00 B/R Flg 5.0 0.2500 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'l Mat'l Mat'l Comb * Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ______________________________..______-______--______-_..______.._____________-_____-___..___________----------------------------------- 1 F5.25 F5.25 W150 21 86 -3.2 0.02 35.8 0.53 0.56 0.59/ 17 89b 5.41 0.17 0.27 0.27 Chkpt 83 90 Depth 12.50 12.50 Section I 1 _____ ---^^------------------------- width thick Fy --------------------------------------------------------------------------------- T/L Flg l 5.0 0.2500 55.00 I ' Web IJ 0.1500 55.00 B/R Flg 5.0 0.2500 55.00 ------------------ _ Built Up Column - COL05 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 F5.25 F5.25 W150 15 95 6.8 0.04 26.5 0.42 0.45 0.48J 17 91 -4.16 0.13 0.21 0.21 Chkpt 91 98 Depth 12.50 12.50 Section 1 I 1 __-___.._______________________________________________..______-______^______-________________-__-______-_________..______-_______ width thick Fy --------------------`------^---------`-----__-- __'--'---'-- T/L Flg I 5.0 0.2500 55.00 Web ` 0.1500 55.00 B/R 1 5.0 0.2500 55.00 -------------------------------------------------------------------------------------------------------------- Built Up Column - COL06 T/L B/R T/L B/R Max _____________ SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Send Unity Load Force Shear Flow (k/in) F Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio C /heck Comb Loc Kips Ratio T/L B/R __ _ ______________________________________________ ___________.._____________-_-______________-_________-_______-___________ _ 1 F6.31 F6.31 W150 42 102 -30.9 0.21 18.2 0.25 0.26 0.49 21 99 -4.07 0.12 0.23 0.23 Chkpt 99 107 Depth 12.62 12.62 Section I I .._______ ______.._____________.._________-______-______ width thick Fy --------------------------------------------------------^'------------------------ -'---- -- T/L Flg l 6.0 0.3125 55.00 Web II 0.1500 55.00 B/R Flg 6.0 0.3125 55.00 ------`-----------------------`---------------------- '------------------------ "-----' --" Frame Weight (lbs) = 4427 Deflections (in): 10 yr Wind dx = 0.01 H/9999 LONG. WIND 1 TO BACK Maximum dx = -0.05 = H/5661 - SW+RDL+COL+0.50S1+S2+S3+0.50S4+0.50S5 Maximum dy = -0.55 = L/ 535 @ MOD 5, SW+RDL+COL+RRD Max. Live dy = -0.39 = L/ 744 @ MOD 5, SW+RDL+COL+0.SOS 1+0.50S2+0.5093+0.50S4+SS E/W col dx = 1.25 = I./ 249 @ COLO3, SW+RDL+1.30WSF ji GROSS ELECTRIC.-7 W4K0072A Load Combinations Span and Loading Conditions WK AXIS Member Length L ft. 24 0000 Unbraced Length-Major lbx in. 288.00 Unbraced Length-Minor Iby in. ;156.00 Cbx 1.00 1.00 1.00 1.00 Cby 1.00 1.00 1.00 1.00 Member braced against joint translation? ty Cmx 1000 1000 Cmy T.000 _ ,1000^< 1000 1.00D` Kx Factor Kx 1000 1000 1°000 ' Ky Factor KY 1.000 1000', ' 1000 ,.:> 1000 Applied Loads X-axis Uniform Load(+Dn) kip/ft kip/ft Y-axis Uniform Load(+Dn) kip/ft kip/ft V' Axial Load(+P=C,P=T) P kip <:. Mx End 1(+=Ten.on Bot) ft-kip ft-kip P Mx End 2(+=Ten.on Bot) Mx Interior(+=Ten.on Bot) ft-kip 1820 My End 1(+=Ten.on Bot) ft-kip u My End 2(+=Ten.on Bot) ft-kip I, M Interior +=Ten.on Bot )Y ( ft-kip 293 ,• Shear V kip Stress Factor 1.011 Design Results U.K. #N/A #N/A #NIA Material Information Maximum CSR 0.727 #N/A #N/A #N/A Section Built-Up(Y/N) y If Hot-Roll,F = 50 50.: 50 50 Section Sizes:Enter Wideflan a Section Built-Up input: Fy= i':J 55 55 55 Total Depth d in. 12 625 ` F. , Flange Width b in. Flange Thickness tf in. Web Thickness tw in. 0r15Q , k, Design Section Used for Final Design: BU1323 #N/A #N/A #N/A Total Depth d in. 12.625 #N/A #N/A #N/A Flange Width b in. 8.000 #N/A #N/A #N/A Flange Thickness tf in. 0.313 #N/A #N/A #N/A Web Thickness tw in. 0.150 #N/A #N/A #N/A wgt 23.14 #N/A #N/A #N/A Final Design Loads Simple-Span Moment Mx ft-kip Simple-Span Moment My ft-kip Maximum Moment Mx ft-kip 18.20 Maximum Moment My ft-kip 2.93 Shear Va kip 4.07 Axial Pa kip 30.90 Material Yield Flange Yield Fyf ksi 55.00 50.00 50.00 50.00 7 Web Yield Fyw ksi 55.00 50.00 50.00 56.00 Deflection Results Simple-Span Deflection Ax in. #DIV/0! #DIV/0! #DIV/0! Simple-Span Deflection L/ #DIV/0! #DIV/0! #DIV/0! #DIV/0! LIEGL 3/2/04 Wk axis.xls `�/ NUCOR BUILDING SYSTEMS Job # : W4K0072A Job Name: GROSS ELECTRIC Frame FRAME LINES 2-8 Date 2/27/04 Designer: LIEGL File : FO1 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type RMG Frame width 125.00 Ft./ Bay width 25.00 Ft. LEFT RIGHT Dim to ridge 62.50 Ft/ 62.50 Ft.Z Roof slope 1.00/12 -1.00/12 Eave height 24.00 Ft. 24.00 Ft. Girt offset 8.00 In. ✓' 8.00 In. f Typ. Girt spacing 6.00 Ft. Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 3.00 Ft. Col. spacing 2@62.5000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H Column Bracing: WP1 Girt Brace Y Y Y Y Flange Brace 0 1 1 2 Location (ft): 4.0 7.5 13.0 19.0 WP2 Girt Brace Y Y Y Y 1 Flange Brace 0 1 1 2 Location (ft): 4.0 7.5 13.0 19.0 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 a L O A D S (Psf) Roof Dead load 3.00,' Roof Coll load 3.00 Roof Live load 20.00 Roof Snow load 53.90 f Floor dead load 0.00 Floor live load 0.00 Ground Snow load:/ 70.00 Ce = 1.00 Ss = 0.342 S1 = 0.101 Seismic Design Category = C Site Class = D R = 4.50 Cd = 3.00 Sds = 0.348 rho = 1.00 omega = 2.500 Wind speed 90.00 Mph Exp. B Wind pressure 12.35 Ps£ Building is Enclosed Wind pressure coefficients Cl C2 C3 C4 W1R 0.580 -0.510 -0.190 -0.110 W1L -0.110 -0.190 -0.510 0.580 W2R 0.220 -0.870 -0.550 -0.470 W21, -0.470 -0.550 -0.870 0.220 W5B -0.270 -0.510 -0.190 -0.270 W5F -0.270 -0.190 -0.510 -0.270 W6B -0.630 -0.870 -0.550 -0.630 W6F -0.630 -0.550 -0.870 -0.630 1 Tributary Widths Panel Trib. Width (ft) WP1 25.00 WP2 25.00 RP1 25.00 ,RP2 25.00 ----------------------------------------- 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 -0.075 -0.075 0.000 62.500 RDL RP2 -0.075 -0.075 62.500 125.000 COL RP1 -0.075 -0.075 0.000 62.500 COL RP2 -0.075 -0.075 62.500 125.000 SL RP1 -1.347 -1.347 0.000 62.500 SR RP2 -1.347 -1.347 62.500 125.000 RLL RP1 -0.500 -0.500 0.000 62.500 RLR RP2 -0.500 -0.500 62.500 125.000 W1R RP1 -0.157 -0.157 0.000 62.500 W1R RP2 -0.059 -0.059 62.500 125.000 W1R WPl 0.179 0.179 0.000 24.000 W1R WP2 0.034 0.034 0.000 24.000 W1L RP1 -0.059 -0.059 0.000 62.500 W1L RP2 -0.157 -0.157 62.500 125.000 W1L WPl -0.034 -0.034 0.000 24.000 W1L WP2 -0.179 -0.179 0.000 24.000 W2R RP1 -0.269 -0.269 0.000 62.500 W2R RP2 -0.170 -0.170 62.500 125.000 W2R WP1 0.068 0.068 0.000 24.000 W2R WP2 0.145 0.145 0.000 24.000 W2L RP1 -0.170 -0.170 0.000 62.500 W2L RP2 -0.269 -0.269 62.500 125.000 W2L WPl -0.145 -0.145 0.000 24.000 W2L WP2 -0.068 -0.068 0.000 24.000 W5B RP1 -0.157 -0.157 0.000 62.500 W5B RP2 -0.059 -0.059 62.500 125.000 W5B WP1 -0.083 -0.083 0.000 24.000 W5B WP2 0.083 0.083 0.000 24.000 W5F RP1 -0.059 -0.059 0.000 62.500 W5F RP2 -0.157 -0.157 62.500 125.000 W5F WPl -0.083 -0.083 0.000 24.000 W5F WP2 0.083 0.083 0.000 24.000 W6B RP1 -0.269 -0.269 0.000 62.500 W6B RP2 -0.170 -0.170 62.500 125.000 W6B WPl -0.195 -0.195 0.000 24.000 W6B WP2 0.195 0.195 0.000 24.000 W6F RP1 -0.170 -0.170 0.000 62.500 W6F RP2 -0.269 -0.269 62.500 125.000 W6F WP1 -0.195 -0.195 0.000 24.000 W6F WP2 0.195 0.195 0.000 24.000 EQR RP1 0.030 0.030 0.000 62.500 EQR RP2 0.030 0.030 62.500 125.000 EQL RP1 -0.030 -0.030 0.000 62.500 EQL RP2 -0.030 -0.030 62.500 125.000 S1 RP1 -1.347 -1.347 0.000 62.500 S2 RP2 -1.347 -1.347 62.500 125.000 LRD RP1 -2.021 -2.021 0.000 62.500 LRD RP2 -0.404 -0.404 62.500 125.000 RRD RP1 -0.404 -0.404 0.000 62.500 RRD RP2 -2.021 -2.021 62.500 125.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R COLO1 1.352 0.000 0.000 24.000 W1R COL03 1.352 0.000 0.000 24.000 W1L COLO1 -1.352 0.000 0.000 24.000 W1L COL03 -1.352 0.000 0.000 24.000 W2R COLO1 1.352 0.000 0.000 24.000 W2R COL03 1.352 0.000 0.000 24.000 W2L COLO1 -1.352 0.000 0.000 24.000 W2L COL03 -1.352 0.OA0 0.000 24.000 ----------------------------------------- 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 2 AA RDL COLO1 0.000 -0.150 0.240 22.750 C-2 Eave Extension RDL COL03 0.000 -0.150 -0.240 22.800 C-12 Eave Extension COL COLO1 0.000 -0.150 0.240 22.800 C-3 Eave Extension COL COL03 0.000 -17.200 -57.507 10.000 C-1 Canopy al COL COL03 0.000 -0.150 -0.240 22.800 C-13 Eave Extension SL COLO1 0.000 -5.390 8.530 22.800 C-5 Eave Extension SR COL03 0.000 -5.390 -8.530 22.800 C-15 Eave Extension RLL, COLO1 0.000 -1.000 1.580 22.800 C-4 Eave Extension RLR COL03 0.000 -1.000 -1.580 22.800 C-14 Eave Extension W1R COLO1 0.000 0.960 -1.520 22.800 C-8 Eave Extension W1R COL03 0.000 0.960 1.520 22.800 C-18 Eave Extension W1L COLO1 0.000 0.960 -1.520 22.800 C-9 Eave Extension W1L COL03 0.000 0.960 1.520 22.800 C-19 Eave Extension W2R COLO1 0.000 0.960 -1.520 22.800 C-10 Eave Extension W2R COL03 0.000 0.960 1.520 22.800 C-20 Eave Extension W2L COLO1 0.000 0.960 -1.520 22.800 C-11 Eave Extension W2L COL03 0.000 0.960 1.520 22.800 C-21 Eave Extension LRD COLO1 0.000 -4.040 6.400 22.800 C-6 Eave Extension LRD COL03 0.000 -0.810 -1.280 22.800 C-16 Eave Extension RRD COLO1 0.000 -0.810 1.280 22.800 C-7 Eave Extension RRD COL03 0.000 -4.040 -6.400 22.800 C-17 Eave Extension ----------------------------------------- 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 + O.50SR + 1.30W2L 9) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 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 0.50SW + RDL + COL + 0.50SL + 0.50SR + 1.30W5B 20) 1.33 0.50SW + RDL + COL + 0.50SL + 0.50SR + 1.30W6B 21) 1.33 0.50SW + RDL + COL + 0.50SL + 0.50SR + 1.30W5F 22) 1.33 0.50SW + RDL + COL + 0.50SL + 0.50SR + 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 + RLL 28) 1.00 SW + RDL + COL + RLR 29) 1.00 SW + RDL + COL + S1 + 0.5052 30) 1.00 SW + RDL + COL + 0.5051 + S2 31) 1.00 SW + RDL + COL + LRD 32) 1.00 SW + RDL + COL + RRD 33) 1.30 1.05SW + 1.05RDL + 1.05COL + 0.20SL + 0.20SR + 0.71EQL 34) 1.30 1.05SW + 1.05RDL + 1.05COL + 0.20SL + 0.20SR + 0.71EQR 35) 1.30 0.85SW + 0.85RDL + 0.30EQL 36) 1.30 0.85SW + 0.85RDL + 0.30EQR 3 ry/r P J� Job : W4K0072A GROSS ELECTRIC NUCOR BUILDING SYSTEMS Date: 03-02-04 Page: 1 Frame: FRAME LINES 2-8 By : LIEGL File: F01 - DESIGN SUMMARY REPORT ____________________________________________________________________________________________________________________ __ __________ Built Up Rafter - RAF01 ---- 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 F6.50 F6.50 W313 31 6 -11.1 0.02 446.1 0.93 0.93 0.95� 31 1 58.40 0.80 0.99 0.99 Chkpt 1 6 Depth 37.00 37.00 Section I 1 ___________ ________________________________________________________________________________________________________________-__ width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 6.0 0.5000 55.00 Web 0.3130 55.00 B/R Flg 6.0 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 Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 FS.63 F8.63 W250 31 11 -9.3 0.02 689.9 0.98 0.96 1.00 31 Ba 32.76 0.89 0.70 0.70 2 F8.63 F8.50 W275 31 16 -6.9 0.01 684.6 0.94 1.01 1.00 31 21b -47.27 0.83 1.21 1.08 Chkpt 7 14 15 22 Depth 37.25 43.19 32.12 Section 1 1 1 2 1 _______________________________________________________________________________________________________________ width thick Fy I width thick Fy --- ---- I ____________________________________________________________________________________ T/L Flg 8.0 0.6250 55.00 1 8.0 0.6250 55.00 Web 0.2500 55.00 I 0.2750 55.00 B/R Fig 8.0 0.6250 55.00 I 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 F6.38 F6.50 W313 1 28 -7.3 0.01 -556.4 1.00 0.94 0.98 31 • 26b -66.91 0.92 0.91 1.11 2 F6.38 F6.50 W313 1 29 -7.4 0.01 -556.4 1.00 0.94 0.98/ 32 31a 66.25 0.91 0.90 1.09 Chkpt 23 28 29 34 ` Depth 31.88 44.41 31.88 Section 1 1 1 2 1 ------------------------------------------------------------------------------------------------------------------------------------ width thick Fy I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 6.0 0.3750 55.00 6.0 0.3750 55.00 Web 0.3130 55.00 0.3130 55.00 B/R Flg 6.0 0.5000 55.00 6.0 0.5000 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 Flout 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 F8.63 FB.50 W275 32 41 -7.0 0.01 661.9 0.91 0.98 0.97 32 36a 46.61 0.82 1.19 1.07 2 F8.63 FS.63 W250 32 45 -8.9 0.02 682.0 0.95 0.92 0.96f 32 49b -33.42 0.91 0.71 0.71 Chkpt 35 42 43 50 Depth 32.12 43.19 37.25 Section 1 1 1 2 1 ____________________________________________________________________________________________________________________________________ width thick Fy I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 8.0 0.6250 55.00 8.0 0.6250 55.00 Web 0.2750 55.00 0.2500 55.00 B/R Flg I 8.0 0.5000 55.00 8.0 0.6250 55.00 ____________________________________________________________________________________________________________________________________ Built Up Rafter - RAF05 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 F6.50 F6.50 W313 32 51 -11.2 0.03 410.5 0.86 0.86 0.88 32 56 59.06 0.81 1.05 1.05 Chkpt 51 56 Depth 37.00 37.00 ``� Section I I ------------------------------------------------------------------------------------------------------------------------------------ width thick 'Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg I 6.0 0.5000 55.00 Web 1 0.3130 55.00 B/R Flg 1 6.0 0.5000 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 ------------------------------------------------------------ - -----------------------------f--------------------------- -------------- 1 F6.31 F6.38 W175 31 61 -71.3 0.43 91.5 0.36 0.35 0.7� 32 62 -7.56 0.660' 0.51 0.54 1 �J��S Job : W4K0072A GROSS ELECTRIC NUCOR BUILDING SYSTEMS Date: 03-02-04 Page: 2 Frame: FRAME LINES 2-8 By : LIEGL File: F01 *** DESIGN SUMMARY REPORT *** -----------------------------------------------------------__^__-_---__..______-_____________-______-_____--__-_-_-_-______-______-__ Chkpt 57 62 Depth 12.69 36.69 Section I . i ------------------------------------------------------------------------------------------------------------------------------------ width thick Fy T/L Flg 6.0 0.3125 55.00 Web 0.1750 55.00 B/R Flg 1 6.0 0.3750 55.00 ---------------------------- ------------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------------------------------------------ Pipe Members Shipping Outside Wall Load Axial Axial Moment Bend Max Load Shear Shear Length Mat'l Diameter Thick Fy Comb Loc Kips Ratio Ft-kip Ratio Ratio _-- Comb Loa__^_-_Kips--_-Ratio ______________________________________________________________________________________________ _-____ _____- COL02 P1.250 10.750 0.233 42.0 1 63 -105.5 0.80 0.0 0.00 0.80/ 1 68 0.00/ 0.00 Built Up Column - COL03 J' 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 F6.38 F6.31 W175 32 72 -72.2 0.43 96.9 0.53 0.62 0.93 31 75 7.49 0.59 l 0.47 0.45 Chkpt 69 75 J Depth 12.69 36.69 section I 1 I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 6.0 0.3750 55.00 Web 0.1750 55.00 B/R Flg 6.0 0.3125 55.00 Frame Weight (1bs) = 9225 Deflections (in): 10 yr Wind dx = 0.50 = H/ 489 WIND CASE 2 TO RIGHT Seismic dx = 0.57 = H/ 432 / SEISMIC TO RIGHT Maximum dx = 2.99 = H/ 85 SW+RDL+COL+LRD Maximum dy = -3.53 = L/ 205. @ MOD 1, SW+RDL+COL+LRD Max. Live dy = -1.76 = L/ 410 @ MOD 2, SW+RDL+COL+0.50S1+S2 NUCOR BUILDING SYSTEMS Job # : W4K0072A Job Name: GROSS ELECTRIC Frame FRAME LINE 9 Date 2/27/04 Designer: LIEGL File : E02 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type EMG Frame width 125.00 Ft.� Bay width 12.50 Ft. LEFT RIGHT Dim to ridge 62.50 Ft/ 62.50 Ft. Roof slope 1.00/12 -1.00/12,-, Eave height 24.00 Ft. 24.00 Ft. Girt offset 8.00 In., 8.00 In. Typ. Girt spacing 6.00 Ft. Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 3.00 Ft. Col. spacing 5@25.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H COL04 - Bottom V H COL05 - Bottom V H .COL06 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Y Y N Flange Brace 0 2 2 2 0 Location (ft): 4.0 7.5 13.0 19.0 23.4 WP2 Girt Brace Y Y Y Y Y N Flange Brace 0 2 2 2 0 0 Location (ft): 4.0 7.5 13.0 19.0 24.0 25.3 WP3 Girt Brace Y Y Y Y Y N Flange Brace 0 2 2 2 2 0 Location (ft): 4.0 7.5 13.0 19.0 24.0 27.4 WP4 Girt Brace Y Y Y Y Y N Flange Brace 0 2 2 2 2 0 Location (ft) : 4.0 7.5 13.0 19.0 24.0 27.4 WP5 Girt Brace Y Y Y Y Y N Flange Brace 0 2 2 2 0 0 Location (ft): 4.0 7.5 13.0 19.0 24.0 25.3 WP6 Girt Brace Y Y Y Y N Flange Brace 0 2 2 2 0 Location (ft): 4.0 7.5 13.0 19.0 23.4 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 �' L 0 A D S (Psf) Roof Dead load 3.00% Roof Coll load 3.00 Roof Live load 20.00�' Roof Snow load 53.90 Floor dead load 0.00 Floor live load 0.00 , f Ground Snow load: 70.00 Ce = 1.00 ' Ss = 0.342 S1 = 0.101 Seismic Design Category = C Site Class = D 1 �J n R = 4.50 Cd = 3.00 Sds = 0.348 rho = 1.00 omega = 2.500 Wind speed 90.00 Mph Exp. : B Wind pressure 12.35 Psf Building is Enclosed !- Wind pressure coefficients C1 C2 C3 C4 W1R 0.790 -0.890 -0.350 -0.250 W1L -0.250 -0.350 -0.890 0.790 W2R 0.430 -1.250 -0.710 -0.610 W21, -0.610 -0.710 -1.250 0.430 W5B -0.300 -0.890 -0.350 -0.300 W5F -0.300 -0.350 -0.890 -0.300 W6B -0.660 -1.250 -0.710 -0.660 W6F -0.660 -0.710 -1.250 -0.660 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COLO1 12.22 -13.99 COL02 11.77 -13.07 COL03 11.77 -13.07 COL04 11.77 -13.07 COL05 11.77 -13.07 COL06 12.22 -13.99 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 10.00 Suction 10.00 -18.60 Pressure 100.00 10.00 Suction 100.00 -18.60 Edge Zone Pressure 10.00 10.00 Suction 10.00 -25.86 Pressure 100.00 10.00 Suction 100.00 -24.41 Tributary Widths Panel Trib. Width (ft) WP1 13.17 WP2 24.33 WP3 25.00 WP4 25.00 WP5 24.33 WP6 13.17 RP1 12.50 RP2 12.50 ----------------------------------------- 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 -0.038 -0.038 0.000 62.500 RDL RP2 -0.038 -0.038 62.500 125.000 COL RP1 -0.038 -0.038 0.000 62.500 COL RP2 -0.038 -0.038 62.500 125.000 SL RP1 -0.674 -0.674 0.000 62.500 SR RP2 -0.674 -0.674 62.500 125.000 RLL RP1 -0.250 -0.250 0.000 62.500 RLR RP2 -0.250 -0.250 62.500 125.000 W1R RP1 -0.137 -0.137 0.000 62.500 W1R RP2 -0.054 -0.054 62.500 125.000 W1L RP1 -0.054 -0.054 0.000 62.500 W1L RP2 -0.137 -0.137 62.500 125.000 W2R RP1 -0.193 -0.193 0.000 62.500 W2R RP2 -0.110 -0.110 62.500 125.000 W21, RP1 -0.110 -0.110 0.000 62.500 W21, RP2 -0.193 -0.193 62.500 125.000 W5B RP1 -0.232 -0.232 0.000 62.500 W5B RP2 -0.232 -0.232 62.500 125.000 W5B WP1 0.161 0.161 0.000 24.111 W5B WP2 0.286 0.286 0.000 26.083 2 J� 50 W5B WP3 0.294 0.294 0.000 28.170 W5B WP4 0.294 0.294 0.000 28.170 W5B WP5 0.286 0.286 0.000 26.063 W5B WP6 0.161 0.161 0.000 24.111 W5F RP1 -0.232 -0.232 0.000 62.500 W5F RP2 -0.232 -0.232 62.500 125.000 W5F WP1 -0.184 -0.184 0.000 24.111 W5F WP2 -0.318 -0.318 0.000 26.083 W5F WP3 -0.327 -0.327 0.000 28.170 W5F WP4 -0.327 -0.327 0.000 28.170 W5F WP5 -0.318 -0.318 0.000 26.083 W5F WP6 -0.184 -0.184 0.000 24.111 W6B RP1 -0.232 -0.232 0.000 62.500 W6B RP2 -0.232 -0.232 62.500 125.000 W6B WP1 0.161 0.161 0.000 24.111 W6B WP2 0.286 0.286 0.000 26.083 W6B WP3 0.294 0.294 0.000 28.170 W6B WP4 0.294 0.294 0.000 28.170 W6B WP5 0.286 0.286 0.000 26.083 W6B WP6 0.161 0.161 0.000 24.111 W6F RP1 -0.232 -0.232 0.000 62.500 W6F RP2 -0.232 -0.232 62.500 125.000 W6F WP1 -0.184 -0.184 0.000 24.111 W6F WP2 -0.318 -0.318 0.000 26.083 W6F WP3 -0.327 -0.327 0.000 28.170 W6F WP4 -0.327 -0.327 0.000 28.170 W6F WP5 -0.318 -0.318 0.000 26.083 W6F WP6 -0.184 -0.184 0.000 24.111 EQR RP1 0.015 0.015 0.000 62.500 EQR RP2 0.015 0.015 62.500 125.000 EQL RP1 -0.015 -0.015 0.000 62.500 EQL- RP2 -0.015 -0.015 62.500 125.000 RL1 RP1 -0.250 -0.250 0.000 25.000 RL2 RP1 -0.250 -0.250 25.000 50.000 RL3 RP1 -0.250 -0.250 50.000 62.500 RL3 RP2 -0.250 -0.250 62.500 75.000 RL4 RP2 -0.250 -0.250 75.000 100.000 RL5 RP2 -0.250 -0.250 100.000 125.000 S1 RP1 -0.674 -0.674 0.000 25.000 S2 RP1 -0.674 -0.674 25.00r0 50.000 S3 RP1 -0.674 -0.674 50.000 62.500 S3 RP2 -0.674 -0.674 62.500 75.000 S4 RP2 -0.674 -0.674 75.000 100.000 S5 RP2 -0.674 -0.674 100.000 125.000 LRD RP1 -1.011 -1.011 0.000 62.500 LRD RP2 -0.202 -0.202 62.500 125.000 RRD RP1 -0.202 -0.202 0.000 62.500 RRD RP2 -1.011 -1.011 62.500 125.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R COL02 1.911 1.981 0.000 0.000 W1R COL03 -1.911 -1.981 0.000 25.909 W1R SPAN1 1.721 0.000 0.000 1.333 W1R SPAN6 0.624 0.000 0.000 123.667 W1L COL02 1.911 -1.821 0.000 23.826 W1L COL03 -1.911 1.821 0.000 0.000 W1L SPAN1 -0.624 0.000 0.000 1.333 W1L SPAN6 -1.721 0.000 0.000 123.667 W2R COL02 1.911 1.981 0.000 0.000 W2R COL03 -1.911 -1.981 0.000 25.909 W2R SPAN1 0.990 0.000 0.000 1.333 W2R SPAN6 1.356 0.000 0.000 123.667 W2L COL02 1.911 -1.821 0.000 23.826 W2L COL03 -1.911 1.821 0.000 0.000 W2L SPAN1 -1.356 0.000 0.000 1.333 W2L SPAN6 -0.990 0.000 0.000 123.667 EQR COL02 1.883 1.951 0.000 0.000 EQR COL03 -1.883 -1.951 0.000 25.909 EQL COL02 1.883 -1.794 0.000 23.826 EQL COL03 -1.883 1.794 0.000 0.000 ----------------------------------------- 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 COLO1 0.000 -0.080 0.120 21.500 C-1 Eave Extension RDL COL06 0.000 -0.080 -0.120 21.500 C-11 Eave Extension COL COLO1 0.000 -0.080 0.120 21.500 C-2 Eave Extension COL COL06 0.000 -0.080 -0.120 21.500 C-12 Eave Extension SL COLO1 0.000 -2.700 4.270 21.500 C-4 Eave Extension SR COL06 0.000 -2.700 -4.270 21.500 C-14 Eave Extension RLL COLO1 0.000 -0.500 0.790 21.500 C-3 Eave Extension 3 M� RLR COL06 0.000 -0.500 -0.790 21.500 C-13 Eave Extension W1R COL01 0.000 0.480 -0.760 21.500 C-7 Eave Extension W1R COL06 0.000 0.480 0.760 21.500 C-17 Eave Extension W1L COL01 0.000 0.480 -0.760 21.500 C-8 Eave Extension W1L COL06 0.000 0.480 0.760 21.500 C-18 Eave Extension W2R COL01 0.000 0.480 -0.760 21.500 C-9 Eave Extension W2R COL06 0.000 0.480 0.760 21.500 C-19 Eave Extension W2L COLO1 0.000 0.480 -0.760 21.500 C-10 Eave Extension j W2L COL06 0.000 0.480 0.760 21.500 C-20 Eave Extension LRD COLO1 0.000 -2.020 3.200 21.500 C-5 Eave Extension LRD COL06 0.000 -0.400 -0.640 21.500 C-15 Eave Extension RRD COL01 0.000 -0.400 0.640 21.500 C-6 Eave Extension RRD COL06 0.000 -2.020 -3.200 21.500 C-16 Eave Extension ----------------------------------------- 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 + 1.30W1R 6) 1.33 SW + RDL + 1.30W2R 7) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W1L 8) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W2L 9) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 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 0.50SW + RDL + COL + 0.50SL + 0.50SR + 1.30W5B 20) 1.33 0.50SW + RDL + COL + 0.50SL + 0.50SR + 1.30W6B 21) 1.33 0.50SW + RDL + COL + 0.50SL + 0.50SR + 1.30W5F 22) 1.33 0.50SW + RDL + COL + 0.50SL + 0.50SR + 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 27j 1.00 SW + RDL + COL + RL1 + RL3 + RL5 28) 1.00 SW + RDL + COL + RL2 + RL4 29) 1.00 SW + RDL + COL + RL1 + RL2 30) 1.00 SW + RDL + COL + RL2 + RL3 31) 1.00 SW + RDL + COL + RL3 + RL4 32) 1.00 SW + RDL + COL + RL4 + RL5 33) 1.00 SW + RDL + COL + S1 + S2 + 0.50S3 + 0.50S4 + 0.5OS5 34) 1.00 SW + RDL + COL + 0.50S1 + S2 + S3 + 0.50S4 + 0.50S5 35) 1.00 SW + RDL + COL + 0.50S1 + 0.50S2 + S3 + S4 + 0.5OS5 36) 1.00 SW + RDL + COL + 0.50S1 + 0.50S2 + 0.50S3 + S4 + S5 37) 1.00 SW + RDL + COL + S1 + 0.50S2 + 0.50S3 + 0.50S4 + 0.50S5 38) 1.00 SW + RDL + COL + 0.50S1 + 0.5OS2 + 0.50S3 + 0.50S4 + S5 39) 1.00 SW + RDL + COL + 0.50S1 + S2 + S3 + S4 + S5 40) 1.00 SW + RDL + COL + S1 + S2 + S3 + S4 + 0.50S5 41) 1.00 SW + RDL + COL + LRD 42) 1.00 SW + RDL + COL + RRD 43) 1.30 1.05SW + 1.05RDL + 1.05COL + 0.20SL + 0.20SR + 0.71EQL 44) 1.30 1.05SW + 1.05RDL + 1.05COL + 0.20SL + 0.20SR + 0.71EQR 45) 1.30 0.85SW + 0.85RDL + 0.30EQL 46) 1.30 0.85SW + 0.85RDL + 0.30EQR Job : W4K0072A GROSS ELECTRIC NUCOR BUILDING SYSTEMS Date: 03-02-04 Page: 1 Frame: FRAME LINE 9 By : LIEGL File: E02 *** 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 F5.38 F5.25 W150 41 10 1.2 0.01 -69.5 0.69 0.88 0.88 41 10 -14.65 0.86 0.78 0.65 2 F5.38 F5.25 W150 41 11 -1.2 0.01 -69.5 0.69 0.88 0.89/ 41 11 15.87 0.93 0.85 0.71 Chkpt 1 10 11 14 Depth 17.62 17.62 17.62 Section 1 1 1 2 1 ------------------------------------------------------------------------------------------------------------------------------------ width thick Fy I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 5.0 0.3750 55.00 j 5.0 0.3750 55.00 Web 0.1500 55.00 1 0.1500 55.00 B/R Flg .9.0 0.2500 55.00 5.0 0.2500 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 Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ___________________________________________________________________________________________________________________________-________ 1 F5.25 F5.25 W150 41 23 1.1 0.01 -49.6 0.64 0.67 0.67 41 23 -13.69 0.81 0.64 0.64 2 F5.25 F5.25 W150 41 24 -1.0 0.01 -49.6 0.64 0.67 0.67 . 41 24 11.61 0.68 0.54 0.54 Chkpt 15 23 24 29 !/ Depth 17.50 17.50 17.50 Section 1 1 1 2 1 ____________________________________________________________________________________ width thick Fy I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 5.0 0.2500 55.00 5.0 0.2500 55.00 Web 0.1500 55.00 II 0.1500 55.00 B/R Flg 5.0 0.2500 55.00 5.0 0.2500 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 F5.25 F5.25 W150 42 35 -1.0 0.01 -49.6 0.64 0.67 0.67 42 35 -11.61 0.68 0.54 0.54 2 F5.25 F5.25 W150 42 36 1.1 0.01 -49.6 -0.64 0.67 0.67 42 36 13.69 0.81 _ 0.64 0.64 Chkpt 30 35 36 44 Depth 17.50 17.50 17.50 Section 1 1 1 2 1 ________________________________________________________________________________________________________ width thick Fy I width thick Fy T/L Flg 5.0 0.2500 55.00 I 5.0 0.2500 55.00 Web 0.1500 55.00 Il 0.1500 55.00 B/R Flg 5.0 0.2500 55.00 5.0 0.2500 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 F5.38 F5.25 W150 42 48 -1.2 0.01 69.5 0.69 0.88 0.89 42 48 15.87 0.93 0.85 0.71 2 F5.38 F5.25 W150 42 49 1.2 0.01 -69.5 0.69 0.88 0.88 42 49 14.65 0.86 0.78 0.65 Chkpt 45 48 49 58 / Depth 17.62 17.62 17.62 Section I 1 1 2 1 ________________________________________________________________________________ ---------------------------------------------------- width thick Fy I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 5.0 0.3750 55.00 I 5.0 0.3750 55.00 Web 0.1500 55.00 1 0.1500 55.00 B/R Flg 5.0 0.2500 55.00 5.0 0.2500 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 F5.25 F5.25 W150 19 63 -2.8 0.02 13.7 0.22 0.23 0.24 21 64b 2.55 0.08 0.14 0.14 Chkpt 59 66 Depth 12.50 12.50 Section 1 1 1 ____________________________________________________________________________________________________________________________________ width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg I 5.0 0.2511 55.00 Web Il 0.1500 55.00 B/R Flg 5.0 0.2500 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 F5.25 F5.25 W150 15 71 6.5 0.03 26.2 0.41 0.44 0.48 f: 17 67 -4.10 0.133.' 0.20 0.20 l f Job : W4K0072A GROSS ELECTRIC NUCOR BUILDING SYSTEMS Date: 03-02-04 Page: 2 Frame: FRAME LINE 9 By : LIEGL File: E02 - DESIGN SUMMARY REPORT *�• ____________________________________________________________________________________________________________________________________ Chkpt 67 74 Depth 12.50 12.50 section 1 1 1 ___________ ___________________________________________________________________________________________________________________ width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 5.0 0.2110 11.11 Web 0.1500 55.00 B/R Flg 5.0 0.2500 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 F5.25 F5.25 W150 21 78 -3.3 0.02 35.8 0.53 0.56 0.59/ 17 8lb 5.41 0.17 0.27 0.27 Chkpt 75 82 .t Depth 12.50 12.50 Section 1 1 1 ------------------width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 5.0 0.2500 55.00 Web 0.1500 55.00 B/R Flg 5.0 0.2500 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'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W150 21 86 -3.2 0.02 35.8 0.53 0.56 0.59 / 17 89b 5.41 0.17 0.27 0.27 Chkpt 83 90 / Depth 12.50 12.50 �✓ Section 1 1 1 ____________________________________________________________________________________________________________________________________ width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L. Flg 5.0 0.2500 55.00 Web 0.1500 55.00 B/R Flg 5.0 0.2500 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COLOS 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 F5.25 F5.25 W150 15 95 6.7 0.04 26.2 0.41 0.44 0.48 17 91 -4.10 0.13 0.20 0.20 Chkpt 91 98 Depth 12.50 12.50 Section I 1 ___________ ___________________________________________________________________________________________________________________ width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg I 5.0 0.250 0 55.00 Web Il 0.1500 55.00 B/R Flg 5.0 0.2500 55.00 ----------------------------________________________________________________________________________________________________________ Built Up Column - COL06 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 F5.25 F5.25 W150 21 103 -2.6 0.02 15.4 0.23 0.24 0.26� 17 104b 2.43 0.08 0.13 0.13 Chkpt 99 106 Depth 12.50 12.50 Section I I ____________________________________________________________________________________________________________________________________ width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 5.0 0.2500 55.00 Web 0.1500 55.00 B/R Flg 5.0 0.2500 55.00 ----------------------------________________________________________________________________________________________________________ Frame Weight (lbs) = 4322 Deflections (in): 10 yr Wind dx = 0.01 = H/9999 LONG. WIND 1 TO BACK Maximum dx = -0.05 = H/5583 SW+RDL+COL+0.5051+0.50S2+S3+S4+0.5055 Maximum dy = -0.47 = L/ 600 @ MOD 5, SW+RDL+COL+RRD Max. Live dy = -0.35 = L/ 801 @ MOD 5, SW+RDL+COL+0.50S1+O.50S2+O.SOS3+0.50S4+S5 E/W col dx = 1.25 = L/ 249 @ COL03, SW+RDL+1.30WSF a; Nu o BUILDIPIG SYSTEMS a JOB NAME: GROSS ELECTRIC JOB NUMBER: W41<0072A ENGINEER: JAL EAVE;EXTEN. :I N:L, AD TWIB.WIDTH TRIB.WIDTH INPUT VERTICAL LOADS: 2500 FT 12:50 FT EAVE EXTENSION (FT) = 2 00 DEAD LOAD (KIPS)= 0.15 0.08 GIRT OFFSET(IN) = 8r' COLLATERAL LOAD (KIPS) = 0.15 0.08 DEAD LOAD (PSF) _ , ,. , :3 - LIVE LOAD (KIPS) = 1.00 0.50 COLLATERAL LOAD (PSF) = 3 SNOW LOAD (KIPS) = 5.39 2.70 LIVE LOAD (PSF) _ '.;; "(''20 ' is WINDWARD SNOW LAD (PSF)= 0.81 0.40 SNOW LOAD (PSF)= 107:8 LEEWARD SNOW LOAD (PSF)= 4.04 2.02 WINDWARD SNOW LAD (PSF) 1617 WIND LOAD (KIPS) = 0.96 0.48 LEEWARD SNOW LOAD (PSF) 8,. WIND LOAD (PSF) = 19116 TRIB.WIDTH TRIB.WIDTH MOMENT LOADS: 2500 FT 7.250 FT,;.:: DEAD LOAD KIP-FT) = 0.24 0.12 COLLATERAL LOAD (KIP-FT) = 0.24 0.12 LIVE LOAD (KIP-FT)= 1.58 0.79 SNOW LOAD (KIP-FT) = 8.53 4.27 WINDWARD SNOW LAD (PSF)= 1.28 0.64 LEEWARD SNOW LOAD (PSF)= 6.40 3.20 WIND LOAD (KIP-FT)= 1.52 0.76 ' _ 3/2/04 SUMMARY OF DRIFT ON PURLINS/FRAMES .C s + �n `O Version 2S,Date: 07j14iO3 Normal Drill P'V�L T 303 NUMBERI W4K0072A Code 4 7 Calculation Notes: Frames s IBC 2000 Support Type Code Name IBC 2000 Code Name T (If'purlins,5"subtracted from 1st space Hr used 19.88 I-96 + MBMA Occupancy Category for cantilever span in moment dist.model. _ Pg used 70.00 Roof Dead Load 3.00 psf f Typ.Support Spadng 5.00 ft� Pf used 55.13 Collateral Dead Load 3.00 psf Wb used 200.00 Roof Live Load 20.00 psff Upper Roof Width(Wb) 200,00 ft`l D(pcf) 23.10 Ground Snow(Pg) 70.00 psf Upper Roof Slope 1,00 :IZi hb(ft) 2.39 Exposure Factore(Ce) 1.00 Roof Step(Hr)or Valley Ht(hv) 19688 ft hd(ft) 6.02 Thermal Factor(CT) 1.20 Lower Roof Width(Wbi) 5.00 R/// Drill MAX.(psf) 139.08 Roof Surface Unobstructed and Slippery Lower Roof Slope 4.00 :12 Wd(ft) 24.08 Slope Factor(Cs) 0.94 Distance From Existing 0.00 R� Drift MIN.(psf) 110.20 Snow Importance Factor(Is) 1.00 ®Gable Structure Lower Roof Dist to Ridge(W) 2.50 ft SLOPE(psf/ft) - 5.78 Frame S acin k D-10 5,00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 1 Purlin Global Location _ _, 0 09 _ 4 89 _ 9.58 _ 14.33._ 19.07 _23.81 __28 56 _ 33 30 _ _ 38 04 42.79 47.53 52.27 57.02 61.76 66.50 7L25 75.99 80.73 -._. _ Max-Tota1.Load I (486 15 ,, ':'.590 62.. 289 95.':� 289.95: - _-- - - - - -(Pf) ., ,289.95., ,,. 289.95 _;.;28995., ',28995.;. ;",.28995__j; _�289.95,, ..:389.95 .. 289.95 28995 .`28995' 28995<` Z8995.:i ,Z89.95 .144:98L Purlin Trib.Width R 2-47 4.74 4.74 4.74 4.74 4.74 4.74 4.74 4.74 4.74 4.74 4.74 4.74 4.74 4.74 4.74 4.74 2.37 - Drift Intensrty @This Pt(psf) 138.53 _ _ 111 13 83 74 56.35_ 28.95 _1.56 .-0.00 0.00 0.00 0.00 0.00 OAO _0 00 0.00 _0.00 _ 0.00 0_.00 0.00 -- --- __. Drift I :?;5:,. 'r 337 37 '300.66,": ., 0.00,-, 0.00�_ , 0.00 ;,_;`0.00 0 00,;;, .: 0.00.J. 0.00;:;: 0.00'. _:_,0.00 - _:.0:00 _ -:i0 00 0 00.; 0-00,.; 0 00.' ..-;0.00 I ,0.00_: Roof Dead(pit)_ _ 7,40 _- 14.23__ _ 14.23 _ _14.23 14.23 14.23 14.23 14 23 _ _ 14.23 . 14.23_ 14.23 14.23 _ 14.23 14.23 14.23 14_23 _14.23 7.12 Call Dead:(Plf)lc:. i 7 40 ,14J3 ,,19 23 ;:: 14.23 .'14:73 ;:14.23 .;.1423 14 23 Y4 23 :i. ;14.23 _ - - - - - -- . .. .. _- - .,_._ ,. .. .. _._..... _.,.�14:23 '.:14:23. „.�d423 `1423 Uniform Snow(pit) _ 135.98 __-261.49 261.49 261.49 _ 261.49 261.49 .261.49, _ 261.49 _ 261.49 _ 261.49 _ 261.49 261.49 261.49 261.49 261.49 261.49 261.49 130.75 Ropf,Live(plf),.;; ..,...;,. .,.•..,. . 933 94,7,,;,. 9487::,. „94.87 ;94.87 ,u::,99;87-.". -.9487 ,,....9487,..,. 94.87`.�_., . .. 94.87.::..., 94,87. 9487_ :..;'9487..,. ._... 9487. ? 9487..,:, 9487` •94.87 :t47.43._-:_`: Total Snow(pit) 473 35 562.16 261.49 _ 261.49 .,261.49 _261.49 _261 49 261.49 261.49 261.49 261.49 261.49 261.49 261 49 261.49 261.49 261.49 J 130.75 D+C+SNOW+DRIFT(PIf)_-, -.,. 5,.„. .0- _. 9.95 ..:289.95-,.. ;;289.95 289.95 _, ;289.95 ,:;r289 95-..,.. ,289 95 ,:.289.95,.:, 389.95 1"Z89.95 -.289 95 r:.289 95 289 95. 289 95 i 194.91 D+C+LIVE P10 64.13 123.33 123.33 123.33 123.33 123.33 123.33 123.33 123.33 123.33 123.33 123.33 123.33 123.33 123.33 123.33 123.33 61.66 5.00, I I9:88' f nmin=1 1 n 7n cf 6 5.00, 2.39' Pf-55.13 psf 1 Z ' nucor LIEGL 3/1/04 I � Unbalanced Snow Loading on Gable Roofs 5 (per ASCE 7-02 Section 7.6. 1 and Figure 7-5) Version 1 .1 (05/23/03) Input Values _I Building Length: 200.0000 ft Building Width: 5.0000 ft f Left Distance to Ridge: 2.5000 ft Right Distance to Ridge: 2.5000 ft Left Roof Rise: 0.8333 ft Right Roof Rise: 0.8333 ft Left Slope: 4.000:12 Right Slope: 4.000:12 Left Purlin Layout: Right Purlin Layout: Ground Snow Load: 70.00 psf MBMA Occupancy: II-96Z Exposure Factor (Ce): 1 .0 Snow Imp. Factor (Is): 1 .0 Thermal Factor (Ct): 1 .2 Roof Surface: Unobstructed and Slipper Calculations Left Slope Factor (Cs): 0.9 Right Slope Factor (Cs): 0.9 Left Roof Snow: 55.13 psf Right Roof Snow: 55.13 psf Left Roof Angle: 18.43' Right Roof Angle: 18.43' Left Angle Limit: 28.50' Right Angle Limit: 28.50' beta, wind left: 0.5 beta, wind right: 0.5 Snow Density: 23.10 Min. Uniform Roof Snow: 55.13 Min. Uniform Roof Snow: 55.13 Wind to Left Wind to Right Windward Snow Load: 55.13 psf Windward Snow Load: 55.13 psf Leeward Ridge Snow: 55.13 psf Leeward Ridge Snow: 5 5.13 psf Leeward Eave Snow: 55.13 psf Leeward Eave Snow: 55.13 psf No. Rows on Left Slope: 1 No. Rows on Right Slope: 1 Wind Left - Lee (Left) Purlin Layout Wind Right - Lee (Right) Purlin Layout Global 'X' Trib. Width Global 'X' Trib. Width (ft) (ft) Load (psf / plf) (ft) (ft) Load (psf / pif) 0 0.0000 55.13 / 0.00 0 0.0000 55.13 / 0.00 3/1/04 LIEGL rl� j NUCOR BUILDING SYSTEMS '°� C? ? Page Of WATERLOO, IN 46793 ` 1 Phone 260-837-7891 /I By Date I n Fax 260-837-7384 5E k-M Ck Date ?a. R, R 1p l� Ay iT - ��, J•(?^e"' -� t�:i;�'.1-'� l c�.2 �t;au" '�� t�'v~- (�' .� r �-c>,�:j�-.Z•.�.1�J F�t�4RJ��,\j( �.� � e" (� ,�i'.�,�U,+1,, ��'rr���+.T 1 � =J K `L Urt.TC +- / z Ijt = o t"}t.i -- \,�'a?��,57 r1J,•-e j �f 2G��`��J•3t--,`� — �C�,C:=��fF; s�.:�.�rl'=(`1 y � 7�.r�.� ,�: 1 4 NBS-5 s e GROSS ELECTRIC-= W4K0072A 77 Load Combinations Span and Loading Conditions 5'X5'CANOPY TXS'CANOPY 5'X5'CANOPY Member Length L ft. 5 OQO� 5 0004 50000 Unbraced Length-Major lbx in. 60.00 60.00 60.00 Unbraced Length-Minor lby in. 6000 60 00 60 00 Cbx -1.00 1.00 1.00 1.00 Cby 1.00 1.00 1.00 1.00 Member braced against joint translation? Cmx 1000 1000 TUUU'V., 1000 Cmy .:1.000. 1000 1000 .1' s .1000 Kx Factor Kx X 000 1000':? 11000 2100 Ky Factor Ky1000 1000,: Iriputshaded cells, Applied Loads X-axis Uniform Load(+Dn) kip/ft kip/ft 0 527 0 527 0 50 Y-axis Uniform Load(+Dn) kip/ft kip/ft ez Axial Load(+P=C,-P=T) P kip4. ., Mx End 1(+=Ten.on Bat) ft-kip 4 Mx End 2(+=Ten.on Bot) ft-kip , Mx Interior(+=Ten.on Bot) ft-kip <. 4 My End 1(+=Ten.on Bot) ft-kip My End 2(+=Ten.on Bot) ft-kip My Interior(+=Ten.on Bot) ft-kip i Shear V kip Stress Factor 1.00 100 ;t, l 00 , Design Results O.K. O.K. O.K. #N/A Material Information Maximum CSR 0.076 0.147 0.140 #N/A Section Built-Up(Y/N) If Hot-Roll,Fy= 5.0; 50 50' Section Sizes:Enter Wideflange Section Built-Up input: Fy S5 55• 55 Total Depth d in. 10 000 20 000 20 OOO A Flange Width b in. 5000 5000 s 5:000 Flange Thickness tf in. 0 250°, 0 250 0`25o Web Thickness tw in. 0125 0125,;< 0125 ` Design Section Used for Final Design: BUl0I3 BU2017 BU2017 #N/A Total Depth d in. 10.000 20.000 20.000 #N/A Flange Width b in. 5.000 5.000 5.000 #N/A Flange Thickness tf in. 0.250 0.250 0.250 #N/A Web Thickness tw in. 0.125 0.125 0.125 #N/A wgt 12.55 16.80 16.80 #N/A Final Design Loads Simple-Span Moment Mx ft-kip. 1.65 1.65 1.57 Simple-Span Moment My ft-kip Maximum Moment Mx ft-kip 1.65 1.65 1.57 Maximum Moment My ft-kip Shear Va kip 1.32 1.32 1.26 Axial Pa kip Material Yield Flange Yield Fyf ksi 55.00 55.00 55.00 50.00 Web Yield Fyw. ksi 55.00 55.00 55.00 50.00 Deflection Results Simple-Span Deflection Ax in. 0.00 0.00 0.00 #DIV/0! Simple-Span Deflection L/ 16049.66 75376.46 78972.95 #DIV/0! LIEGL 3/1/04 5'X5' CANOPY.As` �J U;CO.R .UIL'DIG SYSTEMS JOB NAME: GROSS ELECTRIC JOB NUMBER: W41<0072A ENGINEER: JAL CHANNEL:D.E$IGNCONCENTRATED_LOAD..' , Channel Length, Ft 5:333_ Unbraced Length, In. _',; ::-`;63:996 Shear At Left, Kips= 3.11 Applied Load, Kips= <:` ' `6,22539 Shear At Right, Kips= 3.11 DISTANCE FROM LEFT, .. 2.6665: DISTANCE FROM RIGHT, FT. = 2.67 Moment, Ft.-Kips Allowable Stress Factor 1=.' Channel Size G10X15 3__' Max. Deflection (In) = 0.02 Modulus Of Elasticity(E), Ksi= 29000 Deflection= L/3680 Moment Of Inertia (1), In^4= 67.4 Fb= 21.28 Section Modulus (S), In^4= 13.5 fb= 7.38 d/Af= 8.81 Stress Ratio = 0.35 OK Fy, Ksl= 36 P=6.23K 2.67 FT. 04 2.67 FT. 5.33 FT. P=3.11 K P=3.11 K 5.'�,3 3/1/04 NUCOR BUILDING SYSTEMS � ��! Page Of WATERLOO, IN 46793 1 ' Phone 260-837-7891 By V I` Date ! - Fax 260-837-7384 Ck Date t _ p ` 0,0S fir'(L'cx> Ic:i t"" X �-1• I�a s 7 QC7C� 11 z_ NBS-5 NUCOR BUILDING .SYSTEMS JOB NAME: GROSS ELECTRIC JOB NUMBER: W41<0072A ENGINEER: JAL `CHANNEL;lit SIGN;CONCENTRATED LOAD;,;,:; Channel Length, Ft 5 5 Unbraced Length, in 66` Shear At Left, Kips= 3.02 Applied Load, Kips 6 03636 Shear At Right, Kips= 3.02 DISTANCE FROM LEFT, FT 2:75` DISTANCE FROM RIGHT, FT. = 2.75 Moment, Ft.-Kips Allowable Stress Factor= 1 Channel Size G8 Xc.11 5 Max. Deflection (In) = 0.04 Modulus Of Elasticity(E), Ksi= 29000 Deflection = L/1726 Moment Of Inertia (1), In^4= 32.6 Fb= 20.02 Section Modulus (S), In^4= 8.14 fb= 12.24 d/Af= 9.08 Stress Ratio= 0.61 OK Fy, Ksl _.......... . ...:..::36 P=6.04K 2.75 FT. 2.75 FT. 5.50 FT. P=3.02K P=3.0II2K i 3/1/04 {�S / ( Ltr NBP Light Gage Analysis - Mac PPC Version 5.240 11/10/03 AISI Spec Year = 1996 Input File: PO4 1�` �^'I .��(✓�, / v�-�.«"y Summary Report for projectname:-GROSS ELECTRIC / LIEGL ---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, £t) pos-M neg_M _T-----P___-_V-----M___________________ 1 5.00 08Z060 1 Yes RV-1 1 2 ----- ----- -0.016 0.00 0.75 ' 0.90 -0.10 0.00 0.00 0.31 0.20 0.20 0.20 0.31 x 24.0 0.0 0.0 24.0 24.0 0.0 0.0 0.0 24.0 24.0 24.0 0.0 comb 2 0 2 2 3 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. -0.016 0.00 0.75 0.90 -0.10 0.00 0.00 0.31 0.20 0.20 0.20 0.31 x 24.0 0.0 0.0 24.0 24.0 0.0 0.0 0.0 24.0 24.0 24.0 0.0 span 1 0 1 1 1 0 0 1 1 1 1 1 comb 2 0 2 2 3 0 0 2 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 -0.10 -0.10 2 -0.75 -0.75 3 0.08 0.08 4 0.05 0.05 5 -0.29 -0.29 6 -0.70 -0.70 R Values: percent of fully braced moment strength _ Gravity Load: 84.8 (.. ,� �i Y 3t^-„i :. P'6:.".r"-..1Ci Uplift Load: 91.3 Load Cases: Purlin spacing 3.00 o.c. Building Code: IBC/ASCE 7-98 Codes General Loads: Load Case Uniform Load (psf) Load Case Name 1 1.5� Dead Load , 2 10.0 Live Load 3 -9.6 Wind Load 4 -9.6 Edge Zone Wind Load 5 1.5 Collateral Load 6 97.1 Snow Load , 7 10.0 Pattern LL, Bay 1 8 97.1 l Pattern SL, Bay 1 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 4.50 0.00 4.50 5.00 2 1 Shear 30.00 0.00 30.00 5.00 3 1 Shear -28.70 0.00 -28.70 5.00 5 1 Shear 4.50 0.00 4.50 5.00 6 1 Shear 291.30 0.00 291.30 5.00 7 1 Shear 30.00 0.00 30.00 5.00 8 1 Shear 291.30 0.00 291.30 5.00 Load Combinations: Act. All. Load Case No. Load Combination Name # Fee. 1 2 3 4 5 6 7 8 1 Y 1.00 1.00 1.00 0.00 0.00 1.00 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 DL + COL + SL 3 Y 1.33 1.00 0.00 1.30 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 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 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 DL + COL + SL + 1.3 WL / 2) Deflection Limitations: ---------- ----------- ---------- ----------- The deflection limit with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD = 0.50" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 0.40" Deflection limitations were applied to combinations 1-2,4-6 Total system weight = 14.75 lbs. Total system cost = 12.50 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 1989 AISI Addendum • All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 08ZO60 5.00 Material Summary: Section Weight Cost Fy OSZ060 14.75 12.40 55.0 Roll Force Design Version 2.1 (12101103) Job Number: W41<0072A Engineer: LIEGL Job Name: GROSS ELECTRIC Purlin Run: PO1 Loading Purlin Layout Information Dead: 3.00 psf Eave to Ridge Distance (ft 2.50 ft No. Rows on Slope (n): 2 Collateral: 3.00 psf Purlin Depth (d): 8.00 in Spacing: 1.25 ft Live/Snow: 194.21 psf Roof Slope (s): 4.00:12 Roof Panel Type: I Nucor CFRT"Roof Bay Layout: 5 / --> 1 Bays. Mid-Bay to Adjacent Frames IAt Frame Lines, From Roof to Rafter �;-- _ -- —_--------r6tar- --_---_ -P-,f _—_-M,Er« -- _—_ -- ---_— —_ru"m--_ _Fr;arMU-- —_-------_---_—_—_—_—_—_—_—_--_ Width Purlin Thk. Load, W Roll Force Capacity for Eave Roll Force Resistance Detail Bay (ft) (in) (Ibs) (Ibs) (Ibs) Beam (Ibs) Line Ctr (Ibs) (Ibs) (T/W/C) Detail Needs and Capacity (Ibs) 1 5.00 0.060 2,503 -174 ±734 -0- 1 0.63 -109 NR W Provide (2) Welded Clips. No WS Clips Req'd. 3 , 2 0.63 -109 NR W Provide (2) Welded Clips. No WS Clips Req'd. 3 1, 3 4 14 5 5 6 6 7 ' 7 8 8 9 0 9 10 , 10 11 11 12 112 13 13 14 ' 14 15 115 16 16 17 , 17 18 118 19 119 20 120 12 � f NBP Light Gage Analysis - Mac PPC Version 5.240 11/10/03 AISI Spec Year = 1996 ` Input File: GO1-1 } Summary Report for project name: GROSS ELECTRIC / LIEGL - ---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 12.50 08Z060 1 No Top 1 2 ----- 15.00 0.144 0.00 -0.65 1.19 -1.39 0.00 0.00 0.16 0.28 0.28 0.28 0.20 x 68.8 0.0 150.0 68.8 68.8 0.0 0.0 135.0 68.8 68.8 68.8 68.8 comb 2 0 2 1 2 0 0 2 2 2 2 2 2 12.50 08Z060 2 No Top 2 3 15.00 15.00 -0.107 0.00 -0.75 3.42 -3.08 0.00 0.00 0.20 0.47 0.47 0.47 0.41 x 103.4 0.0 150.0 150.0 150.0 0.0 0.0 135.0 135.0 135.0 135.0 135.0 comb 2 0 2 2 1 0 0 2 1 1 1 2 3 25.00 0BZ060 3 No Top 3 4 15.00 15.00 0.883 0.00 -1.17 4.88 -4.48 0.00 0.00 0.32 0.57 0.57 0.57 0.59 x 138.5 0.0 300.0 300.0 300.0 0.0 0.0 285.0 138.5 138.5 138.5 285.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 4 25.00 08Z060 4 No Top 4 5 15.00 15.00 0.510 0.00 -1.11 4.88 -4.48 0.00 0.00 0.31 0.51 0.51 0.51 0.59 x 150.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 5 25.00 08Z060 5 No Top 5 6 15.00 15.00 0.836 0.00 -1.15 4.79 -4.19 0.00 0.00 0.32 0.55 0.55 0.55 0.58 x 150.0 0.0 0.0 0.0 300.0 0.0 0.0 15.0 161.5 161.5 161.5 15.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 6 25.00 08Z071 6 No Top 6 7 15.00 15.00 -0.466 0.00 -1.30 8.53 -4.24 0.00 0.00 0.22 0.82 0.82 0.82 0.85 _ / x 150.0 0.0 300.0 300.0 300.0 0.0 0.0 285.0 285.0 285.0 285.0 285.0 comb 1 /0 2 2 1 0 0 2 2 2 2 2 7 25.00 08ZIOS 7 No Top 7 8 15.00 15.00 1.544 0.00 -4.58 8.53 -7.63 0.00 0.00. 0.21 0.81 0.81 0.81 0.58 x 132.2 0.0 0.0 0.0 84.0 0.0 0.0 0.0 84.0 84.0 84.0 72.0 comb 2 0 2 2 2 0 0 2 2 2 2 2 8 25.00 OBZO60 8 No. Top 8 9 15.00 15.00 -0.402 0.00 -1.14 6.10 -5.11 0.00 0.00 0.32 0.68 0.68 0.68 0.75 x 138.5 0.0 0.0 0.0 300.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 1 0 2 2 1 0 0 2 2 2 2 2 9 24.25 08Z060 9 No Top 9 10 15.00 ----- 1.508 0.00 -1.30 5.22 -5.11 0.00 0.00 0.36 0.88 0.88 0.88 0.64 x 163.1 0.0 0.0 0.0 0.0 0.0 0.0 15.0 174.8 3.74.8 174.8 15.0 comb 2 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. 1.544 0.00 -4.58 8.53 -7.63 0.00 0.00 0.36 0.88 0.88 0.88 0.85 x 132.2 0.0 0.0 300.0 84.0 0.0 0.0 15.0 174.8 174.8 174.8 285.0 span 7 0 7 6 7 0 0 9 9 9 9 6 comb 2 0 2 2 2 0 0 2 2 2 2 2 --------------------------------------------------------------------- support Connection Codes: -------------------------------------------------------------- ------- ---------- ----- ------- ---------- ----- Support No. 1 2 3 4 5 6 7 8 9 10 WC WC WC 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 8 9 10 1 -0.44 -0.89 -1.63 -2.08 -1.99 -2.01 -2.03 -1.94 -2.24 -0.76 2 0.51 1.00 1.80 2.28 2.26 1.98 5.88 -2.70 2.37 0.90 3 -0.31 -0.62 -1.14 -1.46 -1.39 -1.41 -1.42 -1.36 -1.57 -0.53 4 0.36 0.70 1.26 1.59 1.5� 1.38 4.12 1.89 1.66 0.63 Load Cases: Purlin spacing 5.75 o.c. �/ General Loads: Load Case Uniform Load (psf) Load Case Name _ 1 10.8 Pressure Wind Load 2 -11.9 / Suction Wind Load 3 -12.6 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 61.80 0.00 61.80 12.50 1 2 Shear 61.80 0.00 61.80 12.50 1 3 Shear 61.80 0.00 61.80 25.00 1 4 Shear 61.B0 0.00 61.80 25.00 1 5 Shear 61.80 0.00 61.80 25.00 1 6 Shear 61.80 0.00 61.80 25.00 1 7 Shear 61.80 0.00 61.80 25.00 1 8 Shear 61.80 0.00 61.80 25.00 1 9 Shear 61.80 0.00 61.80 24.25 2 1 Shear -68.20 9.60 -68.20 12.50 2 2 Shear -68.20 0.00 -68.20 12.50 2 3 Shear -68.20 0.00 -68.20 25.00 2 4 Shear -68.20 0.00 -68.20 25.00 2 5 Shear -68.20 0.00 -68.20 25.00 2 6 Shear -68.20 0.00 -68.20 25.00 2 7 Shear -68.20 0.00 -68.20 25.00 2 8 Shear -68.20 0.00 -68.20 25.00 2 9 Shear -68.20 0.00 _-68.20 14.65 2 1 Shear -72.50 0.00 -72.50 9.60 2 9 Shear -72.50 14.65 -72.50. 24.25 Concentrated: Load Span P V M x Case No. (k) AM (k,ft) (ft) 2 7 0.00 -1.51 0.00 1.00 2 7 0.00 -1.51 0.00 6.00 Load Combinations: ---- ------------ ----Act. All.All. Load Case No. Load Combination Name 0 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 = 3.33• i ��t Deflection limitations were applied to combinations 3-4 Total system weight = 722.14 lbs. Total system cost = 580.76 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 1989 AISI Addendum • All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 08Z060 13.75 2 08ZO60 15.00 3 08ZO60 27.50 4 OBZ060 27.50 5 OSZ060 27.50 6 08Z071 27.50 7 08Z105 27.50 8 OBZ060 27.50 9 08Z060 25.50 Material Summary: Section Weight Cost Fy 08ZO60 484.54 407.28 55.0 08ZO71 95.97 74.28 55.0 OBZ105 141.62 99.20 55.0 1 ti NHP Light Gage Analysis - Mac PPC Version 5.240 11/10/03 AISI Spec Year = 1996 4 �, Input File: GOlAA f 4t-')��=' A ( � �< E�...°.'t 4. Summary Report for project name: GROSS ELECTRIC / LIEGL ---Span--- Des. Des. Erc. 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_.;2 _T-----P-----V-----M------------------- 1 25.00 08ZO60 1 No Top 1 2 ----- 15.00 1.638 0.00 -1.35 5.85 -5.30 0.00 0.00 0.38 0.91 0.91 0.91 0.72 x 132.4 0.0 300.0 300.0 300.0 0.0 0.0 285.0 120.3 120.3 120.3 285.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 2 25.00 OBZ060 2 No Top 2 3 15.00 15.00 -0.349 0.00 -1.16 5.85 -5.30 0.00 0.00 0.32 0.64 0.64 0.64 0.72 x 161.5 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 2 2 2 2 3 25.00 OBZ060 3 No Top 3 4 15.00 15.00 0.886 0.00 -1.14 4.53 -4.26 0.00 0.00 0.31 0.57 0.57 0.57 0.55 x 150.0 0.0 0.0 0.0 300.0 0.0 0.0 15.0 150.0 150.0 150.0 15.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 4 25.00 08ZO71 4 No Top 4 5 15.00 15.00 -0.455 0.00 -1.30 8.51 -4.26 0.00 0.00 0.22 0.81 0.81 0.81 0.84 x 150.0 0.0 300.0 300.0 0.0 0.0 0.0 285.0 285.0 285.0 285.0 285.0 comb 1 j 0 2 2 1 0 0 2 2 2 2 2 5 25.00 08Z105 5 No Top 5 6 15.00 15.00 1.547/ 0.00 -4.58 8.51 -7.65 0.00 0.00 0.21 0.81 0.81 0.81 0.58 x 132.2 0.0 0.0 0.0 84.0 0.0 0.0 0.0 84.0 84.0 84.0 72.0 comb 2 0 2 2 2 0 0 2 2 2 2 2 6 25.00 08ZO60 6 No Top 6 7 15.00 15.00 -0.401 0.00 -1.14 6.10 -5.11 0.00 0.00 0.32 0.68 0.68 0.68 0.75 x 138.5 0.0 0.0 0.0 300.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 1 0 2 2 1 0 0 2 2 2 2 2 7 24.25 OBZ060 7 No Top 7 8 15.00 ----- 1.508 0.00 -1.30 5.22 -5.11 0.00 0.00 0.36 0.88 0.88 0.88 0.64 x 163.1 0.0 0.0 0.0 0.0 0.0 0.0 15.0 174.8 174.8 174.8 15.0 comb 2 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. 1.638 0.00 -4.58 8.51 -7.65 0.00 0.00 0.38 0.91 0.91 0.91 0.84 x 132.4 0.0 0.0 0.0 84.0 0.0 0.0 285.0 120.3 120.3 120.3 285.0 span 1 0 5 5 5 0 0 1 1 1 1 4 comb 2 0 2 2 2 0 0 2 2 2 2 2 ----------------------------------------------------------------------------- Support Connection Codes: -------------------------------------------------------------- Support No. 1 2 3 4 5 6 7 8 WC 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 8 1 -0.79 -2.28 -1.94 -2.02 -2.02 -1.95 -2.24 -0.76 2 0.92 2.51 2.19 2.00 5.88 2.71 2.37 0.90 3 -0.55 -1.59 -1.36 -1.42 -1.41 -1.36 -1.57 -0.53 4 0.64 1.76 1.54 1.40 4.12 1.89 1.66 0.63 _ Load Cases: Purlin spacing 5.75 o.c. / aim General Loads: Load Case Uniform Load (psf) Load Case Name 1 10.8 Pressure Wind Load 2 -11.9 l Suction Wind Load 3 -12.6 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 61.80 0.00 61.80 25.00 1 2 Shear 61.80 0.00 61.80 25.00 1 3 Shear 61.80 0.00 61.80 25.00 1 4 Shear 61.80 0.00 61.80 25.00 1 5 Shear 61.80 0.00 61.80 25.00 1 6 Shear 61.80 0.00 61.80 25.00 1 7 Shear 61.80 0.00 61.80 24.25 2 1 Shear -68.20 9.60 -68.20 25.00 2 2 Shear -68.20 0.00 -68.20 25.00 2 3 Shear -68.20 0.00 -68.20 25.00 2 4 Shear -68.20 0.00 -68.20 25.00 2 5 Shear -68.20 0.00 -68.20 25.00 2 6 Shear -68.20 0.00 -68.20 25.00 2 7 Shear -68.20 0.00 -68.20 14.65 2 1 Shear -72.50 0.00 -72.50 9.60 2 7 Shear -72.50 14.65 -72.50 24.25 Concentrated: Load Span P V M x Case NO. (k) (k) (k,ft) (ft) / 2 5 0.00 -1.51 0.00 1.00 2 5 0.00 -1.51 0.00 6.00 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 = 3.33" Deflection limitations were applied to combinations 3-4 Total system weight = 633.64 lbs. Total system cost = 506.37 dollars General Notes: �1 * 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 1989 AISI Addendum ' All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 08zO60 26.25 2 OBZ060 27.50 3 OBZ060 27.50 4 OSZ071 27.50 5 OBZ105 27.50 6 08Z060 27.50 7 08Z060 25.50 Material Summary: Section Weight Cost Fy 08Z060 396.04 332.89 55.0 08Z071 95.97 74.28 55.0 08Z105 141.62 99.20 55.0 �f 3� NBP Light Gage Analysis - Mac PPC Version 5.240 11/10/03 AISI Spec Year = 1996 C, Input File: GO1BB i,. .k.�'t,..J L�,.,� �4��..�3 W }y..�\ 4..,,•.�'�!:�'''t.. Summary Report for project name: GROSS ELECTRIC / LIEGL --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 5.50 08Z060 1 No Top 1 2 ----- 15.00 -0.074 0.00 -1.36 6.05 -3.32 0.00 0.00 0.38 0.63 0.63 0.63 0.74 x 40.9 0.0 66.0 66.0 66.0 0.0 0.0 51.0 51.0 51.0 51.0 51.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 2 25.00 .08Z105 2 No Top 2 3 15.00 15.00 - 1.236 /"'0.00 -4.69 10.59 -6.28 0.00 0.00 0.20 0.67 0.67 0.67 0.51 x 167.8 0.0 300.0 300.0 203.9 0.0 0.0 300.0 203.9 203.9 203.9 300.0 comb 2 0 2 2 2 0 0 2 2 2 2 2 3 5.50 08Z076 3 No Top 3 4 15.00 ----- -0.106 0.00 -2.19 10.59 -3.62 0.00 0.00 0.31 '0.84 0.84 0.84 0.90 x 25.1 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 .15.0 15.0 comb 2 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. 1.236 0.00 -4.69 10.59 -6.28 0.00 0.00 0.38 0.84 0.84 0.84 0.90 x 167.8 0.0 300.0 300.0 203.9 0.0 0.0 51.0 15.0 15.0 15.0 15.0 span 2 0 2 2 2 0 0 1 3 3 3 3 comb 2 0 2 2 2 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 0.38 -1.82 -1.89 0.44 2 -0.84 2.86 6.87 -1.67 3 0.27 -1.27 -1.33 0.31 4 -0.59 2.00 4.81 -1.17 Load Cases: Purlin spacing 5.75 O.C. I- General Loads: Load Case Uniform Load (psf) Load Case Name 1 10.8 Pressure Wind Load ° 2 -11.9 // Suction Wind Load 3 -12.6 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 61.80 0.00 61.80 5.50 1 2 Shear 61.80 0.00 61.80 25.00 1 3 Shear 61.80 0.00 61.80 5.50 2 1 Shear -72.50 0.00 -72.50 5.50 _ 2 2 Shear -68.20 4.10 -68.20 20.90 .. 2 3 Shear -72.50 0.00 -72.50 5.50 2 2 Shear -72.50 0.00 -72.50 4.10 2 2 Shear -72.50 20.90 -72.50 25.00 Concentrated: Load Span P V M x Case No. (k) (k) (k,ft) (ft) / 2 2 0.00 -1.51 0.00 19.00 2 2 0.00 -1.51 0.00 24.00 Load Combinations: Act. All. Load Case No. Load Combination Name N 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 = 3.33" Deflection limitations were applied to combinations 3-4 Total system weight = 186.72 lbs. Total system cost = 135.17 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 1989 AISI Addendum • All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 08Z060 6.75 2 08Z105 27.50 3 OSZ076 6.75 Material Summary: -------- ------- Section Weight Cost Fy 08Z060 19.91 16.74 55.0 0BZ076 25.18 19.23 55.0 O8Z105 141.62 99.20 55.0 7 1 NBP Light Gage Analysis - Mac PPC Version 5.240 11/10/03 AISI Spec Year = 1996 Input File: G01CC Summary Report for project name: GROSS ELECTRIC / LIEGL ---Span--- Des. Des. Ere. Supp. Lt. Rt. Max. -- Max. Computed ,Forces 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 3.42 08Z076 1 No Top 1 2 ----- 15.00 -0.046 0.00 -3.55 11.61 -3.51 0.00 0.00 0.51 0.77 0.77 0.77 0.93 x 26.0 0.0 41.0 41.0 41.0 0.0 0.0 26.0 26.0 26.0 26.0 26.0 comb/ 2 0 2 2 1 0 0 2 2 2 2 2 2 25.00 08Z105 2 No Top 2 3 15.00 15.00 1.102 0.00 -4.72 11.61 -5.67 0.00 0.00 0.20 0.60 0.60 0.60 0.55 x 132.2 0.0 0.0 0.0 108.1 0.0 0.0 0.0 108.1 108.1 108.1 0.0 comb 2 0 2 2 2 0 0 2 2 2 2 2 3 25.00 08Z060 3 No Top 3 4 15.00 15.00 -0.502 0.00 -1.16 5.76 -4.36 0.00 0.00 0.32 0.63 0.63 0.63 0.70 x 150.0 0.0 0.0 0.0 300.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 1 0 2 2 1 0 0 2 2 2 2 2 4 25.00 08Z060 4 No Top 4 5 15.00 15.00 0.854 0.00 -1.13 4.52 -4.36 0.00 0.00 0.31 0.56 0.56 0.56 0.55 x 150.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 150.0 150.0 150.0 15.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 5 5.50 08Z060 5 No Top 5 6 15.00 ----- -0.045 0.00 -0.97 3.92 -3.41 0.00 0.00 0.26 0.50 0.50 0.50 0.48 x 25.1 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 2 0 2 2 1 0 0 2 1 1 1 2 -----------------------= Maximum Values on All Spans =----------------------_ / Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. 1.102 0.00 -4.72 11.61 -5.67 0.00 0.00 0.51 0.77 0.77 0.77 0.93 x 132.2 0.0 0.0 41.0 108.1 0.0 0.0 26.0 26.0 26.0 26.0 26.0 span 2 0 2 1 2 0 0 1 1 1 1 1 comb 2 0 2 2 2 0 0 2 2 2 2 2 ----------------------------------------------------------------------------- ---------------------------------------------------------------------- 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 0.89 -2.14 -2.03 -2.05 -1.81 0.40 2 -3.25 8.27 2.58 2.19 2.08 -0.45 3 0.62 -1.50 -1.42 -1.44 -1.27 0.28 4 -2.27 5.79 1.81 1.53 1.45 -0.32 Load Cases: Purlin spacing 5.75 o.c. General Loads: Load Case Uniform Load (psf) Load Case Name 1 10.8 .Pressure Wind Load 2 -11.9 _1_' 'Suction Wind Load 3 -12.6 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 61.80 0.00 61.80 3.42 1 2 Shear 61.80 0.00 61.80 25.00 1 3 Shear 61.80 0.00 61.80 25.00 1 4 Shear 61.80 0.00 61.80 25.00 1 5 Shear 61.80 0.00 61.80 5.50 2 1 Shear -68.20 0.00 -68.20 3.42 2 2 Shear -68.20 6.18 -68.20 25.00 2 3 Shear -68.20 0.00 -68.20 25.00 2 4 Shear -68.20 0.00 -68.20 20.90 2 5 Shear -72.50 0.00 -72.50 5.50 2 2 Shear -68.20 0.00 -68.20 6.18 2 4 Shear -72.50 20.90 -72.50 25.00 Concentrated: Load Span P V M x Case No. (k) (k) (k,ft) (£t) 2 2 0.00 -1.51 0.00 1.00 2 2 0.00 -1.51 0.00 6.00 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 = 3.33" Deflection limitations were applied to combinations 3-4 Total system weight = 341.19 lbs. Total system cost = 275.32 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 1989 AISI Addendum * All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 08ZO76 4.67 2 08Z105 27.50 3 OSZ060 27.50 4 08Z060 27.50 5 08Z060 6.75 Material Summary: Section Weight Cost Fy 08Z060 182.16 158.11 55.0 08Z076 17.41 13.79 55.0 08Z105 141.62 103.42 55.0 NBP Light Gage Analysis - Mac PPC y Version 5.240 11/10/03 AISI Spec Year = 1996 ( �u Input File: G02-1 /`r• ~���..� .,.i "" �r �,`�', r fa,t...j("�`.;ti-� Summary Report for project name: GROSS ELECTRIC / LIEGL --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_I -T-----P-----V-----M------------------- 1 23.67 OBZ060 1 Yes Top 1 2 ----- 15.00 1.271 0.00 -1.29 5.45 -4.93 0.00 0.00 0.36 0.81 0.81 0.81 0.67 x 118.5 0.0 284.0 284.0 284.0 0.0 0.0 269.0 106.6 106.6 106.6 269.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 2 25.00 OBZ060 2 Yes Top 2 3 15.00 15.00 -0.411 0.00 -1.14 5.45 -4.93 0.00 0.00 0.31 0.59 0.59 0.59 0.67 x 161.5 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 2 2 2 2 3 25.00 08ZO60 3 Yes Top 3 4 15.00 15.00 0.842 0.00 -1.14 4.60 -4.09 0.00 0.00 0.31 0.55 0.55 0.55 0.56 x 150.0 0.0 0.0 0.0 300.0 0.0 0.0 15.0 150.0 1.50.0 150.0 15.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 4 25.00 OBZ060 4 Yes Top 4 5 15.00 15.00 -0.447 0.00 -1.27 7.76 -4.72 0.00 0.00 0.35 0.90 0.90 0.90 0.96 x 150.0 0.0 300.0 300.0 300.0 0.0 0-0 285.0 285.0 285.0 285.0 285.0 comb 1 0 2 2 1 0 0 2 2 2 2_...-- 2� 5 23.67 08Z105 5 Yes Top 5 6 15.00 ----- 2.240 0.00 -4.11 7.76 -13.14 0.00 0.00 0.25�l.40~1.40 1.40 0.98 \ x 164.9 0.0 284.0 0.0 212.0 0.0 0.0 284'.0 212.0 212.0 212.0 212.0 1 comb 2 0 2 2 2 0 0 2 � 2 2 2 2 -----------------------= ==i Maxmum Values on All Spans = ------------------- ----------------------- ---------------------__'+n\\ Displ. Axial Shear Moment Moment . Ten. Comp. Shear Mom. T&M P&M V&M \ Max. 2.240 0.00 -4.11 7.76 -13.14 0.00 0.00 0.36 1.40 1.40 1.40 0.98 x 164.9 0.0 284.0 300.0 212.0 0.0 0.0 269.0 212.0 212.0 212.0 212.0 span 5 0 5 4 5 0 0 1 5 5 5 5 comb 2 0 2 2 2 0 0 2 2 2 2 2 Support Connection Codes: t Support No. ! 1 2 3 4 5 6 �� WC WC WC WC WC WC f Vertical Reactions: (kips) ======== ========= (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 1 -0.74 -2.20 -1.97 -1.99 -2.18 -0.75 2 0.86 2.43 2.21 2.03 3.23 4.11 _ 3 -0.52 -1.54 -1.38 -1.39 -1.53 -0.53 4 0.60 1.70 1.55 1.42 2.26 2.88 Load Cases: Purlin spacing 5.75 o.c. General Loads: Load Case Uniform Load (p f) Load Case Name 1 10.8 Pressure Wind Load 2 -11.9 Suction Wind Load 3 -12.6 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 61.80 0.00 61.80 23.67 1 2 Shear 61.80 0.00 61.80 25.00 1 3 Shear 61.80 0.00 61.80 25.00 1 4 Shear 61.80 0.00 61.80 25.00 1 5 Shear 61.80 0.00 61.80 23.67 2 1 Shear -68.20 9.60 -68.20 23.67 2 2 Shear -68.20 0.00 -68.20 25.00 2 3 Shear -68.20 0.00 -68.20 25.00 2 4 Shear -68.20 0.00 -68.20 25.00 2 5 Shear -68.20 0.00 -68.20 14.07 2 1 Shear -72.50 0.00 -72.50 9.60 2 5 Shear -72.50 14.07 -72.50 23.67 Concentrated: Load Span P V M x Case No. (k) (k) (k,ft) (ft) 2 5 0.00 -1.51 0.00 17.67 2 5 0.00 -1.51 0.00 22.67 Load Combinations: Act. All. Load Case No. Load Combination Name O 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 = 3.33" Deflection limitations were applied to combinations 3-4 Total system weight = 445.20 lbs. 1 Total system cost = 356.24 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 1989 AISI Addendum • All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length - 1 OBZ060 24.92 2 0BZ060 27.50 3 08Z060 27.50 - M 4 OBZ060 27.50 ' v SUMMARY OF DRIFT ON PURLINS/FRAMES � 1 • NAME 6POSSAkCTRIC Version 2.5,Date: 07/14/03 T 3013 NUMBERI W41(0072A Code# 7 Calculation Notes• r'ames � Support Type Code Name IBC 2000 Code Name IBC 2000 T (If'purfins,5"subtracted from 1st space Hr used 14.67 II-96 i MBMA Occupancy Category for cantilever span in moment dis[.model.) Pg used 70.00 Roof Dead Load 3.00 psf Typ.Support Spacing 5.00 ft Pf used 55.13 : Collateral Dead Load 3.00 psf Wb used 200.00 Roof Live Load 20.00 psf Upper Roof Width(Wb) 200.00 11 D(Pcf) 23.10 Ground Snow(Pg) 70.00 psf Upper Roof Slope 1.00 :12 hb(ft) 2.39 Exposure Factore(Ce) 1.00 Roof Step(Hr)or Valley Ht(hv) 14.67 It hd(ft) 6.02 Thermal Factor(Ct) 1.20 Lower Roof Width(Wbi) 5.00 ft Drift MAX.(psf) 139.08 Roof Surface Unobstructed and Slippery Lower Roof Slope 4.00 :12 Wd(ft) 24.08 Slope Factor(Cs) 0.94 Distance From Existing 0.00 ft Drift MIN.(psf) 110.20 Snow Importance Factor(Is) 1.00 ®Gable Structure Lower Roof Dist.to Ridge(W)1 15.00 ft SLOPE(psf/ft) - 5.78 Frame Spacing ft 0.10 5.00 5.00 5.00 5.00 5.00 5.00 S.C. 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 t Purlin Global Location7�4 , 4 84 9.58 14.33 19.07 23.81 28 56 33 30 38 04 42.79 47.53 52.27 _ 57 02 61 76 _ 6650 71.25_ 75:99 80.73 :289.9589 95 ;_289 95 ..::,289 95 c;= 289 95 G289.95 289.95 289 95 -..QB9 95 289 os--=' 289,95 289:95> az.Total Load(calf),.Purlin Trib.Width ft 4.74 4.74 4.74 4.74 4.74 4.74 4.74 4.74 1.74 4.74 4.74 4.74 4.74 4.74 4.74 4.74 2.37 Drift Intensity @.This Pt..(psf) _-__138.53__.__ .111.13___ _ 83.74 5635_ __28.95 -1.56 ___0 00__ 0 00 _.___ 0 00_ 0.00_ .0.00. .,0.00 ___0 00 _._0.00__._ 0.00 0.00 0.00 0.00 _ Drift '', ':.. ,_ .'337:37'•. ._5 300 66 0.00..'S. :„ 0 OQe: _ ..':0:00 •,r.0:00_. 0 00 , '•.' 0 00 :. -"ii. 0 00:': ,O:OO:e, - 0.00 :0.00„ 'ri0 00 , ,'>0 00. ., 0 00 : = „0 00 S: 0.00.: Roof Dead(plf).._ 7.40 14.23 ._ 14.23 14.23 .14_23 14.23 ,.14 23 14.23 14.23 _ 14.23 14.23 14.23 14.23 _14.23 14.23 14.23 14.23 7.12 Coll:Dead'(pif)r.; ...:.. ...__ ._'.:;7 40 ...•:. 14 23 ::; .14 23;�; 14.23,:;:; _.',19:23 .,, :1,4:23 .x,::14 23 _d:14 23. ., y,14 23 -<: 19 23 14 73'.� `14.73 --14 23 -:"14 23, ,14 23 14 23. 14.73.;, .�7712;:�::: Uniform Snow(calf) ._ _ 135.98 261.49 261.49 261.49 261.49 261.49 261.49 _ ___,261 49 _ _261 49 _ 261.49 261.49 261.49 261.49 261.49 261.49 261.49 261.49_ 130.75 - -4 87 "94,87 `:°94.87 "'94.87 94.87 :94.87 r 4 7:= Roof Live(PIf).. .._..,:.. .-...r.9933. ;:94.87...= i,.. 94.87 -.::.94.87,•,,. _:_.9.• ..:-.v:. ... :},... ::< .i,. ....�...9.8 ,':94,87 _':9987 Total Snow(plf) ,. _._ 473 35 _ 56216 261.49 _ 261.49 .. .,261.49 _261,49 __261 49 _. 261 49_ _261.49 261 49 _261.49 261.49 _261 49 261.49 261.49 261 49 261.49 130.75 .. r. D+C+SNOW+DRIFT Pif) ;;?.;_ ._;488 15 -_;;59f162 `_, 289.95 �. -289.95_;: :.289.95 .;389.95_„ ;:_289 95„ ,,, :289 95 t,289 95-;;: Z89 95_::;; 289:95,:, ;289;95, 289 95, �;,:-289 95 289 95 289,95,;,. ,i; 1'A 98, D+C+LIVE I 64.13 123.33 123.33 1 123.33 123.33 123.33 123.33 123.33 123.33 123.33 123.33 123.33 123.33 123.33 1 123.33 123.33 123.33 1 61.66 5.00, f nmin=1 1 n 7n of I14.67' 6.0 5.00, 2.39' Pf=55.13 psf �1 2 nucor LIEGL 3/1/04 Unbalanced Snow Loading on Gable Roofs (per ASCE 7-02 Section 7.6. 1 and Figure 7-5) Version 1 .1 (05/23/03) Input Values Building Length: 200.0000 ft- Building Width: 30.0000 ft Left Distance to Ridge: 15.0000 ft Right Distance to Ridge: 15.0000 ft Left Roof Rise: 5.0000 ft Right Roof Rise: 5.0000 ft Left Slope: 4.000:12 Right Slope: 4.000:12 Left Purlin Layout: Right Purlin Layout: Ground Snow Load: 70.00 psf MBMA Occupancy: II-96 Exposure Factor (Ce): 1 .0 Snow Imp. Factor (Is): 1 .0 Thermal Factor (Ct): 1 .2 Roof Surface: Unobstructed and Slipper Calculations Left Slope Factor (Cs): 0.9 Right Slope Factor (Cs): 0.9 Left Roof Snow: 55.13 psf Right Roof Snow: 55.13 psf Left Roof Angle: 18.43' Right Roof Angle: 18.43' Left Angle Limit: 5.17' Right Angle Limit: 5.17' beta, wind left: 0.5 beta, wind right: 0.5 Snow Density: 23.10 Min. Uniform Roof Snow: 55.13 Min. Uniform Roof Snow: 55.13 Wind to Left Wind to Right Windward Snow Load: 0.00 psf Windward Snow Load: 0.00 psf Leeward Ridge Snow: 82.69 psf Leeward Ridge Snow: 82.69 psf Leeward Eave Snow: 82.69 psf Leeward Eave Snow: 82.69 psf No. Rows on Left Slope: 1 No. Rows on Right Slope: 1 Wind Left - Lee (Left) Purlin Layout Wind Right - Lee (Right) Purlin Layout Global 'X' Trib. Width Global 'X' Trib. Width (ft) (ft) Load (psf / pif) (ft) (ft) Load (psf / pif) 0 0.0000 82.69 / 0.00 0 0.0000 82.69 / 0.00 3/1/04 LIEGL NBP Light Gage Analysis - Mac PPC / k � Version 5.240 11/10/03 AISI Spec Year = 1996 Input File: POS /' I /`• Summary Report for project name: GROSS ELECTRIC / LZEGL ---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 5.00 0BZ060 1 Yes RV-1 1 2 ----- ----- -0.032 0.00 1.50 1.80 -0.20 0.00 0.00 0.61 0.41 0.41 0.41 0.61 x 24.0 0.0 0.0 24.0 36.0 0.0 0.0 0.0 24.0 24.0 24.0 0.0 comb 2 0 - 2 2 3 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. -0.032 0.00 1.50 1.80 -0.20 0.00 0.00 0.61 0.41 0.41 0.41 0.61 x 24.0 0.0 0.0 24.0 36.0 0.0 0.0 0.0 24.0 24.0 24.0 0.0 span 1 0 1 1 1 0 0 1 1 1 1 1 comb 2 0 2 2 3 0 0 2 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 -0.20 -0.20 2 -1.50 -1.50 3 016 0.16 4 0..11 0.11 5 -0.59 -0.59 6 -1.41 -1.41 R Values: percent of fully braced moment strength Gravity Load: 84.8 Uplift Load: 91.3 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 - 1.5 Dead Load 2 10.0 Live Load 3 -9.6 Wind Load 4 -9.6 Edge Zone Wind Load 5 1.5 Collateral Load 6 97.1 Snow Load 7 10.0 Pattern LL, Bay 1 8 97.1 Pattern SL, Bay 1 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 9.00 0.00 9.00 5.00 2 1 Shear 60.00 0.00 60.00 5.00 3 1 Shear -57.50 0.00 -57.50 5.00 5 1 Shear 9.00 0.00 9.00 5.00 6 .1 Shear 582.60 0.00 582.60 5.00 7 1 Shear 60.00 0.00 60.00 5.00 8 1 Shear 582.60 0.00 582.60 5.00 Load Combinations: ---- ------------ ---- ------------ Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 3 4 5 6 7 8 1 Y 1.00 1.00 1.00 0.00 0.00 1.00 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 DL + COL + SL 3 Y 1.33 1.00 0.00 1.30 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 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 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 DL + COL + SL + 1.3 WL / 2) Deflection Limitations: The deflection limit with DEAD LOAD = L/ 120.00 . The maximum deflection with DEAD LOAD = 0.501, The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 0.40, _ Deflection limitations were applied to combinations 1-2,4-6 Total system weight = 14.75 lbs. Total system cost = 12.50 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 1989 AISI Addendum • All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 08Z060 5.00 Material Summary: -------- ------- Section Weight Cost Fy 08Z060 14.75 12.40 55.0 /, I f�! Roll Force Design Version 2.1 (12101103) Job Number: W4K0072A Engineer: LIEGL Job Name: GROSS ELECTRIC Purlin Run: P01 Loading Purlin Layout Information Dead: 3.00 psf Eave to Ridge Distance (W): 2.5qftNo. Rows on Slope (n): 5 Collateral: 3.00 psf Purlin Depth (d): 8.0 Spacing: 3.00 ft Live/Snow: 194.21 psf Roof Slope (s): 4.0 Roof Panel Type: Nucor CFRT"Roof T Bay Layout: 5 --> 1 Bays. Mid-Bay to Adjacent Frames IAt Frame Lines, From Roof to Rafter _-- -- ----------star--------- -�arrM----rvercMt -- --- -- ----- --ter—� -r-rarrr�— —_—_—_—_—_—_—_—_—_—_—_—_---_--- Width Purlin Thk. Load, W Roll Force Capacity for Eave Roll Force Resistance Detail Bay (ft) (in) (Ibs) (Ibs) (Ibs) Beam (Ibs)r Line Ctr (Ibs) (Ibs) (T/W/C) Detail Needs and Capacity (Ibs) 1 5.00 0.060 2,503 -252 ±569 -0- 1 0.63 -159 NR W Provide (5) Welded Clips. No WS Clips Req'd. 3 / , 2 0.63 -159 NR W Provide (5) Welded Clips. No WS Clips Re 'd. 3 3 4 I 4 5 5 6 6 7 ' 7 8 ' 8 9 9 10 , 10 11 1I 12 ( 12 13 13 14 ' 14 15 ' 15 16 16 17 17 18 18 19 119 20 120 IZ NUCOR BUILDING SYSTEMS Job # : W4K0072A Job Name: GROSS ELECTRIC Frame 5'X30' CANOPY Date 2/27/04 Designer: LIEGL File : E03 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type EMG Frame width 30.00 Ft. Bay width 2.50 Ft. LEFT RIGHT Dim to ridge 15.00 Ft 15.00 Ft,/1 Roof slope 4.00/12 -4.00/12 Eave height 11.17 Ft. 11.17 Ft. Girt offset 0.00 In. 0.00 In. Typ. Girt spacing 6.00 Ft. Purlin offset 8.00 In. 8.00 In. ° Typ. Purlin spacing: 5.00 Ft. Col. spacing 2@12.5000,5.0000 sr Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H COL04 - Top H Bottom H Column Bracing: WP1 Girt Brace N Flange Brace 0 Location (ft) : 10.4 WP2 Girt Brace Y N Flange Brace 2 0 Location (ft) : 13.5 14.6 WP3 Girt Brace N Flange Brace 0 Location (ft) : 12.1 WP4 Girt Brace N Flange Brace 0 Location (ft): 10.4 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 Q L O A D S (Psf) Roof Dead load 3.00_- Roof Coll load 3.00 Roof Live load 20.00 Roof Snow load 55.13 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 70.00 Ce = 1.00 Ss = 0.342 � l = 0.101 Seismic Design Category = C Site Class = D R = 4.50 Cd = 3.00 Sds = 0.348 rho = 1.00 omega = 2.500 Wind speed 90.00 Mph Exp..: : B Wind pressure 12.35 Psf Building is Partially Enclosed Wind pressure coefficients Cl C2 C3 C4 C� W1R 1.330 -0.520 -0.123 -0.068 W1L -0.068 -0.123 -0.520 1.330 W2R 0.230 -1.620 -1.223 -1.168 W21, -1.168 -1.223 -1.620 0.230 W5B 0.070 -0.520 0.020 0.070 W5F 0.070 0.020 -0.520 0.070 W6B -1.030 -1.620 -1.080 -1.030 W6F -1.030 -1.080 -1.620 -1.030 . Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COLO1 20.23 -23.76 COL02 19.27 -20.73 COL03 19.82 -21.28 COL04 21.37 -26.04 Wind Loads for Endwall Rafter Interior Zone 'Pressure 10.00 13.80 Suction 10.00 -26.88 Pressure 100.00 12.35 Suction 100.00 -23.97 Edge Zone Pressure 10.00 13.80 Suction 10.00 -31.23 Pressure 100.00 12.35 Suction 100.00 -25.42 Tributary Widths Panel Trib. Width (ft) WP1 6.75 WP2 12.00 WP3 8.75 WP4 2.50 RP1 2.50 RP2 2.50 ----------------------------------------- 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 -0.007 -0.007 0.000 15.000 RDL RP2 -0.007 -0.007 15.000 30.000 COL RP1 -0.007 -0.007 0.000 15.000 COL RP2 -0.007 -0.007 15.000 30.000 SL RP1 -0.138 -0.138 0.000 15.000 SR RP2 -0.138 -0.138 15.000 30.000 RLL RP1 -0.050 -0.050 0.000 15.000 RLR RP2 -0.050 -0.050 15.000 30.000 W1R RP1 -0.016 -0.016 0.000 15.000 W1R RP2 -0.004 -0.004 15.000 30.000 W1L RP1 -0.004 -0.004 0.000 15.000 W1L RP2 -0.016 -0.016 15.000 30.000 W2R RP1 -0.050 -0.050 0.000 15.000 W2R RP2 -0.038 -0.038 15.000 30.000 W2L RP1 -0.038 -0.038 0.000 15.000 W2L RP2 -0.050 -0.050 15.000 30.000 W5B RP1 -0.082 -0.082 0.000 15.000 W5B RP2 -0.082 -0.082 15.000 30.000 W5B WP1 0.137 0.137 7.500 11.500 W5B WP2 0.231 0.231 11.750 15.333 W5B WP3 0.173 0.173 9.250 12.833 W5B WP4 0.053 0.053 7.590 11.170 W5F RP1 -0.082 -0.082 0.000 15.000 W5F RP2 -0.082 -0.082 15.000 30.000 W5F WP1 -0.160 -0.160 7.500 11.500 W5F WP2 -0.249 -0.249 11.750 15.333 W5F WP3 -0.186 -0.186 9.250 12.833 W5F WP4 -0.065 -0.065 7.590 11.170 W6B RP1 -0.082 -0.082 0.000 15.000 W6B RP2 -0.082 -0.082 15.000 30.000 W6B WP1 0.137 0.137 7.500 11.500 W6B WP2 0.231 0.231 11.750 15.333 W6B WP3 0.173 0.173 9.250 12.833 W6B WP4 0.053 0.053 7.590 11.170 Z d W6F RP1 -0.082 -0.082 0.000 15.000 W6F RP2 -0.082 -0.082 15.000 30.000 W6F wPi -0.160 -0.160 7.500 11.500 W6F WP2 -0.249 -0.249 11.750 15.333 W6F WP3 -0.186 -0.186 9.250 12.833 W6F WP4 -0.065 -0.065 7.590 11.170 EQR RP1 0.004 0.004 0.000 15.000 EQR RP2 0.004 0.004 15.000 30.000 EQL RP1 -0.004 -0.004 0.000 15.000 EQL RP2 -0.004 -0.004 15.000 30.000 RL1 RP1 -0.050 -0.050 0.000 12.500 RL2 RP1 -0.050 -0.050 12.500 15.000 RL2 RP2 -0.050 -0.050 15.000 25.000 RL3 RP2 -0.050 -0.050 25.000 30.000 S1 RP1 -0.138 -0.138 0.000 12.500 S2 RP1 -0.138 -0.138 12.500 15.000 S2 RP2 -0.138 -0.138 15.000 25.000 S3 RP2 -0.138 -0.138 25.000 30.000 LRD RP1 -0.207 -0.207 0.000 15.000 RRD RP2 -0.207 -0.207 15.000 30.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R SPAN1 0.115 0.000 0.000 0.667 W1R SPAN4 0.005 0.000 0.000 29.333 W1L SPAN1 -0.006 0.000 0.000 0.667 W1L SPAN4 -0.101 0.000 0.000 29.333 W2R SPAN1 0.020 0.000 0.000 0.667 W2R SPAN4 0.088 0.000 0.000 29.333 W2L SPAN1 -0.101 0.000 0.000 0.667 W2L SPAN4 -0.017 0.000 0.000 29.333 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description SL RP1 -0.348 -0.348 0.000 15.000 P-1 Drift SR RP2 -0.348 -0.348 15.000 30.000 P-2 Drift ----------------------------------------- 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 + 1.30W1R 6) 1.33 SW + RDL + 1.30W2R 7) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30WlL 8) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W2L 9) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 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 0.50SW + RDL + COL + 0.50SL + 0.50SR + 1.30W5B 20) 1.33 0.50SW + RDL + COL + 0.50SL + 0.50SR + 1.30W6B 21) 1.33 0.50SW + RDL + COL + 0.50SL + 0.50SR + 1.30W5F 22) 1.33 0.50SW + 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 + S1 + S2 + 0.5053 32) 1.00 SW + RDL + COL + 0.5051 + S2 + S3 33) 1.00 SW + RDL + COL + S1 + 0.5052 + 0.5053 34) 1.00 SW + RDL + COL + 0.50S1 + O.50S2 + S3 35) 1.00 SW + RDL + COL + LRD 36) 1.00 SW + RDL + COL + RRD 37) 1.30 1.05SW + 1.05RDL + 1.05COL + 0.20SL + 0.20SR + 0.71EQL 38) 1.30 1.05SW + 1.05RDL + 1.05COL + 0.20SL + 0.20SR + 0.71EQR 39) 1.30 0.85SW + 0.85RDL + 0.30EQL 40) 1.30 0.85SW + 0.85RDL + 0.30EQR Sob : W4K0072A GROSS ELECTRIC NUCOR BUILDING SYSTEMS Date: 03-02-04 Page: 1 Frame: 5'X30' CANOPY By : LIEGL File: E03 *+* DESIGN SUMMARY REPORT ++* ------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------------------------ Wide Flange Members Shipping Mat'l Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Kips Ratio Ft-kip Ratio Ratio Comb Loc Kips Ratio ----------------------------------------------------------------------------------------------------------------_-_-----_-_-_-_----_ RAFO1 WF818 W 8x 18 50.0 1 7 -1.1 0.01 -7.7 0.18 0.19 1 6 -3.32 0.09 RAF02 WF818 W Bx 18 50.0 1 15 -1.2 0.01 -6.9 0.16 0.17 1 15 -3.63 0.10 COLO1 WF818 W 8x 18 50.0 1 20 -2.9 0.02 0.0 0.00 0.02 1 20 0.00 0.00 COL02 WF818 W 8x 18 50.0 1 23 -6.9 0.05 0.0 0.00 0.05 17 25b 0.51 0.01 COL03 WF818 W 8x 18 50.0 1 27 -5.9 0.04 0.0 0.00 0.04 / 1 27 0.00 0.00 z COL04 WF818 W 8x 18 50.0 36 32 0.0 0.00 0.0 0.00 0.00 d 1 30 0.00 0.00' Frame Weight (lbs) = 733 Deflections (in): 10 yr Wind dx = -0.02 = H/1848 T LONG. WIND 1 TO FRONT Maximum dx = -0.03 = H/1176 SW+RDL+1.30W5F Maximum dy = -0.07 = L/ 861 @ MOD 3, SW+RDL+COL+SL+SR+0.65W5B Max. Live dy = -0.06 = L/2489 @ MOD 1, SW+RDL+COL+SL+SR � t, NUCOR BUILDING SYSTEMS Job #: W4K0072A Page: Frame : 5'X30' CANOPY By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E03 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** O 12.50 1Z.50 5.00 Y 4Z X 1Z.00 4.00 12.00 4.00 16.17 11.17 11.17 7.59 7.59 COL01 COLOZ COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 1 - DEAD I LOAD CASE 5 - WIND CASE 1 TO RIGHT COL01 0 1 0 COL01 0 -1 0 COL02 0 1 0 COL02 0 -1 0 COL03 0 1 0 COL03 0 -1 0 COL04 0 0-, 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 2 - COLLATERAL I LOAD CASE 6 - WIND CASE 1 TO LEFT COL01 0 1 0 COL01 0 -1 0 COL02 0 1 0 COL02 0 -1 0 COL03 0 1 0 I COL03 0 -1 0 COL04 0 0,r. 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 3 - ROOF LIVE I LOAD CASE 7 - WIND CASE 2 TO RIGHT COL01 0 1 0 COL01 0 -1 0 COL02 0 1 0 COL02 0 -1 0 COL03 0 1 0 COL03 0 -1 0 COL04 0 0` 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 4 - SNOW I LOAD CASE 8 - WIND CASE 2 TO LEFT COL01 0 3 0 COL01 0 -1 0 COL02 0 7 0 COL02 0 -1 0 COL03 0 6 0 COL03 0 -1 0 COL04 0. 0 0 COL04 0 0 0 } ---------------------------------------------------------------------------------------------------------- fl ; NUCOR BUILDING SYSTEMS Job #: W4KO072A Page: Frame : 5'X30' CANOPY By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E03 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** A , 12.50 12.50 5.00 Y X 12.00 2 4.001 1Z.00 4.00 16.17 11.17 11.17 7.59 7.59 COL01 COL02 COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 9 - LONG. WIND 1 TO BACK I LOAD CASE 13 - SEISMIC TO RIGHT COL01 0 -1 0 COL01 0 1 0 COL02 -1 -2 0 I COL02 0 -1 0 COL03 0 -1 0 I COL03 0 1 0 COL04 0 0/ 0 COL04 0 0 0 ---------------------------------------------7------------------------------------------------------------ LOAD CASE 10 - LONG. WIND 1 TO FRONT I LOAD CASE 14 - SEISMIC TO LEFT COL01 0 -1 0 COL01 0 -1 0 COL02 1 -1 0 COL02 0 1 0 COL03 0 -2 0 COL03 0 -1 0 COL04 0 0 0 COL04 0 0,: 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 11 - LONG. WIND 2' TO BACK I LOAD CASE 15 - LEFT RIDGE DRIFT COL01 0 -1 0 COL01 0 2 0 COL02 -1 -2 0 I COL02 0 3 0 COL03 0 -1 0 COL03 0 -1 0 COL04 0 0,/ 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 12 - LONG. WIND 2 TO FRONT I LOAD CASE 16 - RIGHT RIDGE DRIFT COL01 0 -1 0 COL01 0 -1 0 COL02 1 -1 0 COL02 0 1 0 COL03 0 -2 0 COL03 0 3 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- NUCOR BUILDING SYSTEMS Job #: W4KO072A Page: Frame : 5'X30' CANOPY By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E03 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD COMBINATION *** A 12.50 12.50 � 5.00 Y X 12.00 Z 4.00 12.00 4.00 16.17 11.17 11.17 7.59 / 7.59 COL01 COL02 COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) COMB. 1 - SW+RDL+COL+SL+SR I COMB. 5 - SW+RDL+1.30WlR COL01 0 4 0 COL01 0 1 0 COL02 0 8 0 I COL02 0 1 0 COL03 0 7 0 COL03 0 1 0 COL04 0 0 0 COL04 0 0 0 COMB. 2 - SW+RDL+COL+RLL+RLR I COMB. 6 - SW+RDL+1.30W2R COL01 0 1 0 COL01 0 -1 0 COL02 0 2 0 COL02 0 -1 0 COL03 0 2 0 COL03 0 -1 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 3 - SW+RDL+1.30WlL I COMB. 7 - SW+RDL+COL+0.50SL+0.50SR+1.3OW1L COL01 0 1 0 I COL01 0 2 0 COL02 0 1 0 I COL02 0 4 0 COL03 0 1 0 COL03 0 4 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 4 - SW+RDL+1.30W2L I COMB. 8 - SW+RDL+COL+0.50SL+0.50SR+1.3OW2L COL01 0 -1 0 COL01 0 2 0 COL02 0 -1 0 I COL02 0 4 0 COL03 0 -1 0 COL03 0 3 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- NUCOR BUILDING SYSTEMS Job #: W4K0072A Page: Frame : 5'X30' CANOPY By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E03 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD COMBINATION *** A 12.50 12.50 5.00 Y X 12.00 Z 4.00 12.00 1 4.00 16.17 11.17 11.17 7.59 7.59 COL01 COL02 COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- COMB. 9 - SW+RDL+COL+0.50SL+0.50SR+1.30W1R COMB. 13 - SW+RDL+COL+SL+SR+0.65W1R COLO1 0 2 0 I COLO1 0 4 0 COL02 0 4 0 COL02 0 8 0 COL03 0 4 0 I COL03 0 7 0 COL04 0 0 0 I COL04 0 0 0 ----------------------: 10 - SW+RDL+COL+0.50SL+0.50SR+1.30W2R I COMB. 14 - SW+RDL+COL+SL+SR+0.65W2R COLO1 0 2 0 COLO1 0 3 0 COL02 0 4 0 COL02 0 7 0 COL03 0 3 0 I COL03 0 6 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 11 - SW+RDL+COL+SL+SR+0.65W1L I COMB. 15 - SW+RDL+1.30W5B COLO1 0 4 0 COLO1 0 -1 0 COL02 0 8 0 I COL02 -1 -2 0 COL03 0 7 0 COL03 0 -1 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 12 - SW+RDL+COL+SL+SR+0.65W2L I COMB. 16 - SW+RDL+1.30W6B COLO1 0 3 0 COLO1 0 -1 0 COL02 0 7 0 COL02 -1 -2 0 COL03 0 6 0 COL03 0 -1 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- NUCOR BUILDING SYSTEMS Job #: W4K0072A Page: Frame : 5'X30' CANOPY By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E03 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD COMBINATION *** A 12.50 O 12.50 5.00 Y X 12.00 4.00 12.00 4.00 16.17 11.17 11.17 7.59 7.59 COL01 COL02 COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- COMB. 17 - SW+RDL+1.30W5F I COMB. 21 - 0.50SW+RDL+COL+0.50SL+0.50SR+1.30W5F COLO1 0 -1 0 I COLO1 0 1 0 COL02 1 -1 0 COL02 1 4 0 COL03 0 -2 0 COL03 0 2 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 18 - SW+RDL+1.30W6F I COMB. 22 - 0.50SW+RDL+COL+0.50SL+0.50SR+1.30W6F COLO1 0 -1 0 COLO1 0 1 0 COL02 1 -1 0 COL02 1 4 0 COL03 0 -2 0 COL03 0 2 0 COL04 0 0 0 I COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 19 - 0.50SW+RDL+COL+0.50SL+0.50SR+1.30W5B I COMB. 23 - SW+RDL+COL+SL+SR+0.65W5B COLO1 0 2 0 COLO1 0 3 0 COL02 -1 2 0 COL02 -1 7 0 COL03 0 3 0 I COL03 0 6 0 COL04 0 0 0 I COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 20 - 0.50SW+RDL+COL+0.50SL+0.50SR+1.30W6B COMB. 24 - SW+RDL+COL+SL+SR+0.65W6B COLO1 0 2 0 COLO1 0 3 0 COL02 -1 2 0 COL02 -1 7 0 COL03 0 3 0 COL03 0 6 0 COL04 0 0 0 I COL04 0 0 0 -------------------------------7-------------------------------------------------------------------------- 3 �la � NUCOR BUILDING SYSTEMS Job #: W4K0072A Page: Frame : 5'X30' CANOPY By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E03 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD COMBINATION *** A 12.50 1Z.50 5.00 y X 12.00 Z 4.00 12.00 4.00 16.17 11.17 11.17 7.59 7.59 COL01 COL02 COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft). ---------------------------------------------------------------------------------------------------------- COMB. 25 - SW+RDL+COL+SL+SR+0.65W5F I COMB. 29 - SW+RDL+COL+RLI+RL2 COLO1 0 3 0 COLO1 0 1 0 COL02 1 7 0 COL02 0 2 0 COL03 0 6 0 COL03 0 1 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 26 - SW+RDL+COL+SL+SR+0.65W6F I COMB. 30 - SW+RDL+COL+RL2+RL3 COLO1 0 3 0 COLO1 0 1 0 COL02 1 7 0 COL02 0 1 0 COL03 0 6 0 I COL03 0 2 0 COL04 0 0 0 I COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 27 - SW+RDL+COL+RLI+RL3 COMB. 31 - SW+RDL+COL+Sl+S2+0.5053 COLO1 0 1 0 COLO1 0 2 0 COL02 0 1 0 COL02 0 3 0 COL03 0 1 0 COL03 0 2 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 28 - SW+RDL+COL+RL2 COMB. 32 - SW+RDL+COL+0.50S1+S2+S3 COLO1 0 1 0 COLO1 0 1 0 COL02 0 1 0 COL02 0 2 0 COL03 0 1 0 COL03 0 3 0 COL04 0 0 0 I COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- �i NUCOR BUILDING SYSTEMS Job #: W4K0072A Page: Frame : 5'X30' CANOPY By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E03 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD COMBINATION *** A 12.50 12.50 5.00 Y X 12.00 Z 4.00 12.00 4.00 16.17 11.17 11.17 7.59 7.59 COL01 COL02 COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- COMB. 33 - SW+RDL+COL+S1+0.5OS2+0.5OS3 COMB. 37 - 1.05SW+1.05RDL+1.05COL+0.20SL+0.20SR+0.71E COL01 0 2 0 COL01 0 1 0 COL02 0 2 0 COL02 0 2 0 COL03 0 2 0 I COL03 0 2 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 34 - SW+RDL+COL+0.5OS1+0.50S2+S3 I COMB. 38 - 1.05SW+1.05RDL+1.05COL+0.20SL+0.20SR+0.71E COL01 0 1 0 COL01 0 1 0 COL02 0 2 0 COL02 0 2 0 COL03 0 2 0 COL03 0 2 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------=------------------------------------------ COMB. 35 - SW+RDL+COL+LRD COMB. 39 - 0.85SW+0.85RDL+0.30EQL COL01 0 2 0 COL01 0 1 0 COL02 0 3 0 I COL02 0 1 0 COL03 0 1 0 COL03 0 1 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 36 - SW+RDL+COL+RRD I COMB. 40 - 0.85SW+0.85RDL+0.30EQR COL01 0 1 0 COL01 0 1 0 COL02 0 2 0 COL02 0 1 0 COL03 0 4 0 COL03 0 1 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- �s , NUCOR BUILDING SYSTEMS Job # W4K0072A Job Name: GROSS ELECTRIC Frame 5'X30' CANOPY Date 2/27/04 Designer: LIEGL File : E04 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type EMG Frame width 30.00 Ft. i Bay width 2.50 Ft. LEFT RIGHT Dim to ridge 15.00 Ft.j 15.00 Ft/ Roof slope 4.00/12 -4.00/12< Eave height 11.17 Ft. 11.17 Ft. j Girt offset 0.00 In. 1 0.00 In. Typ. Girt spacing 6.00 Ft. Purlin offset 8.00 In. 8.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 2@12.5000,5.0000 j Supports / Spring Constants r� COLO1 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H COL04 - Top H Bottom H Column Bracing: WP1 Girt Brace N Flange Brace 0 Location (ft): 10.8 WP2 Girt Brace N Flange Brace 0 Location (ft): 14.6 WP3 Girt Brace N Flange Brace 0 f Location (ft): 12.1 WP4 Girt Brace N Flange Brace 0 Location (ft): 10.4 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 `f 1986/1996 MBMA occupancy class 1/2 r.• L O A D S (Psf) Roof Dead load 3.00 / Roof Coll load 3.00� Roof Live load 20.00 Roof Snow load 55.13' Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 70.00 C. = 1.00 Ss = 0.342 S1 = 0.101 / Seismic Design Category = C Site Class = D R = 4.50 Cd = 3.00 Sds = 0.348 / rho = 1.00 omega = 2.500 Wind speed 90.00 Mph Exp. B Wind pressure 12.35 Psf Building is Partially Enclosed.' Wind pressure coefficients Cl C2 C3 C4 1 i W1R 1.330 -0.520 -0.123 -0.068 W1L -0.068 -0.123 -0.520 1.330 W2R 0.230 -1.620 -1.223 -1.168 W2L -1.168 -1.223 -1.620 0.230 W5B 0.070 -0.520 0.020 0.070 W5F 0.070 0.020 -0.520 0.070 W6B -1.030 -1.620 -1.080 -1.030 W6F -1.030 -1.080 -1.620 -1.030 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COL01 20.23 -23.76 COL02 19.27 -20.73 COL03 19.82 -21.28 COL04 21.37 -26.04 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 13.80 Suction 10.00 -26.88 Pressure 100.00 12.35 Suction 100.00 -23.97 Edge Zone Pressure 10.00 13.B0 Suction 10.00 -31.23 Pressure 100.00 12.35 Suction 100.00 -25.42 Tributary Widths Panel Trib. Width (ft) WP1 6.75 WP2 12.00 WP3 8.75 WP4 2.50 RP1 2.50 RP2 2.50 ----------------------------------------- P R O G R A M - A P P L I E D 1; 0 A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.007 -0.007 0.000 15.000 RDL RP2 -0.007 -0.007 15.000 30.000 COL RP1 -0.007 -0.007 0.000 15.000 COL RP2 -0.007 -0.007 15.000 30.000 SL RP1 -0.138 -0.138 0.000 15.000 SR RP2 -0.138 -0.138 15.000 30.000 RLL RP1 -0.050 -0.050 0.000 15.000 RLR RP2 -0.050 -0.050 15.000 30.000 W1R RP1 -0.016 -0.016 0.000 15.000 W1R RP2 -0.004 -0.004 15.000 30.000 W1L RP1 -0.004 -0.004 0.000 15.000 W1L RP2 -0.016 -0.016 15.000 30.000 W2R RP1 -0.050 -0.050 0.000 15.000 W2R RP2 -0.038 -0.038 15.000 30.000 W2L RP1 -0.038 -0.038 0.000 15.000 W2L RP2 -0.050 -0.050 15.000 30.000 W5B RP1 -0.082 -0.082 0.000 15.000 W5B RP2 -0.082 -0.082 15.000 30.000 W5B WP1 0.137 0.137 8.000 11.500 W5B WP2 0.231 0.231 11.000 15.333 W5B WP3 0.173 0.173 9.000 12.833 W5B WP4 0.053 0.053 8.000 11.170 W5F RP1 -0.082 -0.082 0.000 15.000 W5F RP2 -0.082 -0.082 15.000 30.000 W5F WP1 -0.160 -0.160 8.000 11.500 W5F WP2 -0.249 -0.249 11.000 15.333 W5F WP3 -0.186 -0.186 9.000 12.833 W5F WP4 -0.065 -0.065 8.000 11.170 W6B RP1 -0.082 -0.082 0.000 15.000 W6B RP2 -0.082 -0.082 15.000 30.000 W6B WPi 0.137 0.137 8.000 11.500 W6B WP2 0.231 0.231 11.000 15.333 W6B WP3 0.173 0.173 9.000 12.833 W6B WP4 0.053 0.053 8.000 11.170 �j W6F RP1 -0.082 -0.082 0.000 15.000 W6F RP2 -0.082 -0.082 15.000 30.000 W6F WP1 -0.160 -0.160 8.000 11.500 W6F WP2 -0.249 -0.249 11.000 15.333 W6F WP3 -0.186 -0.186 9.000 12.833 W6F WP4 -0.065 -0.065 8.000 11.170 EQR RP1 0.004 0.004 0.000 15.000 EQR RP2 0.004 0.004 15.000 30.000 EQL RP1 -0.004 -0.004 0.000 15.000 EQL RP2 -0.004 -0.004 15.000 30.000 RL1 RP1 -0.050 -0.050 0.000 12.500 RL2 RP1 -0.050 -0.050 12.500 15.000 RL2 RP2 -0.050 -0.050 15.000 25.000 RL3 RP2 -0.050 -0.050 25.000 30.000 S1 RP1 -0.138 -0.138 0.000 12.500 S2 RP1 -0.138 -0.138 12.500 15.000 S2 RP2 -0.138 -0.138 15.000 25.000 S3 RP2 -0.138 -0.138 25.000 30.000 LRD RP1 -0.207 -0.207 0.000 15.000 RRD RP2 -0.207 -0.207 15.000 30.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R SPAN1 0.128 0.000 0.000 1.000 W1R SPAN4 0.007 0.000 0.000 30.000 W1L SPAN1 -0.007 0.000 0.000 1.000 W1L SPAN4 -0.128 0.000 0.000 30.000 W2R SPAN1 0.022 0.000 0.000 1.000 W2R SPAN4 0.112 0.000 0.000 30.000 W2L SPAN1 -0.112 0.000 0.000 1.000 W2L SPAN4 -0.022 0.000 0.000 30.000 ----------------------------------------- U S E R - A P P L I E D L 0 A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description SL RP1 -0.348 -0.348 0.000 15.000 P-1 Drift f SR RP2 -0.348 -0.348 15.000 30.000 P-2 Drift ------------------7---------------------- 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 + 0.50SR + 1.30W1L 8) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W2L 9) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30WlR 10) 1.33 SW + RDL + COL + 0.50SL + O.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 0.50SW + RDL + COL + 0.50SL + 0.50SR + 1.30W5B 20) 1.33 0.50SW + RDL + COL + 0.50SL + 0.50SR + 1.30W6B 21) 1.33 0.50SW + RDL + COL + 0.50SL + 0.50SR + 1.30W5F 22) 1.33 0.50SW + 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 + S1 + S2 + 0.5053 32) 1.00 SW + RDL + COL + 0.50S1 + S2 + S3 33) 1.00 SW + RDL + COL + S1 + 0.5052 + 0.5053 34) 1.00 SW + RDL + COL + O.50S1 + 0.5052 + S3 35) 1.00 SW + RDL + COL + LRD 36) 1.00 SW + RDL + COL + RRD 37) 1.30 1.05SW + 1.05RDL + 1.05COL + 0.20SL + 0.20SR + 0.71EQL 3 1 : 38) 1.30 1.05SW + 1.05RDL + 1.05COL + 0.20SL + 0.20SR + 0.71EQR 39) 1.30 0.85SW + 0.85RDL + 0.30EQL 40) 1.30 0.85SW + 0.85RDL + 0.30EQR 7 � 4 /t A_ ,, r Job : W4K0072A GROSS ELECTRIC NUCOR BUILDING SYSTEMS Date: 03-02-04 Page: 1 Frame: 5'X30' CANOPY By : LIEGL File: E04 - DESIGN SUMMARY REPORT *R* ------------------------------------------------------------------------------------------------------------------------------------ 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', Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W150 1 7 -1.1 0.01 -7.7 0.06 0.06 0.07 1 6 -3.37 0.30 0.09 0.09 2 F5.25 F5.25 W150 1 9 -1.1 0.01 -5.4 0.04 0.04 0.05% 1 9 3.23 0.21 0.09 0.09 Chkpt 1 8 9 11 i •� Depth 26.00 26.00 26.00 Section 1 1 1 2 1 ------------------------------------------------------------------------------------------------------------------------------------ width thick Fy I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Fig 5.0 0.2500 55.00 5.0 0.2500 55.00 Web 0.1500 55.00 0.1500 55.00 B/R Fig 5.0 0.2500 55.00 5.0 0.2500 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 Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ i F5.25 F5.25 W150 1 16 -0.8 0.00 -5.5 0.04 0.05 0.05 1 16 -2.28 0.20 0.06 0.06 2 F5.25 F5.25 W150 1 19 -1.2 0.01 -6.8 0.05 0.06 0.06 1 19 -3.64 0.32 0.10 0.10 Chkpt 12 16 17 23 Depth 26.00 26.00 26.00 Section I 1 1 2 1 ------------------------------------------------------------------------------------------------------------------------------------ width thick Fy I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ T/L Fig 5.0 0.2500 55.00 5.0 0.2500 55.00 I Web 0.1500 55.00 0.1500 55.00 B/R Fig 5.0 0.2500 55.00 5.0 0.2500 55.00 ------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------------------------ Wide Flange Members Shipping Mat'l Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Kips Ratio Ft-kip Ratio Ratio Comb Loc Kips Ratio ------------------------------------------------------------------------------------------------------------------------------------ COL01 WF818 W 8x 18 50.0 1 24 -2.9 0.02 0.0 0.00 0.02 1 24 0.00 0.00 COL02 WF818 W 8x 18 50.0 1 26 -7.0 0.05 0.0 0.00 0.05 1 26 0.00 0.00 COL03 WF918 W 8x 18 50.0 1 28 -5.9 0.04 0.0 0.00 0.04 / 1 30 0.00 0.00 COL04 WF818 W 8x 18 50.0 31 32 0.0 0.00 0.0 0.00 0.00 1 31 0.00 0.00 Frame Weight (lbs) = 745 Deflections (in): % Maximum dy = -0.01 = L/7477 @ MOD 3, SW+RDL+COL+SL+SR+0.65W1R - NUCOR BUILDING SYSTEMS Job #: W4KO072A Page: Frame : 5'X30' CANOPY By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E04 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** A 12.50 O 12.50 5.00 O 9, X 12.00 4.00 12.00 4.00 16.17 11.17 11.17 7.50 7.50 COL01 COL02 COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 1 - DEAD I LOAD CASE 5 - WIND CASE 1 TO RIGHT COL01 0 1 0 COL01 0 -1 0 COL02 0 1 0 I COL02 0 -1 0 COL03 0 1 f 0 I COL03 0 -1 0 COL04 0 0 0 COL04 0 0 -'� 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 2 - COLLATERAL I LOAD CASE 6 - WIND CASE 1 TO LEFT COL01 0 1 0 COL01 0 -1 0 COL02 0 1 0 COL02 0 -1 0 COL03 0 1 0 COL03 0 -1 0 COL04 0 0 0 COL04 0 0. 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 3 - ROOF LIVE I LOAD CASE 7 - WIND CASE 2 TO RIGHT COL01 0 1 0 COL01 0 -1 0 COL02 0 1 0 COL02 0 -1 0 COL03 0 1 0 COL03 0 -1 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 4 - SNOW I LOAD CASE 8 - WIND CASE 2 TO LEFT COL01 0 3 0 COL01 0 -1 0 COL02 0 7 0 COL02 0 -1 0 COL03 0 6 0 COL03 0 -1 �% 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- NUCOR BUILDING SYSTEMS Job #: W4K0072A Page: Frame : 5'X30' CANOPY By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E04 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** A9—12.50 1Z.50 5.00 9' Y X 12.00 Z 4.00 12.00 4.00 16.17 11.17 11.17 7.50 7.50 COL01 COL02 COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 9 - LONG. WIND 1 TO BACK I LOAD CASE 13 - SEISMIC TO RIGHT COLO1 0 -1 0 COLO1 0 1 0 COL02 0 -1 0 I COL02 0 -1 0 COL03 0 -2 0 COL03 0 1 _ 0 COL04 0 0 f% 0 COL04 0 0 s 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 10 - LONG. WIND 1 TO FRONT I LOAD CASE 14 - SEISMIC TO LEFT COLO1 0 -1 0 COLO1 0 -1 0 COL02 0 -1 0 I COL02 0 1 0 COL04 0 0/ 0 COL04 0 0/ 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 11 - LONG. WIND 2 TO BACK I LOAD CASE 15 - LEFT RIDGE DRIFT COLO1 0 -1 0 COLO1 0 2 0 COL02 0 -1 0 COL02 0 3 0 COL03 0 -2 0 I COL03 0 -1 0 COL04 0 0 i 0 I COL04 0 0 P 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 12 - LONG. WIND 2 TO FRONT LOAD CASE 16 - RIGHT RIDGE DRIFT COLO1 0 -1 0 COLO1 0 -1 0 COL02 0 -1 0 COL02 0 1 0 COL03 0 -2 0 COL03 0 3 0 COL04 0 0 �/ 0 I COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- 2 I I ' .44 z}i 1 NUCOR BUILDING SYSTEMS Job #: W4KO072A Page: Frame : 5'X30' CANOPY By: LIEGL _ Date: 03-02-04 Job Name: GROSS ELECTRIC File: E04 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD COMBINATION *** A 12.50 5.00 Y Z /' X 1Z.00 4.00 12.00 4.00 16.17 11.17 11.17 7.50 7.50 )MAX 1169&-t. LOAD oft- CA W'?j - &A M 17b —W??a COL01 COLOZ COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) ---------------- COMB. 1 - SW+RDL+COL+SL+SR COMB. 5 - SW+RDL+1.30WlR COL01 0 4 0 I COL01 0 1 0 COL02 0 8 0 I COL02 0 1 0 COL03 0 7 0 I COL03 0 1 0 COL04 0 0 0 COL04 0 0 0 ---------------- COMB. 2 - SW+RDL+COL+RLL+RLR COMB. 6 - SW+RDL+1.30W2R COL01 0 1 0 COL01 0 -1 0 COL02 0 2 0 I COL02 0 -1 0 COL03 0 2 0 COL03 0 -1 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 3 - SW+RDL+1.30WlL I COMB. 7 - SW+RDL+COL+0.50SL+0.50SR+1.3OW1L COL01 0 1 0 I COL01 0 2 0 COL02 0 1 0 I COL02 0 4 0 COL03 0 1 0 I COL03 0 4 0 COL04 0 0 0 I COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 4 - SW+RDL+1.30W2L I COMB. 8 - SW+RDL+COL+0.50SL+0.50SR+1.3OW2L COL01 0 -1 0 COL01 0 2 0 COL02 0 -1 0 COL02 0 4 0 COL03 0 -1 0 COL03 0 3 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- NUCOR BUILDING SYSTEMS Job #: W4KO072A Page: Frame : 5'X30' CANOPY By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E04 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD COMBINATION *** 12.50 O5.00Y T__IL50 4Z, X 12.00 4.00 1Z.00 4.00 16.17 11.17 11.17 7.50 7.50 COL01 COL02 COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- COMB. 9 - SW+RDL+COL+0.50SL+0.50SR+1.3OW1R I COMB. 13 - SW+RDL+COL+SL+SR+0.65W1R COL01 0 2 0 I COL01 0 4 0 COL02 0 4 0 COL02 0 8 0 COL03 0 4 0 I COL03 0 7 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 10 - SW+RDL+COL+0.50SL+0.50SR+1.3OW2R I COMB. 14 - SW+RDL+COL+SL+SR+0.65W2R COL01 0 2 0 COL01 0 3 - 0 COL02 0 4 0 I COL02 0 7 0 COL03 0 3 0 COL03 0 6 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 11 - SW+RDL+COL+SL+SR+0.65W1L I COMB. 15 - SW+RDL+1.30W5B COL01 0 4 0 COL01 0 -1 0 COL02 0 8 0 COL02 0 -1 0 COL03 0 7 0 COL03 0 -1 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 12 - SW+RDL+COL+SL+SR+0.65W2L I COMB. 16 - SW+RDL+1.30W6B COL01 0 3 0 COL01 0 -1 0 COL02 0 8 0 COL02 0 -1 0 COL03 0 6 0 COL03 0 -1 0 COL04 0 0 0 COL04 0 0 0 ------------------------------------------------------------------------------7--------------------------- ,, NUCOR BUILDING SYSTEMS Job #: W4KO072A Page: Frame : 5'X30' CANOPY By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E04 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD COMBINATION *** A O 12.50 O 12.50 O 5.00 O Y X 12.00 Z 4.00 12.00 4.00 16.17 11.17 11.17 7.50 7.50 C0LO1 C0LO2 C0LO3 C0L04 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- COMB. 17 - SW+RDL+1.30W5F I COMB. 21 - 0.50SW+RDL+COL+0.50SL+0.50SR+1.3OW5F COL01 0 -1 0 I COL01 0 1 0 COL02 0 -1 0 I COL02 0 3 0 COL03 0 -1 0 I COL03 0 2 0 COL04 0 0 0 I COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 18 - SW+RDL+1.30W6F I COMB. 22 - 0.50SW+RDL+COL+0.50SL+0.50SR+1.3OW6F COL01 0 -1 0 I COL01 0 1 0 COL02 0 -1 0 I COL02 0 3 0 COL03 0 -1 0 I COL03 0 2 0 COL04 0 0 0 I COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 19 - 0.50SW+RDL+COL+0.50SL+0.50SR+1.3OW5B I COMB. 23 - SW+RDL+COL+SL+SR+O.65W5B COL01 0 1 0 I COL01 0 3 0 COLO2 0 3 0 I COL02 0 7 0 COL03 0 2 0 I COL03 0 6 0 COL04 0 0 0 I COL04 0 0 - 0 ---------------------------------------------------------------------------------------------------------- COMB. 20 - 0.50SW+RDL+COL+0.50SL+0.50SR+1.3OW6B I COMB. 24 - SW+RDL+COL+SL+SR+O.65W6B COL01 0 1 0 I COL01 0 3 0 COL02 0 3 0 I COL02 0 7 0 COL03 0 2 0 I COL03 0 6 0 COL04 0 0 0 I COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- 3 i NUCOR BUILDING SYSTEMS Job #: W4KO072A Page: Frame : 5'X30' CANOPY By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E04 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD COMBINATION *** A 1Z.50 12.50 5.00 Y X 12.00 4.00 12.00 4.00 16.17 11.17 11.17 7.50 7.50 -21 COL01 COL02 COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- COMB. 25 - SW+RDL+COL+SL+SR+0.65W5F I COMB. 29 - SW+RDL+COL+RLI+RL2 COL01 0 3 0 I COL01 0 1 0 COL02 0 7 0 I COL02 0 2 0 COL03 0 6 0 COL03 0 1 0 COL04 0 0 0 I COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 26 - SW+RDL+COL+SL+SR+0.65W6F I COMB. 30 - SW+RDL+COL+RL2+RL3 COL01 0 3 0 COL01 0 1 0 COL02 0 7 0 COL02 0 1 0 COL03 0 6 0 COL03 0 2 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 27 - SW+RDL+COL+RLI+RL3 I COMB. 31 - SW+RDL+COL+SI+S2+0.5OS3 COL01 0 1 0 COL01 0 2 0 COL02 0 1 0 COL02 0 3 0 COL03 0 1 0 COL03 0 2 0 COL04 0 0 0. COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 28 - SW+RDL+COL+RL2 I COMB. 32 - SW+RDL+COL+0.5OS1+S2+S3 COL01 0 1 0 COL01 0 1 0 COL02 0 1 0 COL02 0 2 0 COL03 0 1 0 COL03 0 3 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- F' NUCOR BUILDING SYSTEMS Job #: W4KO072A Page: Frame : 5'X30' CANOPY By: LIEGL Date: 03-02-04 Job Name: GROSS ELECTRIC File: E04 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD COMBINATION *** A 1Z.50 12.50 5.00 Y X 12.00 Z 4.00 12.00 4.00 16.17 11.17 11.17 7.50 7.50 COL01 COL02 COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- COMB. 33 - SW+RDL+COL+S1+0.5OS2+0.5OS3 I COMB. 37 - 1.05SW+1.05RDL+1.05COL+0.20SL+0.20SR+0.71E COL01 0 2 0 I COL01 0 1 0 COL02 0 3 0 COL02 0 2 0 COL03 0 2 0 I COL03 0 2 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 34 - SW+RDL+COL+0.5OS1+0.5OS2+S3 I COMB. 38 - 1.05SW+1.05RDL+1.05COL+0.20SL+0.20SR+0.71E COL01 0 1 0 COL01 0 1 0 COL02 0 2 0 COL02 0 2 0 COL03 0 2 - 0 COL03 0 2 0 COL04 0 0 0 I COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- COMB. 35 - SW+RDL+COL+LRD COMB. 39 - 0.85SW+0.85RDL+0.30EQL COL01 0 2 0 I COL01 0 1 0 COL02 0 3 0 COL02 0 1 0 COL03 0 1 0 I COL03 0 1 0 COL04 0 0 0 COL04 0 0 0 ----7------------------------------------------------------------------------------------------------------ COMB. 36 - SW+RDL+COL+RRD I COMB. 40 - 0.85SW+0.85RDL+0.30EQR COL01 0 1 0 COL01 0 1 0 COL02 0 2 0 I COL02 0 1 0 COL03 0 4 0 COL03 0 1 0 COL04 0 0 0 COL04 0 0 0 ---------------------------------------------------------------------------------------------------------- NUCOR BUILDING SYSTEMS \�'41 � � Page Of WATERLOO, IN 46793 - %"'- ' B Phone 260-837-7891 �. -; Y Date ,;;F- Fax 260-837-7384 Ck Date v A-O"'r T i -- y (��1�t1 `-C7 l;�`4 -- �r tJ4���C`'"i' �w7f"T�;,•sr'�S'�1,� '.. � ^�,�°f%'f,� `�. -d, t r04. rTc5=-) mli; ITT ;:,., �. ;-I l d? f i,o NBS-5 ' o GROSS ELECTRIC-- W4KO072A Load Combinations Span,and Loading Conditions 5'X30'CANOPY Member Length L ft. 5'0000 5' f Unbraced Length-Major Ibx in. 60.00 s Unbraced Length-Minor lby in. 60:O,1). Cbx 1.00 1.00 1.00 1.00 Cby 1.00 1.00 1.00 1.00 Member braced against joint translation? Cmx 1000 1000 f 1000 J+ 1000 J i c d Cmy v'. .-. 1:000 ll,.. .` t.a 1000 i:.'' ;' .5.-yyi .1'000;+ tl: 1000. 34 Kx Factor Kx 2100 1000. ' 1000 ' 2100 Ky Factor Ky Input shaded cells ,h S. Applied Loads X-axis Uniform Load(+Dn) kip/ft kip/ft l Y-axis Uniform Load(+Dn) kip/ft ki /ft Axial Load(+P=C,-P=T) P kip Mx End 1(+=Ten.on But) ft-kip l� i I Mx End 2(+=Ten.on Dot) ft-kip Mx Interior(+=Ten.on Bot) ft-kip =,, ..40i50, My End 1(+=Ten.on Bot) ft-kip ?` My End 2(+=Ten.on Bot) ft-kip " , My Interior(+=Ten.on Bot) ft-kip r Shear V kip y, Y , I Stress Factor 1:00 l Design Results O.K. #NIA #N/A #N/A Material Information Maximum CSR 0.465 / #N/A #N/A #N/A Section Built-Up(Y/N) <r If Hot-Roll,Fy= 50 ;j . ..50. 50 t , , SQ:.:. Section Sizes:Enter Wideflan a Section Built-Up input: Fy= Total Depth d in. 12 000 t Flange Width b in. 6 000 f Flange Thickness tf in. Web Thickness tw in. Design Section Used for Final Design: BU1222 #N/A #N/A #N/A Total Depth d in. 12.000 #N/A #NIA #N/A Flange Width b in. 6.000 #N/A #N/A #N/A Flange Thickness tf in. 0.375 #N/A #N/A #N/A Web Thickness tw in. 0.175 #N/A #N/A #N/A wgt 22.01 #N/A #N/A #NIA Final Design Loads Sim le-S an Moment Mx ft-ki Simple-Span Moment My ft-kip Maximum Moment Mx ft-kip 40.50 Maximum Moment My ft-kip Shear Va kip 8.20 Axial Pa kip Material Yield Flange Yield Fyf ksi 55.00 50.00 50.00 50.00 7 Web Yield Fyw ksi 55.00 50.00 50.00 50.00 Deflection Results Simple-Span Deflection Ax in. #DIV/O! #DIV/O! #DIV/O! Simple-Span Deflection L/ #DIV/O! #DIV/O! #DIV/O! #DIV/O! LIEGL 3/2/04 5'X30' CANOPYAS r - CONNECTION IS III Job Number W4K0072A"•i Number of rows of bolts: 2/row 2 Engineer: ? LIEGLx ' Bolt Diameter in. 0.750 Date: LOADING CONDITIONS DESCRIPTION Max.Beam Vertical End Load (kips) P_b 8X00VA% AUX RAFTER TO`CANOPY BEAf�}t F 5 a Total Vertical Load to Column (kips) P_c *Include end load from both beams (if two)framing into the column web MEZZANINE BEAM FRAMING ANGLES (5"x311x5/16") Beam Total Depth (in) d_b I"� 1=2 00 Total Length of Connection Angle La 6.00 Flange Width (in) bf_b :6`.00a= Length of Short Leg (in) I_sl 3.00 Flange Thickness(in) tf_b PE0375i 'Length of Long Leg (in) 1_II 5.00 Web Thickness (in) tw_b v% Oa175 ) Angle Thickness (in) t_a 0.313 Web Ultimate Stress ,(ksi) Fuw_b 58.00 Bolt Edge Distance (in) Iv 1.50 Bolt-to-End of Beam Distance (in) Ih 3.00 COLUMN WEB/FLANGE Angle Ultimate Stress (ksi) Fu_a 58 Member Total Depth d_c Flange Width (in) bf_c' tS:U OIL ` Flange Thickness (in) tf_c 'MMRD 25O'.-M? Web Thickness (in)* tw_c 111 U 150 Ultimate Stress (ksi) Fuw_c FASTENERS (Bolt Shear) Number of Rows of Bolts N Beam Bolt Shear Loading (Single or Double) S/D " D Column Bolt Shear Loading (Single or Double S/D St4a Bolt Diameter (in) Db 0.750 Allowable Bolt Shear Stress (ksi) Fv 21.00 Number of Bolts per Row BOLTS 1 Single Bolt Area (sq. in) Ab 0.442 FRAMING ANGLE CONNECTION ALLOWABLE ACTUAL RESULTS RATIOS Beam Bolt Shear (kips) 37.11 8:00 GOODI 0.216 Column Bolt Shear (kips) 37.11 8.00 GOODI 0.216 Mezzanine Beam Web Bearing (kips) r 18.27 8.00 GOODI 0.438 Column Web Bearing (kips) 29.70 8.00 GOODI 0.269 Shear Rupture at Angles (kips) 47.65 8.00 GOODI 0.168 Angle Bearing at Beam (kips) 32.68 4.00 GOODI 0.122 Angle Bearing at Column (kips) 32.68 8.00 GOODI 0.245 Minimum Ede Distance in Iv=1.5*Db 1.13 1.50 GOOD! BLOCK SHEAR CHECK (for coped beams only!) Coefficient C1 _C1 1.95 Coefficient C2 _C2 0.33 Total Resistance to Block Shear (kips) RBS 23.15 .8.00 GOOD! 3/2/04 CDN L 4 Bolt Extended Beam To Column Connection Version 1.3-2/4/00 Job Number: W41<0072A WARNING MESSAGES Engineer: LIEGL Date: 3/2/04 Description: CANOPY Moment, (M) _ 40 50 ft klps Shear, (V) Axial, (P) = 0 OO kips:,. Design Results: Endplate OK(SR=0.96) ❑Forces Are In Conjunction With Wind Bolts OK(SR=0.74) ❑Design For 1/4 Section Capacity Welds OK Section Information: W8X24 T Section Information: BU Section T Column Total Depth, (d,) _ 7 9300 mar. Beam Total Depth, (d,,) t12 0000`in Flange Width, (bf,.)= 6i4950 in� Flange.Width, (b�,) 6,0000 m Flange Thickness, Flange Thickness, (tfl,) "0.3750 m Web Thickness, (t ,.) = 0 2450 in Web Thickness, (t,,,) 0 1750 in Fy Column, (F„,) _, 36 ksl ::;' ` Fy Beam, (F,,) 55 kst Unbraced Length Min. Dist. From End Of Col. _' 102 0000'm. ._ Min. Flange Thk. For No Stiff. = 0.6554 in. *** Endplate Information *** Plate Width, (bp,) , 6,000Oih:.:.:,.;,; .. .::u.• .... 999: _....... *** Bolt Information *** Plate Length, (dP,) = 17.0000 in. Bolt Diameter, (D,,) = 0.7500 in. T Plate Thickness, (tpi) 0 5000.In ASTM Bolt Designation = A325 Fy Plate, (Fypl) = Min. Bolt Diameter Req'd = 0.5569 in. Min. Plate Thickness Req'd = 0.4792 in. *** Column Stiffener Requirements *** *** Weld Information *** Select Stiffener = F4 38 T / Flange Weld = FWD5 Fy Stiffener, (Fvff) Web Weld = FWD4 4 Bolt Extended Beam To Column Connection Version 1.3-2/4/00 Job Number: W41<0072A Engineer: LIEGL Description: CANOPY Date: 3/2/04 I I Upper Stiffener Requirements: i, 3.500 4 in. x 0.375 in. x 7.13 in. ! ! Lower Stiffener Reauirements: 1.250 in. C!7.-.._.._.._.. - - - - - 4 in. x 0.375 in. x 7.13 in. i i 1.250 in. 0.375 in. 0.500 in. _ _ _ 1.250 in. 0.375 in. T i i e I I 12.000 in. 17.000 In. I I 4 i i 0.375 in. I I 102.000 in. 6.000 in. ,I 8 Bolt Diameter = 0.750 in. Plate Width = 6.000 in. Plate Thickness = 0.500 in. Flange Weld = FWD5 7.930 in. Web Weld = FWD4 Flange Width, bf= 6.000 in. Flange Thickness,tF= 0.375 in. 0.400 in. 0.400 in. Web Thickness, tw = 0.175 in. Detailing Information 4 Bolt Extended Beam To Column Connection Version 1.3-2/4/00 Job Number: W41<0072A WARNING MESSAGES Engineer: LIEGL Date: 3/2/04 Description: CANOPY Moment, (M) =i< ,40�50 ft 'kips i t Shear V = :,::; ,116.20.k1 s ` Axial, (P) =... Ot.QO kips;..;.,.;,, Design Results: Endplate OK(Sft=0.92) ❑Forces Are In Con'unction With Wind Bolts OK(SR-0.63) ❑Design For 1/4 Section Capacity Welds OK Section Information: BU Section Section Information: BU Section Column Total Depth, (d�) _, 120000 in Beam Total Depth, (dh) 18 Flange Width, (bf�)= 6 0000 m: Flange Width, (b') r 6 4950 in Flange Thickness, (4,.) _, 0 2500 m; Flange Thickness, (tfh) Web Thickness, (t,,,,,) =r 01500 m Web Thickness, (1~,,,h) 0.245 0:i n Fy Column, (F��) { Fy Beam, (170) ?:..SO,.ksi`.. ..':. Unbraced Length = 240000 In; Min. Dist. From End Of Col. 102,0,0,00 m. Min. Flange Thk. For No Stiff. = 0.4696 in. *** Endplate Information *** Plate Width, (bp,) = �f *** Bolt Information *** Plate Length, (dpi) = 23 0000`in Bolt Diameter, (Dh) = 0.7500 in. "Irk Plate Thickness, (tpi) 0 4000 m ASTM Bolt Designation = A325 T Fy Plate, (Fypi) 50ksi% ;.,4; . Min. Bolt Diameter Req'd = 0.47.09 in. Min. Plate Thickness Req'd = " 0.3689 in. *** Column Stiffener Requirements Weld Information *** Select Stiffener = F3.38 / / Flange Weld = FWD5 Fy Stiffener, (Fyseff) = -.55 ksl ' Web Weld = FWD4 4 Bolt Extended Beam To Column Connection Version 1.3-2/4/00 Job Number: W4K0072A Engineer: LIEGL Description: CANOPY Date: 3/2/04 Upper Stiffener Requirements:. 3.5u0 i 3 in. x 0.375 in. x 11.5 in. ! Lower Stiffener Reauirements: 1.250 in. 3 in. x 0.375 in. x 11.5 in. i i 1.250 in. 0.375 in. 0.400 in. _ _ 1.250 in. 0.375 In. ;sue i i 18.000 in. 23.000 in. I I � I I - I I T I I I I I I 0.375 in. I I 102.000 in. 6.495 in. ,I a Bolt Diameter = 0.750 in. Plate Width = 6.495 in. Plate Thickness = 0.400 in. Flange Weld = FWD5 12.000 in. Web Weld = FWD4 Flange Width, bf= 6.495 in. Flange Thickness,tF= 0.375 in. OJ50 in. 0.250 in. Web Thickness,tw = 0.245 in. Detailing.Information GROSS ELECTRIC-• W4K0072A Load Combinations Span and Loading Conditions SW WIND COL DELFECTION L Member Length ft. �r Fra b � N. 24 0000 v� Unbraced Length-Major Ibx in. 288.00 288.00 Unbraced Length-Minor Iby in. Cbx 1.00 1.00 1.00 1.00 .Cby 1.00 1.00 1.00 1.00 :0K *�`e Member braced against joint translation? CntX ' 5M { 41 000 ft i r ✓ s';0 y 1 00�, F; rdx.ry 1 t..s 44� JEn"Ki li`1U�UtiS :+ -1 `s 'x"'t ,r rt'k.i -y 't x x:<„r1 a 5�. �A4 CmY � r � ,1 OOQ � a,_3...�,:....�_1000.�._y. �3, ._..�000_s,,�: '3_,, Kx Factor I{x ° +'1 OQO"f s 1 OOOFe, ti 1 000 t {2100'CiE�v Ky Factor Ky z t.1,000";: .. o .,x a '',.1000 `"' ,.I.�.:`,. ... 1000 a .^ t ,'��k1000.r i U INN,, x tI'nput shaded cclls�'x �_. Applied Loads ih �' 3j N3 ag °sfr ' sit Y-axis Uniform Load(+Dn) kip/ft kip/ftw i z t x`t Y A z 0 70,ca �T }, Y-axis Uniform Load(+Dn) kip/ft kip/ftIk _wi Axial Load(+P=C,-P=T) P kip ,. 720.gi , Mx End 1 +=Ten.on Bot) ft-kip {t�3 �+� .d,. y x a.G r• mr -4 ,� � r',�-;�'��,r �' � 4 f ti Mx End 2(+=Ten.On Bot) ft-kip T sy' t yp v7 3 t >�ys h a bs t a sr1 s ti r ai} { } Mx Interior(+=Ten.on Bot) ft-kip M End 1(+=Ten.on Bot ft-kip Y ( ) P ily A 5 r° cat.' st Ego rY Fi t l� G n i�lta a y �: My End 2(+=Ten.on Bot) ft kip } iFs x � � s r4ir4 r rr ,1�a a *k r My Interior(+=Ten.on Bot) ft-kip ry`v... Shear V I{Ip S t'.200 - a ` t<.-rw :vb ? t Stress Factor J 100 a �, -' s ', .. k., ` .' 4 Ky t)1.:1 00 Design Results O.K. #N/A O.K. #N/A Material Information Maximum CSR 0.80.4 #N/A 0.804 Section Built-Up(Y/N) .;s"F e Xar, 4., `3':`, ,� 3kx..t.xa, i,xv::�. r,j,i3:q'..f �`"�.,r Yad2j Qt i .-�� 0s.3 If Hot FY= 'Y i 5,0"":`+ <.` , a r .r ,50? u", ° € ...fY> s,SU° ,v.,,s sit Section Sizes:Enter Widellange Section Built-Up input: F .-ST,}il� f�ti}Ssr..�i�`;��„ � 5� i Ci:.55 -ir1 if,t s'. r� try i ��. �;..:. J u i45 '., �t F-s• Total Depth d in. I lf2 0001tRt fi, 1, Iz y 7i' 12 000k' Uf.fi; SC li�ltr 5 a eWidth b in. ,8000ss:h�a: 2 it gg + M y C M y t fy 8 000r t vx i a Flange Thickness tf in. ks Web Thickness tw 0 2OOa Design Section Used for Final Design: BU124I #\/A BU1241 #N/A Total Depth d in. 12.000 #N/A 12.000 #N/A Flange Width b in. 8.000 #N/A 8.000 #N/A Flange Thickness tf in. 0.625 #N/A 0.625 #N/A Web Thickness tw in. 0.200 #N/A 0.200 #N/A Wgt 41.34 #N/A 41.34 #N/A Final Design Loads Simple-Span Moment Mx ft-kip50.50 Simple-Span Moment My ft-kip Maximum Moment Mx ft-kip 50.50 50.50 Maximum Moment My ft-kip Shear Va kip 2.00 8.42 Axial Pa kip 17.20 17.20 Material Yield Flange Yield Fyf ksi 55.00 50.00 55.00 50.00 Web Yield Fyw ksi 55.00 50.00 55.00 50.00 Deflection Results Simple-Span Deflection Ox in. #DIV/0! 0.52 #DIV/0! Simple-Span Deflection L/ #DIV/0! #DIV/0! 549.54 #DIV/0! LIEGL 3/22/04 sw wind colAs ' I r4 U = 0 M Proj. No.: W41(0072A BUILDING SYSTEMS GROUP Engineer: JAL A DIVISION OF NUCOR CORPORATION Date: 3/2/04 SW WIND COLUMN ROOF BRACE Version: v2.1, Date: 3/19/2002 road X"Bra.crn for Ba "a"of,SW Wintl,Column. ,,.. r, . .. Use 5/8. r�,roal racrn ,for`Ba b of':S..,W. .Winal Colurrmn Brace Input: R2= 1.50 kips ORod 0Cable Allow. Stress Factor, SF 1 00 Module Width, b 26.570 Bay Length (a), Z o : 12 5000 ft. i Bay Length (b), l b 12 50.00 ft. Point Load,P : 3�0 kip ! L0! ;? ® Use Clevis Connections '5 I of m I i m Paxial P = 3.00 kips 1.68 kips_ Design Results: ; _ _ _ _ _ _ _ Upper Tier (a): Min.Web Thickness c --- in. ' Paxial = ' Brace Elongation c 0.063 in. 1.68 kips Frame Lateral Drift c 0.028 in. Lower Tier (b): w Min. Web Thickness c --- in. ; a; m Brace Elongation c 0.063 in. ' �! Frame Lateral Drift c 0.028 in. m •Thickness controled by punching shear at hillside. i t Thickness controled by web tensile fracture. 0= 26.570 I -- ------------------ -:W- R, = 1.50 kips Module Width, b 1 Framed Opening Worksheet, v. 1.4 Manual Calculation Required for this Worksheet, Press "11i;"+"_"to Re-Calculate once Gra Cells are roperly filled in and Girts are properly laid out. Job Number:IW4KO072A Job Name: I GROSS ELECTRIC Opening Location: 8 x 8 Geometry: Eave Height= 24 ft Girt Locations: Bay Width= 25 ft Eave Height= 24 ft Opening Width= 8 ft Top Girt Elev.= 19 ft Opening Height= 8 ft Next One Down= 13 ft Dist. From Left= 2 ft Next One Down= 7.5 ft Jamb Height= 13 ft Next One Down= 4 ft Self-Supported Hardwall to Left[L]/Right[R]/Both[B]/None[N]?: N Height of Self-Supported Hardwall= 0 ft Simple-Span or Cont. Girts(S or C)? C Loads: Wind Load= 1 12.61 psf Wind Factor: 1 [Always enter wind load as positive value.] Is this an "Extended Jamb" or"Extended Header" case?l Extended Jamb Hold to which depth [8/10/12/Best]? 8 Left Jamb Mmax: 11.29 in-kips Right Jamb Mmax: 25.69 in-kips Header Mmax: 3.03 in-kips • '-• • 1.1 • 1 . 1 Load on Girt from ... ...Left Jamb = 0.11 kips ...Right Jamb = 0.24 kips • LIEGL nucor 3/1/04 • i Framed Opening Worksheet, v. 1.4 Manual Calculation Required for this Worksheet Press "d"+"_"to Re-Calculate once GrayCells are roperly filled in and Girts are properly laid out. Job Number: W4K0072A Job Name: IGROSS ELECTRIC Opening Location:120 x 14 Geometry: Eave Height= 24 ft Girt Locations: Bay Width= 25 ft Eave Height= 24 ft Opening Width= 20 ft Top Girt Elev.= 19 ft Opening Height= 14 ft Next One Down = 13 It Dist. From Left= 1.5833 ft Next One Down= 7.5 ft Jamb Height= 19 ft Next One Down= 4 ft Self-Supported Hardwall to Left[L]/R!ght[R]Both[B]/None[N]?: N Height of Self-Supported Hardwall= 0 ft Simple-Span or Cont.Girls(S or C)? C Loads: Wind Load= 12.61 jpsf Wind Factor: 1 [Always enter wind load as positive value.] Is this an "Extended Jamb" or"Extended Header" case? Extended Jamb Hold to which depth [8/10/12Best]? 8 Left Jamb Mmax: 63.49 in-kips Right Jamb Mmax: 68.79 in-kips Header Mmax: 18.91 in-kips Left • '-• • 8CO71 Right • '-• • 8CO71 Use this Jamb.- 8CO71 Header - • • 1 . 1 Load on Girt from ... ...Left Jamb = 0.43 kips ...Right Jamb = 0.47 kips For Girts: A.•-• Pos,Moment Girt Check: Use a 1 . 1 lap girt. . change to existing girt WARNING!! Please note on drawings that field pre-drilling of stitch screw connections is required in lap regions. LIEGL nucor 6/4/04 .mod Table 1 -Physical Data BASE UNIT 48 HJE/F/H/K/M/N004 1HJD/E/F/G/H/K/UMIN005 HJD/E/F/G/H/K/L/M/N006 HM.Elf--007. NOMINAL CAPACITY 3 4 5 6 OPERATING WEIGHT(lb) Unit 530 540 ( 560 ' 635 Humidi-MiZerTm Adaptive Dehumidification System 15 23 25 j 29 EconoMi$er+ 50 50 1 50 56 Roof Curb 115 115 i 115 115 COMPRESSOR Scroll Quantity 1 t 1 50 r 60 / Oil(oz) 42 53 REFRIGERANT TYPE R-22 l Expansion Device }, AcutrolTm Metering Device I i 1 Operating Charge(lb-oz) _ i 1 j Standard Unit 5-8 t; 10-2 j It10 0 / 12-{8 Unit With Humidi-Mizer Adaptive Dehumidification System 12-5 18-8 ( 20-5 1 23i14 CONDENSER FAN Pfopeller ' Quantity Diameter(in.) 1...22 1...22 j �,...22 11r.22 Nominal Cfm 3500 3500 ! �100 l 4�00 Motor Hp...Rpm 1/4...825 `1/4-.-825 j '14.1-11d0 114..1100 Wafts Input(Total) 180 i. 1 BO Q20 1 20 CONDENSER COIL Enhanced;Copper Tubes,Aluminum Lanced Fins i Rows..-Fins/in. 1...17 x...17 2..11i7 L17 Total Face Area(sq ft) 14.6 16.5 1 E0 i2j.3 ' EVAPORATOR COIL Enhanced Copper Tribes,Aluminum Double-Vlvy Fins i Standard Unit j t Rows...Finslin. 2...15 2,.15 4..;R �4... 5 Total Face Area(sq it) 5.5 5.5 5 5!, 7. Unit with Humidi-Mizer Adaptive Dehumidification System i Rows...Fins/in- 1...17 2...1 2L.17t #2...1�+ Total Face Area(sq ft) 3.9 3.9; 3.9 �, 5.21 EVAPORATOR FAN Centrifugal Type,Belt Drive j j Quantity...Size(in.) 1...10 x 10 1...10,�10 1_10 x 1Q �...10 x 70 y Nominal Cfm 12 1600: `2000 t ; 2400 /`i` Maximum Continuous Bhp Std 1.20 1.20 i 1,80/2.40*k. 2.40 Hi-Static 2.40 2.40'; i 2.90 ' ( 2.90 1 Motor Frame Size Std 48 A8 j 48/56' ! 56 j Hi-Static 56 156 1 56 1 f 56 49 Fan Rpm Range Std 680-1044 770-1185. T035-1460 1119-1585 Hi-Static 1075-1455 1075-14551t 1300-1685 tr 13000-1168� Motor Bearing Type Ball Ball Ball Maximum Fan Rpm 2100 12100 j 2100 1 2100 t Motor Pulley Pitch Diameter A/B(in.) Std 1.9/2.9 f 1.9/2.0 { 2.4/3.4 2.4/3.4 Hi-Static 2.8/3.8 (2-8/3.8 3.5/4.4 1. 3.5/3.4 Nominal Motor Shaft Diameter(in.) Std 1/2 1/2 l /e /e ' Hi-Static 518 ( s/8 j 5/8 '; 7/8 Fan Pulley Pitch Diameter(in-) Std 4.5 4•0 4.5 i 4.5 Hi-Static. 4.5 4.0 Belt-Type...Length(in.) Std 1...A...36 Iv- � 1...A...36 ( 1....4...40 �.j 1...A...38 Hi-Static 1...A...39 1...A...39 i / 1...A...40 1...A...40 14.7-15.5 14. Pulley Center Line Distance(in.) 10.0-12.4 % 10.0-12.4 i 7 15.5 Speed Change per Full Turn of Std 65 / 70 �. 75 95 Movable Pulley Flange(rpm) Hi-Static 65 65. 60 ; 60 Movable Pulley Maximum Full Sid 5 ! 5 t l 6 5 Turns from Closed Position Hi-Static 6 6 5 5 Factory Setting-Full Turns Open Std 3 �r 3 3 ( 3 HI-Static 31/2 31/2 31/2 ` 31/2 Factory Speed Setting(rpm) Std 826 , 936 t, 1396 ! 1396 Hi-Static 1233 j/ 1233 s s Fan Shaft Diameter at Pulley(in.) 5/8 5/e /e /e LEGEND jlThree-phase standard models have heating inputs as shown. Single- phase standard models have one-stage heating with heating input values P- P as follows: 'Single phase/three phase. HJD005-006,HJE004-72,000 Biuh tlndicates automatic reset. HJE005-006,HJF004-115,000 Btuh Btuh "60,000 and 72,000 Btuh heat input units have 2 burners. 90,000 and Hornig c006-t three- has 120,000 Btuh heat input units have 3 burners.115;000 Btuh heat input units "'California compliant three-phase models. ff fi and 150,000 Btuh Heat input units have 3 burners. _ that are SCAOMD compliant low NO,models have combustion products #An LP kit is available as an accessory.Kit may be used at elevations as high that are controlled to 40 nanograms per joule or less. as 2000 ft.If an LP kit is used with Low NOx units,the Low NOx baffle must be removed and the units will no longer be classified as Low NOx units. Y �(0 Table 1 —Physical Data BASE UNIT48 HJE/F/H/K/M/N004 \HJD/E/FIG/H/K/UM/N005 HJD/E/F/G/H/K/L/M/N006 HJDLELE007 NOMINAL CAPACITY 3 ` 4 5 6 OPERATING WEIGHT(lb) Unit 530 540 560 635 Humidi-MiZerTm Adaptive Dehumidification System 15 23 25 29 EconoMi$er+ 50 50 50 50 Roof Curb 115 115 115 115 COMPRESSOR Scroll / Quantity 1 1 i 1 Oil(oz) 42 53 . 50 60 REFRIGERANT TYPE Expansion Device , AcutrolT"'M Bring Device Operating Charge(lb-oz} Standard Unit 5-8 , 10-2 10-0 2- 8 Unit With Humidi-Mizer Adaptive Dehumidification System 12-5 , 18-8 20-5 3 4 CONDENSER FAN P opeller Quantity...Diameter(in.) 1...22 1...22 22 1 22 Nominal Cfm 3500 1 3500 100 00 Motor Hp...Rpm 1/4...825 %V4...825 V4..11 0 '/4..1100 Watts Input(Total) 180 ' 180 20 20 CONDENSER COIL Enhance ,,Copper ubes,Aluminum Lanc d ins Rows...Fins/in. 1...17 -2-..17 2..1 A17 Total Face Area(sq ft) 14.6 16.5 1 .3 EVAPORATOR COIL Enhanced Coliper T bes,Aluminum Double- vy Fins Standard Unit Rows...Fins/in, 2...15 2�.15 4..1 4... 5 Total Face Area(sq ft) 5.5 .5 5 7. Unit with Humidi-Mizer Adaptive Dehumidification System Rows...Fins/in, 1...17 2... 2 1 2...1 Total Face Area(sq ft) 3.9 3. .1 5.2 EVAPORATOR FAN Cen ritugal Type,Belt Drive Quantity...Size(in.) 1...10 x 10 1...10 10 1..10 x 1 ...10 x 0 •-V Nominal Cfm +_. 12 a— 16 a 2000 2400 �'r Maximum Continuous Bhp Std 1.20 1. 0' 1 0/2.40` 2.40 Hi-Static 2.40 2 0 2.90 2.90 Motor Frame Size Std 48 8 48/56' 56 Hi-Static 56 1 6 1 56 56 Fan Rpm Range Std 680-1044 7g0-118 1035-1460 1119.158 Hi-Static 1075-1455 10 5-145 300-1685 1300-168 Motor Bearing Type Ball 'Ball ) Ball - Ball Maximum Fan Rpm 2100 . 2100 2100 I 2too Motor Pulley Pitch Diameter A/B(in.) Std 1.9/2.9 1.9/2.0 ' 2.4l3.4 ) 2.4/3.4 Hi-Static 2.8/3.8 2.8/3.8 3.4/4.4 3.4/3.4 Nominal Motor Shaft Diameter(in.) Std +/2 12 518 5/8 Hi-Static 5/a 5/8 5/8. 7/8 Fan Pulley Pitch Diameter(in.) Std 4.5 4.0 4.0 4.0. Hi-Static 4.5 4.0 4.5 4.5 Belt—Type...Length.(in.) Std I...A...36 ,�• 1...A...36 I....4...40 1...A...38 Hi-Static 1...A...39 I..x..39 1...A...40 1...A...40 Pulley Center Line Distance(in.) 10.0-12.4 10.0-12.4 14.7-15.5 14.7-15.5 Speed Change per Full Turn of Std 65 70 75 95 Movable Pulley Flange(rpm) Hi-Static 65 65 ' 60 60 Movable Pulley Maximum Full Std 5 5 6 5 Turns from Closed Position Hi-Static 6 6 l 5 5 Factory Setting—Full Turns Open Std 3 3 ` 3 3 Hi-Static 31/2 31/2 31/2 31/2 Factory Speed Setting(rpm) Sid 826 936 1 1248 1305 Hi-Static 1233 1233 i 1396 1396 Fan Shaft Diameter at Pulley(in.) 5/e 5/8 5/s 5/8 LEGEND IlThree-phase standard models have heating' inputs as shown. Single- Bhp— Brake Horsepower phase standard models have one-stage heating with heating input values as follows: `Single phase/three phase. HJD005-006,HJE004—72,000 Btuh ;Indicates automatic reset. HJE005-006,HJF004—115,000 Btuh "60,000 and 72,000 Btuh heat input units have 2 burners. 90,000 and HJF005-006—150,000 Btuh 120,000 Btuh heat input units have 3 burners.115,000 Btuh heat input units —California compliant three-phase models. and 150,000 Btuh Heat input units have 3 burners. tt;California SCAQMD compliant low NOx models have combustion products ttAn LP kit is available as an accessory.Kit may be used at elevations as high that are controlled to 40 nanograms per joule or less. as 2000 ft.If an LP kit is used with Low NOx units,the Low NOx baffle must be removed and the units will no longer be classified as Low NOx units. \06/21/2004 01:15 5186150162 R02ELL PAGE 01 l , 06/21/208a 11-58 5187932865 ROZELL PAGE 01/01 I tl II II II � - ' rC 111 11 11 if . r' 1 11 b 11 11 r , ulltlrl .r 1 II I; ;I i; ,1 II It II 11 li I ` rin ' 11 . 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