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2004-208 TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201 Community Development-Building& Codes (518) 761-8256 CERTIFICATE -OF OCCUPANCY Permit Number: P20040208-27223 Date Issued: Tuesday, July 23, 2019 This is to certify that work requested to be done as shown by Permit Number P20040208-27223 has been completed. Tax Map Number: 297.12-1-1 Location: 495 QUEENSBURYAVE Owner: City of Glens Falls Applicant: City of Glens Falls This structure may be occupied as a: Office Addition 1430 s.f. Unheated Storage Bldg 4200 s.f. By Order of Town Board TOWN OF QUEENSBURY Issuance.of this Certificate of Occupancy DOES NOT relieve the property owner of the responsibility for compliance with Site Plan, Variance, or other issues and conditions as a result of approvals by the Director of Building&Code Enforcement Planning Board or Zoning Board of Appeals. � TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20040208 Application Number: A20040208 Tax Map No: 523400-297-012-0001-001-000-0000 Permission is hereby granted to: GREATER GLENS FALLS TRANSIT SYSTEM For property located at: .495 QUEENSBURY Ave 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: CITY OF GLENS FALLS GREATER G. F. TRANSIT Commercial Addition $250,000.00 495 QUEENSBURY Ave Commercial/Industrial Unheatec $250,000.00 QUEENSBURY,NY 12804 Total Value $500,000.00 Contractor or Builder's Name/Address Electrical Inspection Agency Plans&Specifications 20004-208 1430 sq ft OFFICE ADDITION 4200 UNHEATED STORAGE BUILDING $410.20 PERMIT FEE PAID-THIS PERMIT EXPIRES: Thursday,June 09,2005 (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 Town of Queensbury; Wednesday,June 09,2004 - SIGNED BY for the Town of Queensbury. Director of Building&Code Enforcement Building Permit A.ppReatio n. Town of Queensbury-Dept of Community Development,742 Bay Road,Queensbury,NY (518)761-8256 A permit must be obtained before beginning construction. Perm t File No- No No inspection will be made until applicant has received a Feo Paid S . o�d valid building permit. All applicants' spaces on this Rec.Fee Paid $ application must be completed and must appear on the Reviewed By, application form. Appli,.t: Greater Glens Falls Transit Wrier, Same Address: 495 Queensbury Avenue Address: Queensbury, NY 12804 Phone#( 518)792 -.1086 Phone#(,,�) - Property Location: Lot Number: / House Number / Subdivision Name: Tax Map Number: Q1 New Building: residence /commerci 'Estimated Market Value of Construction: $ 500,000 a Addition: residence/ commercial If an Addition,what will use of new addition be? o Alteration: residence commercial Storage, Training Area' O No change to exterior size: residence/com'1 cl Other work(describe ) Check Occupancylnformation 1' Floor 2° Floor Other floor Total Below sq.ft. sq.ft. sq.ft. Square Feet o Single family dwelling a Two AE&dwollin a Townhouse a Multifamily dwelling #of units xx Office 1,430 a Mercantile a Manufaatutvl 0 1 oar detached garage a 2 car detached garage a 3 car detached garage a 1 car attached garage a 2 car attached garage a 3 car attached garage Xd Storage building- commercial 4,200 . . a Storage building- residential o Othen 16 feet 3-1/2 inches (Vehicle Storage What is the proposed height of the structure 12 feet 11 inches (Addition) Will any second-hand or ungraded lumber be used? If so,for what? No Type of Heating System: electric/ oil / 'gas/wood /forced hot air/ baseboard/other: Number of FtmWines to be installed N/A Number of W-godstaves to be installed N/A List below the person(s)responsible for supervision of work as regards to building codes: Name Address Phone Number Engineer JaVEWW Rist-Frost Associates, 333 Glen St. , Glens Falls, NY 7 - Plumber Mason Electrician Declaration: please sign below after you have carefully read the statement: To the best of my knowledge the statements contained in this application,together with the plans and specifications submitted,are a true and complete statement of all proposed work to be done on the described premises and that all provisions of the Building 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 Bath Survey by a licensed surveyor;drawn to scale,showing actual location of all new construction. Signature: owner,owner's agent,architect,contractor „.� „:,tea, MIDDL,E,,.Z)EPARTMENT IN ]PECTION AGE NCX, INC. erlrfie,that the electrical wiring to the electrical egdlpment listed below has been examined and is approved asA 'being In accord wlth~the National'Electrical Code,'applicable``"governmenteh utility and Agency rules m effect on the date .notedrb"elow and'°'r'sissued subject',to"the follovCing"conditfons'�'�” Owner. Gl"ens Falls"°Transit,l,Auth. Date. 12/10/2"'Q'04 t Occupant. Unknown Location 495 Queensbury Rd�. / . Y' G Glens FaI1s, Warren Co. . Nx ii Occupancy Non-Resi"deritial Applicant:°vf Tech: Elec tire, Inc 3280 6tYi Awe. Troy:; AV 0 J R aymon A Nova i q i No. 14�l0,831388,1ZE ' ' Eq�uiprrient. t o 60 Amp. Sub feed Panel,e ;%4 — Swatches. 6 Receptacles, " Fixtures, 2 Emerg.ency,Li,ghts, 2 — Ex>t Lights,q„ 6 — Garage Door :Openers ��' i This„certificate applies ip the:electncal wirirfg to,the electncal,,,equfpment listed,� ,,�immedlateiy null;and;ynid. This certificate%appiies,only!a the",use;occupancy;and_ above%and the instatlatiohJnspected as of ihe`above noted date based.on a.visual 'ownership as indicated herein. Upon a change in the use,occupancy or ownership inspection.:;;No warranty„is;,expressed or implied as,to the mechalaical• afety effi �,,;;,,,ot the-prope, indicated above,this„certificate shall be�immediately.nufl and void:, ( cienc ,or fitness of the equipment for an articular purpose. This,certificate shall � I YY P P Po ;In the event that this certificate becomes invalid based upon'the above conditions, a be vatid:fora period-,cif one;year from the,,above„noted date Shobldahe electrical v%Ihis;.certificate''rtiay be revalidated upom reinspectton?py,,;uMiddle Depaitrf�ent system to which this certificate applies be altered in any way,inc luding"but not limit- Inspection Agency,Inc. An application for Inspection must'be submitted to Middle aedGto,,,tho;intrcducbon,biaadditio el electrical,, ui merit and/or AheCre lacement of,,,,, 1rDe artment irie ect on A ene Incl;lo initiateltha ins ect on rand revalidel o'n (:: P q P P A P 9 Y p�.�: any of the components installed as of the above noted dale this certificate shall be process. A fee will be charged for this service. y ,i, New, ,_ ,In,r _ 4 G�, ,ra,��. n „�,� '✓,,;ry'y�:'a a8 33 pIECE0VE JUL 23 2019 TOWN OF QUEENSBURY BUILDING&CODES 1 �% • r2 P,: .. 'rn'�r%'µ rFF rr^' rr,r5-.i{d.^ //�sH%%% ,... ^ w S MIDDI�I�' EPARTNTENT R""T CT1t N AGENNCY; YNC: `ru t rrtr�es,#hat,the electrical,^wiring to the electrical efalaipment listed below has beeln:examined 41" is approvedvas.. � ,,, being in accord with the National Electrical Code, applicable'governmental,:utility and Agency rules in'effect on the date noted below,and;is issued subject to the following,conditions j " „r�i�, Owner: G'1'ens Falls -Trans it"Auth. Date. 12'/10/2004 j Occupant: ;n ,, ,Location.; $ Q Unknown 95 u.eersbury " •..u'" a Gle ns Falls, Warren Co. NY Occupancy Non Residential Applicants Tech Electric, Inc i Troy, N. Y: 12180 ' L_ Raymond>r:uA. Novak i i- No 141 0831 36293E . F%iir ,'5, Equipment. i r r 8 the '�Sw - 6` t � �s, � �0° - Receptacles, 40 F :x u' res,� 0 .Amp Disconnect i 2 Emergency Lights, 2 Exit Lights 4i,%/5,'`7, of ." err°q r ,a µ,.•.. is-,x Yr„^° <2,`-'£1 Iy This,,,,certificate applies-,,,to_the,electrical wiring to the electrical equipment listed Immediately null°and void: This certificate applies only to the use,occupancy and ! abo,;v,;e and,;tne mstallatfo rinspected as of;thgjapove noted date-based:'on•a visual �„gwnership as indicated herein Uponlarchange in the use�;pcoupancy-orovrrietship% 8 clencctorrtitness ofrthe�eiulement fordan ipartcular lush se.eT.hiscertficate shalll of the event that this becomes icate bald bdeuponri the above null an itio s, �P Y P P tY P P �Yled above, Y •, q P, Y p P. ,P m' a upon the bove conditions, be vafd,for a•penod of one year.from the above noted date Should the electrical this ceetiftcate.may be revalidated upon reinspecfori,'by,Middle Department d system,to which this certificate applies be all any mcludtng-but•not Emit Inspection Agency'lic. An applicattonafor"'inspecton+must tie submittetl to Mjtldle, ' ed to,-the'introduct ion of additional eiectrical,equfpment and/or tfiOeplacement of Department inspection Agency, Inc.to initiate the inspection and revalidation any of the components installed as of the above noted date,this certificate shall be process. A fee will be charged for this service. B D JUL 2 3 2019 TOWN OF QUEENSBURY BUILDING&CODES Foundation Inspection Report Office No. (518) 761-8256 Date Inspection reques e ei ed: Queensbury Building&Code Enforcement Arrive: am/ i epart: 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: �P�-� �_ '_ r/t M--u PERMIT#: —�b LOCATION: _ INSPECT ON: =G� TYPE OF STRUCTURE: Comments ----- _ Y N lei/A 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 Danipproofing 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. LASueIlemingway\Building.Codes.Inspecti on.FORMS\Foundation Inspection Report.doe January 28,2003 Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection request ecei e . Queensbury Building& Code Enforcement Arrive: e pyrt 742 Bay Road, Queensbury, NY 12804 Inspector's Initial r NAME: PERMIT#: D-o LOCATION: r 3AQ U INSPECT ON: TYPE OF STRUCTURE: Y aming COMMENTS Jack Studs/Headers Bracing/Bridging Joist hangers Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. a �— Notches/Holes/Bearing Walls q-z)`J k Metal Strapping for Notches Top Plate j wF b�Qi)L1 J AL .,ATV 1 %2 (w) 16 gauge (8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses F �'� t�t2 �� h Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1, 2, 3 hour ai Fire wall 2, 3, 4 hour �,. �u1� a 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 LASueHemingway\Building.Codes.Inspection.FORM S\Framing Firestopping Inspection Report.doc January 28,2003 q Foundation Inspection Report Office No. (518) 761-82.56 Date Insp ction rERMIT Queensbury Building&Code Enforcement Arrive: Depart. ` _ m/pm 742 Bay Rd., Queensbury,:NY 12804 Inspector's InitiNAME: _ �G� �_ v LOCATION: ` A LKk INSPECT ON: '/ r O r ) TYPE OF STRUCTURE: Comments X N 1`+/A Footings Piers — Mono lit c Slab Reiviforcement in Place he contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SucNcmingway\Building.Codes.Inspection.FORMS\I,oundation Inspeecion Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection reque re i d- Queersbury Building&Code Enforcement Arrive: am/ in Depart: �Y, am 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: t NAME: _T_ _ ZIT#: LOCATION: 37 JE T PECTON: TYPE. OF STRUCTURE: Comments Y N N/A Footings — Piers onolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this pu.To e 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 Backfrll Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASucHHeningway\RuiIding.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-82.56 Date Inspection r uest r c iu d; f Queensbury Building&Code Enforcement Arrive: am/p Depart: 742 Bay Rd., Queensbury,NY 12804 Inspector's In� ial ; i i NAME: -- �y�(� _ ,RMIT#: �rC=i � LOCATION: _ _ INSPECT ON: --, TYPE OF STRUCTU Comments Footings ^� Piers Monoli hic Slab Rei orcement in Place he contractor is responsible for providing protection from freezing y = 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 r;:- 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. LASucliomingway\Building.Codes.Inspection.FORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (51-8) 761-8256 Date Inspection re u re Queensbury Building&Code Enforcement Arrive: =ZU a m Depa (m I 742 Bay Rd., Queensbury,NY 12804 Inspector's Initia s: NAME: P IT#: LOCATION: SPECT ON: 9 5 0 - TYPE OF'STR*TURE4hl: Comments Y N N/A Footings P Btu iers v terra C�� t3 va �pttJ Monolithic Slab Reinforcement in Place i,CF� b�'T �o P�f-1C- 1bSi 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 Bacicfill Approval 4P Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LA.SueHemingway\Building.Codes.InspectionYORMSToundation Insp6ction Report.doc January 28,2003 A) Foundation Inspection Report Office No. (518) 761-5256 Date Ins ection re st ce' e k10 _ Queensbury Building&.Code Enforcement Arrive: Depa : 742 Bay Rd., Queensbury,:NY 12804 Inspector's s: 6Ff �� f v NAME: �_ ' (� � �J`� P RMIT#: �D "�d LOCATION: _ aw-4, - INSPECT ON: TYPE OF STRUCTURE: Comments __ ---_--- __ Y N N/A Footings Piers Monolithic Slab Reinfo-cement in Plac e 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 J 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. LASueHcmingway\Building.Codes.Inspection.FORMSToundation Inspection Report.doc January 28,2003 . U �. Foundation Inspection Report 2oa Office No. (518)761-8256 Date Ins ektion re ues ece ed: Queensbury Building&Code Enforcement Arrive: Depart: am/� 742 Bay Rd., Queensbuiy,NY 12804 Inspectors Inrtia s: NAME: C CQ —" 4\ PE IT#: lJ ` Q-0 LOCATION: LA C�- -INSPECT ON: TYPE OF STRUCTURE: r11 Comments Y N N/A Footings Piers Monolithic Slab Reinrecontractor ent in Place is responsible for pg protection from freezing n for 48 hours following the placement of the concrete. O 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. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doe January 28,2003 Greater Glens Falls Transit Project Name: Facility Expansion BP# Address: 495 Queensbury Avenue Queensbury, NY 12804 Building Permit Submission Checklist Multiple Dwelling Commercial Projects All items below must be checked either yes,no or not applicable prior to submission of any building permit to the Town of QueensburyBuilding Department. If any of the below items are lacking,fhe permit will not be accepted until such time as the application is deemed complete for submission. i 1. Building Permit Application completed......... ®yes Ono On/a 2. EnergyForm or CheckMate Energy Code Compliance Forms complete... Dyes Ono ©n/a (submit 2 copies) 3. Energy Gode Inspector's Report from CJieckmate Program............ ... ❑yes Ono ®n/a (submit 2 copies) 4. Septic application completelyfilled out(if applicable)... ...... ...... ... ... Dyes Ono XOn./a 5. Electrical Inspection Form... ... ... Dyes Mno On/a 6. Two(2)sets of plans showing the following:.................................... X[]yes ❑n []n/a 6a. Floorplan(s)........................ ... ................. On/a 6b. Foundation plan............... ... ... ...... ......... ... ......... ... ...... ©yes Ono On/a 6c. Cross section(s).................. .. . ............ ..................... .. ®Yes Ono On/a 6d. Elevations ... ... ............... ... .................. ................ X no n/a ❑Y?s ❑ ❑ 6e. Design loads including floor,snow load,and wind load...... Yes ( no On/a 6f. Seismic design(required after Jan. 1,2003)........................... Qyes Ono On/a 6g. Plans signed byregistered architect or engineer,signed.......... Dyes Ono On/a and sealed by a registered architect or engineer 6h. Window and door schedule... ... ....:....... ......... ......... ... ... .OX yes Ono, []n/a 7. Two(2)site plans showing location of the structure to be built,......... ®yes Ono ❑n/a location of well or water lines,location of septic system or sewer line with all setbacks and separation distances shown,and all improvements to the property. S. Solid Fuel B or Gas Appliance Form if applicable) ... ... no �� APP (� PP )... ... .... ©Yes ❑ j On/a 9. DrivewayPerrnit... ... ...... .... Dyes Ono ®n/ Date: Staff Initial: L:\SueHenvngway\Buildingl'ermit.FOP,MS\Generic Checklist.doc January28,2003 TOWN OF Q UEENSB URY 742 Bay Road, Queensbury, NY. 12804-5902 April 28, 2004 Glens Falls Transit Scott Sopczyk, Transportation Director 495 Queensbury Avenue Queensbury, NY 12804 Dear Scott: The following items need to be addressed on the plans before a building permit can be issued. 1 . The addition to the existing bus garage must include a three hour fire separation between the storage area and the office area. This would include Doors Two and Three being three hour doors. 2. We need all structural calculations regarding wind, snow, and seismic loads. 3. We need to know the types of interior finishes that will be provided on the walls of the structure. 4. There are no canopies shown over the required exit doors. 5. We have not received an Energy Code Compliance evaluation through the ComCheck program for the addition to the structure. 6. The Fire Marshal's Office would like the specs on the new above ground storage tanks and the impact protection to be provided. 7. Is the trolley bus garage to be heated or not. Once the above items have been reviewed and accepted by this Office, a building permit will be issued for the addition as well as the trolley storage building. Sincerely, ` Town of Que nsbury i David Ha n, Director Building and Code Enforcement DH/mg L:\Maria\MARIAG\Rist-Frost.doc "Home of Natural Beauty ... A Good Place to Live " t DRAFT COPY (3/21/03) CHECKLIST NYS BUILDING'CODE (BC) Building: 61C s NYS FIRE CODE (FC) NYS PLUMBING CODE(PC) Location: NYS MECHANICAL CODE (MC) NYS FUEL GAS CODE (FGC) Date: NYS ENERGY CODE (ECC) Reviewer. Publication Date: May 2002 COMMERCIAL& MULTIPLE DWELLING OCCUPANCIES No. Topic Code Page Required Actual Section No. or Allowed 1 Jurisdiction BC-101.2 1 2 Flood Plain BC-1603.1.E 285 3 Separated or Non-Separated BC-302.3 18 Occupancies* 4 Occupancy BG-302 17 5 Type of Construction BC-Table 601 81 20 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) BG-403 36 Atriums BC-404 37 8 _Basement Definition BC-502.1 71 (See page 8 of this check list) Legend: NR= Not Required NS = Not Shown NA= Not Applicable Note: *Non-separated occupancies impose the most restrictive requirements JAM Page 1 of 10 ' L , No. Topic Code Page Required Actual Section No. or Allowed 9. Heights& BuildingAreas 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/Flr. x No. of Stories up to 3 maximum) 13. Fire Apparatus Road FC-503.1 29 (150'rule) 661 FC W8-5' 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 4 G No. Topic Code Page Required Actual Section No. or Allowed 15. Fire Rated Construction lncidegtal Use Areas BC-Table 302.1.1 17 S%/3 3 Accessory Occupancy BC-302.2 18 Mixed Occupancy BC-Table 302.3.3 19 Control Areas BC-414.2 52 Fire Walls BC-705 89 Fire Barrier BC-706 91 Shaft Enclosure BC-707 92 Fire Partition(Tenant Sep.) BC-708 95 Smoke Barriers BC-709 96 Opening Protectives BC Table 714.2 101 Fire Blocking BC-716 107 Draft Stopping BC-716.3 108 16. Space 4 tL. kca)i-CAW( 1`3C- /Zoe 25� Min. Rm. Dimensions 'fie" 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 fcerno"elf Occupancy Load BC Table 1003.2.2.2 201 2- Z- 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 4004.2.4 220 Aisle Width BC-1.004.3.1.1 221 � 3 Corridor Width BC-1004.3.2.2 221 Capacity of Exits (cala.)- 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 Tread BG-1003.3.3.3 213 Width BC-1003.3.3.1 213 Headroom BC-1003.3.3.2 213 Vertical Rise BC-1003.3.3.6 215 Handrails BC-1003.3.3.11 215 6ve-JsC Zd Mav use l2° � 3 'AC JAM Page 3 of 10 No Topic Code Page Required Actual Section No. or Allowed 21. Structural Snow, oading—Ground BC Fig 1608.2 296 Snow Loading—Roof(calc.) ASCE 7-98 Drifting Snow BC-1608.7 295 Ponding BC-1608.3.5 295 Floor Loading BC Table 1607.1 291 Balcony Loading BC-Table 1607.1 291 Wind Loading (cala) BC-1609 297 Roof Walls Windows Seismic Loading (calc.) BC-1614 315. Foundation Depth BC-1805.2 398 22. Interior Finishes BGTable 803.4 161 23. Swimming Pools BC-3109 629 24. Sun Rooms BC Appendix 1 693 25. Electrical Exit Lights or Signs BC-1003.2.10 203 Emergency Lights BC-1003.2.11,2 204 Emergency Power BC-2702 611 General Lighting-Exits-Stairs -BC-1003.2.11 204 26. HC ACCESS Exempt Buildings BC-1104.4 238 Parking BC-Table 1106.1 239 Route BC-1104.1 . 238 Entrance BC-1105.1 239 #of Sleeping Rooms BC-Table-1,107.6.1.1 241 #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. SBE-GIA"VSP8CTIONS -1704 379 tes: V ,,� Psi 0 f e n4m,.s dc, JAM Page 4 of 10 No. Topic Code Page Required Actual Section No. or Allowed 28. Fire Protection Equipment Centr.ql Station Monitoring FC-901.9 52 Sprinkler Systems FC-903 55 Other Extingushing Syst. FC-904 59 Kitchen Hood Extinguisher FC-609.8 41 Standpipe Systems FC-9055 62 Fire Extingushers FC-906 64 Fire Alarm Systems &SD FC-907.2 66 Fire Alarm Boxes+ZpVef FC-907.4.1 W'i-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 eJ3 FC-903•z,jo, S�o 29. Plumbing Code Fixture Count PC-Table 403.1 21 I-Apk,^S F"k,&, Se�urct Six Water Supply Service Pipe Size PC-603 33 Fixture Pipe Size PC-603.1 33 Pipe Material PC-Table 605.4 36 Labor Law Art. 10-A UFPBC-904.6. 12,340 Pipe Insulation See Energy Code Backflow Prevention PC-Table 608.1 41 Sprinkler System PC-608.16.4 44 Lawn Irrigation PC-608.16.5 44 Pipe Freezing PC-305.6 14 Sanitary Drainage Drain Pipe Size PC-Table 709.1 54 Drain Pipe Material PC-702 47 Labor Law Art. 10-A UFPBC-904.6 12,340 Vent Size PC-Table 910.4 63 Pipe Hangers PC-Table 308.5 17 Air Admittance Valves PC-917 67 Notes: JAM Page 5 of 10 No. Topic Code Page Required Actual Section No. or Allowed 30. Mechanical Code Ventilgtion Rates MC-Table 403.3 24 Propane Below Grade MC-502.8.10.1 31 Dryer Exhaust MC-504 33 Kitchen Exhaust MC-506 34 Kitchen Hoods MG-507 37 Kitchen Make-Up Air MC-508 39 Chimney Termination MC-Table 511.2 41 Air Plenums MC-602 47 Fire&Smoke Dampers MC-607.5.1 52 Combustion Air MC-701 55 Confined Spaces—Def. MC-202 5 31. Fuel Gas Code Appliance Location FGC-303 18 Combustion Air FGC-304 19 Clearance to Combust. FGC-Table 308.2 25 Pipe Material FGC-403 46 Shut Off Valves FGC-409 53 Chimney Termination FGC-Fig. 503.5.4 63 Gas Vent Termination FGC-Fig. 503.6.6 65 Exit Terminal Location FGC-503.8 68 Clothes Dryer Exhaust FGC-613 96 Unvented Room Heaters FGC-620 99 32. Energy Code Prescriptive Method ECCC-Table 602.1(1) 50 High Truss Credit ECCC-602.1.2 51 Pipe Insulation—Heating ECCC-Table 503.3.3.1 44 Duct Insulation—Heating ECCC-Table 503.3.3.3 45 Pipe Insulation—Hot Water ECCC-Table 504.2 47 HWH Heat Trap ECCC-504.7 47 COMcheck Computer Software Compliance Report Required Notes. Tc.P- + SNOW JAM _ 2 Page 6 of 10 TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY. 12804-5902 Memorandum To: Dave Hatin From: MJ Palmer Date: 6/4/2004 Re: GGF Transit 2004 208 I have reviewed again,the above plans based on the RFA letter of 6/2/2004. Based on this review the Fire Marshals office is satisfied with the specs. outlined for the new above ground fuel tank and the above groung protection for the same. The only outstanding issue is as follows: Project engineer to supply documentation from DEC that the old storage tank was properly removed and any remedial work for the hole has been properly completed. TOWN OF QUEENSBURY COMMUNITY DEVELOPMENT DEPARTMENT Jt.` RIST-FROST ASSOCIATES,P.C. TEL 518-793-4141 CONSULTING ENGINEERS&ARCHITECTS FAX 518-793-4146 June 2, 2004 RFA#03-3807 Town of Queensbury 742 Bay Road Queensbury,NY 12804-5902 Attn: Mr. David Hatin,Director Building and Code Enforcement Re: Greater Glens Falls Transit Transit Facility Expansion Comment Response Gentlemen: The items contained in the letter to Scott Sopczyk, Transportation Director, dated April 28, 2004 (copy attached) are addressed as follows: Item No.. Three hour rated fire wall separating Storage area and Office area — specified on Drawing A-2 (copy enclosed), wall type identification `B" and "E". Issued as Addendum No. 3 to Contract No. 1. Re: Door No. 2 and No. 3 —Door Schedule on Drawing A-9 (copy enclosed) has been modified to specify Door No. 2 and No. 3 as "A" Label doors. Issued as Addendum No. 3 to Contract No. 1. Item N� Structural calculations regarding wind, snow and seismic loads are enclosed. Item No. 3: Re: Types of interior finishes—see Finish Schedule on Drawing A-9. /ee.(� IteMX. Canopies and details were added to Drawings A-2, A-3, A-4, A-5, A-8, S-6 and S-7 (copies enclosed) and issued as Addendum No. 2 to Contract No. 1, to provide canopies at the required exit doors. /�r/o.� It5: Energy Code Compliance evaluation through the ComCheck program—enclosed.It6: The specifications for the new above ground fuel oil storage tank are included in Drawing Note No. 7 on Drawing M-2. Impact protection will be provided as bollards as. located on Drawing C-3 and detailed on Drawing C-4. 333 GLEN STREET • P.O. BOX 838 0 GLENS FALLS, NY 12801 AIST-FROST ASSOCIATES, P.C. t Town of Queensbury June 2, 2004 Attn: Mr. David Hatin RFA#03-3807 Page 2 �7�7- The Trolley Bus Garage is not heated. We trust this response is satisfactory, however if you have any questions or require additional information, please contact me at your convenience. Very truly yours, RIST-FROST ASSOCIATES,P.C. A,'? "-;/ Daniel F. Bruno Sr. Project Manager DFB/tl Enclosures cc: Scott Sopczyk— Greater Glens Falls Transit w/letter only G. David Knowles— City Engineer—City of Glens Falls w/letter only K. Stankiewicz, R. Cosgriff, J. Chapman—Rist-Frost w/letter only r'q, A/ /A4 l s-e� �F � • 04/29/2004. 16:02 518-792-7952 GF TRANSIT PAGE 02 TOWN OF QUEENSBURY 742 Bay Road, Queensbury;NY. 12804-5902 a April 28, 2004 ' L..1 Glens Falls Transit Scott Sopczyk,Transportation Director - 495 Queensbury Avenue Queensbury, NY 12804 Dear Scott: The following items need to be addressed on the plans before a building permit can be issued. The addition to the existing bus garage must include a.three hour fire. separation between the storage area and the office area. This would include Doors Two and Three being'three hour doors. We need all structural calculations regarding wind,snow, and seismic loads. 3. We need to know the types of interior finishes that will be provided on the walls of the structure. 4. There are no canopies shown over the required exit doors. 5. We have not received an.Energy Code Compliance evaluation through . the ComCheck program for the addition to the structure. b. The Fire Marshal's Office would like the,specs on the new above ground storage tanks and the impact protection to be provided. 7. Is the trolley bus garage to be heated or.not. John O'Brien From: John O'Brien Sent: Tuesday,July 23,2019 8:22 AM To: ssggft@choiceonemail.com Subject: OPEN BUILDING PERMIT:2004-208 Greater Glens Falls Transit Expansion and Trolley Building Attachments: doc05675320190723082145.pdf Hi Scott, I am following up on our phone conversation regarding the building permit that was not.closed out and a certificate of occupancy not issued for the scope of work. I am in need of proof of a final electrical inspection being done for this scope of work. I have not heard from you so I assume you have not been able to find the-appropriate documentation. If that is the case Scott could you please have a Final Electric Survey done for the scope of work in order to close out the building permit,so a Certificate of Occupancy may be issued. I have attached the list of certified electrical inspectors approved through.the Town of Queensbury. If you have any questions please feel free to email or call me at 518-761-' 8255. Thanks! John O'Brien John O'Brien Code Enforcement Officer Town of Queensbury Town of Queensbury 1 HIGH LAN DER 22-March-2019 Rist-Frost Associates,P.C.Project No. 03-3807 Town of Queensbury 745 Bay Road Queensbury,NY 12804 Attn.: Mr:John O'Brien—Code Enforcement Officer RE: Greater Glens Falls Transit Transit Facility Expansion Dear Mr. O'Brien This letter is submitted to certify that, employed by Rist Frost Associates, P.C. and acting on their behalf as Project Engineer and Project Construction Manager during construction, that to the best of my knowledge,the above referenced facility was constructed in accordance with the associated plans and specifications provided by Rist-Frost Associates, P.C. and the requirements of the Town of Queensbury in 2004. This includes the erection of the structural steel framing for the office addition and trolley storage building. Please contact me if you have any questions or require additional information. Very Truly Yours, Daidd 9. J3uuur Sr.Project Manager JUL -23 2019 T�CD QUERNS G e, CGp�sRV HIGH LAN:DER. Highlander.Engineering Services,PLLC 318 Broadway, Fort Edward,NY 12828 Design and Construction Engineering Solutions Permit Number Envelope Compliance Certificate Checked By/Date New York State Energy Conservation Construction Code COMcheck-EZ Software Version 2.4 Release 2 Data filename: G:\3807\3807ComCheck.cck Section 1:-Project'Information Project Name: Greater Glens Falls Transit Facility Expansion Office Building Addition Designer/Contractor: Robby F.Cosgriff Project Architectural Engineer Rist Frost Associates,P.C. Document Author: Robby F.Cosgriff Project Architectural Engineer Rist Frost Associates,P.C. Section 2: General Information Building Location(for weather data): Warren,New York d Climate Zone: 15 ,I Heating Degree Days(base 65 degrees F): 7635 Cooling Degree Days(base 65 degrees F):. 366 _ Activity Type(s) Floor Area Office 1168 Storage,Industrial and Commercial 1102 Project Description(check one): _New Construction Addition _Alteration _Unconditioned Shell(File Affidavit) Section 3: Requirements Checklist Bldg. Dept. Use Air Leakage,Component Certification,and Vapor Retarder Requirements [ ] I 1. All joints and penetrations are caulked,gasketed,weather-stripped,or otherwise sealed. [ ] 2. Windows,doors,and skylights certified as meeting leakage requirements. [ ] 3. Component R-values&U-factors labeled as certified. [ ] 4. Fireplaces installed with tight fitting non-combustible fireplace doors. [ ] 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- actor Roof:Roof 1596 --- --- 0.045 0.051 Exterior Wall C:Exterior Wall"C",HC 1.0 459 --- --- 0.041 0.074 Window 1: Vinyl Frame,Double Pane,Clear,SHGC 0.76 16 --- --- 0.510 0.520 Door 8: Solid 21 --- --- 0.143 0.120 Exterior Wall F:Exterior Wall"F",HC 1.0 504 --- --- 0.086 0.074 Door 5:Overhead. 56 --- --- 0.130 0.120 Door 6: Solid 21 --- --- 0.143 0.120 Floor 1:Unheated Slab-On-Grade,Vertical 4 ft. 80 --- 6.7 --- --- (a).Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. Envelope PASSES: Design 4%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 2.4 Release 2. 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. SNRw�asytli.j./�4ruKcL3.hC.Z �:�.✓� & L (> Principal Envelope Designer-Name Signature D to Permit Number Lighting and Power Compliance Certificate Checked By/Date New York State Energy Conservation Construction Code COMcheck-EZ Software Version 2.4 Release 2 Data filename: G:\3807\3807ComCheck.cck Section 1: Project.Information Project Name: Greater Glens Falls Transit Facility Expansion Office Building Addition Designer/Contractor: Robby F.Cosgriff Project Architectural Engineer Rist Frost Associates,P.C. Document Author: Robby F.Cosgriff Project Architectural Engineer Rist Frost Associates,P.C. Section 2: General Information Building Use Description by: Activity Type Activity Type(s) Floor Area Office 1168 Storage,Industrial and Commercial 1102 Project Description(check one): _New Construction ✓Addition _Alteration _Unconditioned Shell(File Affidavit) Section 3: Requirements Checklist Bldg. 1 Dept. 1 Use 1 [ ] 1 Interior Lighting 1 1. Total actual watts must be less than or equal to total allowed watts 1 Allowed Watts Actual Watts Complies(Y/N) 1 2854 2614 YES 1 1 Exterior Lighting ( ] 1 .2. Type(s)of exterior lighting sources: 1 Fluorescent _Metal Halide _High Pr. Sodium 1 Exceptions: 1 Specialized signal,directional,and marker lighting;lighting highlighting exterior features of 1 historic buildings;advertising signage;safety or security lighting,low voltage landscape lighting. 1 Controls,Switching,and Wiring [ ] 1 3. Independent controls for each space(switch/occupancy sensor). 1 Exception: Security lighting,building lobby/retail store/mall [ ] I 4. Master switch at entry to hotel/motel guest room. [ ] 1 5. Individual dwelling units separately metered. ] -1 6. Two switches,dimmer,or occupancy sensor in each space providing Lighting Application Worksheet New York State Energy Conservation Construction Code COMcheck--EZ Software Version 2.4 Release 2 Section 1: Allowed Lighting Power Calculation A B C D Total Floor Allowed Allowed Area Watts Watts Area CateRory (ft2) (watts/ft2) (B x C) Office 1168 1.5 1752 Storage,Industrial and Commercial 1102 1 1102 . Total Allowed Watts= 2854 Section 2: Actual Lighting Power Calculation A B C D E F Fixture Fixture Description/ Lamps/ 4 of Fixture ID Lamp Description/Wattage Per Lamp/Ballast Fixture Fixtures Watt. (D x E) A Lithonia 2SP-G/48"T8 32W/Electronic 3 3 106 318 B Lithonia 2SP-G/48"T8 32W/Electronic 3 8 106 848 C Lithonia 2SP-G/24"T12U 40W/Electronic 2 10 88 880 D Lithonia L2/48"T8 32W/Electronic 2 8 71 568 Total Actual Watts= 2614 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= 2854 Total Actual Watts= 2614 Project Compliance= 240 Lighting PASSES: Design 8%better than code a uniform illumination pattern. Exceptions: Only one luminaire in space;An occupant-sensing device controls the area; The area is a corridor,storage,restroom,or lobby. [ ] 7. Automatic lighting shutoff control in spaces greater than 250 sq.ft in buildings larger than 5,000 sq.ft. [ ] 8. Photocell/astronomical time switch on exterior lights. Exceptions. Areas requiring lighting during daylight hours [ ] 9. Tandem wired one-lamp and three-lamp ballasted luminaires. Exceptions: Electronic high-frequency ballasted luminaires not on same switch [ ] 10.. 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 2.4 Release 2. 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. Princip ighting Designer-Name Signatu Date Permit Number Mechanical Compliance Certificate . Checked By/Date .New York State Energy Conservation.Construction Code COMcheck-EZ Software Version 2.4 Release 2 Data filename: Z:\PROJECTS\3807ComCheck.cck Section 1: Project Information Project Name: Greater Glens Falls Transit Facility Expansion Office Building Addition Designer/Contractor: Robby F.Cosgriff Project Architectural Engineer Rist Frost Associates,P.C. Document Author: Robby F.Cosgriff Project Architectural Engineer Rist Frost Associates,P.C. Section 2: General Information Building Location(for weather data): Warren„Npw York Climate Zone: 15 Heating Degree Days(base 65 degrees F): 7635 Cooling Degree Days(base 65 degrees F): 366 Project Description(check e): _New Construction Addition _Alteration _Unconditioned Shell(File Affidavit) Section 3: Mechanical Systems List uanti System Type&Description 1 HVAC System 1: Heating:Hydronic or Steam Coil,Hot Water,Heating Capacity Unknown/Cooling: Split System,Capacity>=65-<90 kBtu/h,Air-Cooled Condenser/Multiple-Zone 2 HVAC System 2: Heating:Unit Heater,Hot Water,Heating Capacity Unknown Section 4: Requirements Checklist Bldg. Dept. Use Requirements Specific To: HVAC System 1 [ ] 1. Minimum one temperature control device per zone [ ] 2. Equipment minimum.efficiency: Split System: 10.3 EER [ ] 3. Balancing and pressure test connections on all hydronic terminal devices [ ] 4. Integrated air economizer required [ ] I 5. Systems serving more than one zone must be VAV systems -Exception: Where pressure relationships must be maintained -Exception:75%of reheating/recooling erier&achieved through site recovered or site solar -Exception:Zones.with humidity requirements;for special processes -Exception:Zone cfm<300 and flow rate<10 o of total design flow rate -Exception: Outside air needed to meet Chapter 4 of Mechanical Code for New York State [ ] 6. Controls capable of resetting supply air temp(SAT)by 25%of SAT-room temp difference 7. Motorized,automatic shutoff dampers required on exhaust and outdoor air supply openings -Exception: Gravity dampers acceptable in buildings<3 stories -Exception: Gravity dampers acceptabl6 iri:syst6riis with outside or exhaust air flow rates less than 300 cftn where dampers are interlocked with fan Requirements Specific To:HVAC System 2 [ ] 1. Balancing and pressure test connections on.ail.hydronic terminal devices 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. Thermostatic controls has 5 deg.F deadband -Exception: Thermostats requiring manual changeover between heating and cooling [ ] 6. 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 [ ] 7. Automatic shut-off dampers on exhaust systems and supply systems with airflow>3,000 cfm [ ] 8. Outside-air source for ventilation;system capable of reducing OSA to required minimum [ ] i 9. R-5 supply and return air duct insulation in unconditioned spaces R-8 supply and return air duct insulation outside the building R-8 insulation between ducts and the building exterior when ducts are part of a building assembly -Exception:Ducts located within equipment: -Exception: Ducts with interior and exterior temperature difference not exceeding 15 deg.F. [ ] 10. Ducts sealed- longitudinal seams on rigid ducts;transverse seams on all ducts; UL 181A or 181B tapes and mastics L. [ ] 11. Mechanical fasteners and sealants used io.'wio iect ducts and air distribution equipment [ ] 12. Hot water pipe insulation: 1 in.for pipes:<=L5 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 [ ] 13. Operation and maintenance manual provided to building owner [ ] 14. Balancing devices provided in accordance with 603.15 of Mechanical Code for New York State [ ] 15. Stair and elevator shaft vents are equipped.with motorized dampers [ ] 16. Exhaust air heat recovery included for systems 5,000 cfm or greater with more than 70%outside air fraction or specifically exempted 17. Kitchen hoods>5,000 cfm provided with 50%makeup air.that is uncooled and heated to no more than 60 deg.F unless specifically exempted [ ] 18. Buildings with fume hood systems must,have variable air volume hood design, exhaust heat recovery,or seprate makeup air.supply meeting the following: a)75%make up air quantity,and/or b)within 20F of.room temperature and/or c)no humidification d)no simultaneous heating and cooling 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 Coristructibii Code requirements in COMcheck-EZ .Version 2.4 Release 2. The design professional shall provide to the code enforcemenf'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'fo'the code enforcement official,if requested. 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Sheet 2 of .90 Iy!�o�� Reference 777��_ I� Wind h15: _TC(CG`' Sou- I evg� 3j E---= X j -- - -- - -- - - I8.5psf �� ,5�) 39•� a� v 5331,>1 5,33a� a I . 0-r Gt1 wnc�oh a 666�b easf -Face - _ i i 313 '71 t � l i ; r I� k31 _._-, .. _ _ r it i 1 � i rl . a�5_ �__-� _�-_ i�-y --��1•�-1 " Monday, March 15, 2004, 01:33 PM PAGE NO. 1 **************************************************** * * * STAAD.Pro * Version . 2003 Bld 1002.US * Proprietary Program of * Research Engineers, Intl. * Date= FEB 24, 2004 * Time= 14:15:32 * * * USER ID: Rist-Frost Associates, P.C. 1. STAAD SPACE 2. START JOB INFORMATION 3. ENGINEER DATE 13-FEB-04 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT FEET KIP 7. JOINT COORDINATES 8. 1 0 0 0; 2 39.75 0 0; 3 0 13 0; 4 39.75 16.3125 0 9. MEMBER INCIDENCES 10. 1 1 3; 2 2 4; 3 3 4 11. DEFINE MATERIAL START 12. ISOTROPIC STEEL 13. E 4.176E+006 14. POISSON 0.3 15. DENSITY 0.489024 16. ALPHA 6.5E-006 17. DAMP 0.03 18. END DEFINE MATERIAL 19. CONSTANTS 20. MATERIAL STEEL MEMB 1 TO 3 21. MEMBER PROPERTY AMERICAN 22. 1 2 TABLE ST W8X24 23. 3 TABLE ST:W16X50 24. SUPPORTS 25. 1 2 PINNED 26. LOAD 1 DEAD LOAD 27. MEMBER LOAD 28. 3 UNI GY -0.14 29. LOAD 2 SNOW LOAD 30. MEMBER LOAD 31. 3 UNI GY -0.618 32. LOAD 3 WIND SOUTH 33. MEMBER LOAD 34. 1 UNI GX 0.1792 35. 2 UNI GX 0.1106 36. 3 UNI' GY 0.0672 37. LOAD 4 WIND SOUTH .1 38. MEMBER LOAD 39. 1 UNI GX 0.1792 40. 2 UNI GX 0.1106 41. 3 UNI GY 0.0406 Z.\Staad103-3807\GGFT.anl Page 1 of 6 Monday, March 15, 2004, 01:33 PM STAAD SPACE -- PAGE NO. 2 42. LOAD 5 WIND NORTH 43. MEMBER LOAD 44. 2 UNI GX -0.1792 45. 1 UNI GX -0.1106 46. 3 UNI GY 0.0672 47. LOAD 6 WIND NORTH 1 48. MEMBER LOAD 49. '2 UNI GX -0.1792 50. 1 UNI GX -0.1106 51.. 3 UNI GY 0.0406 52. LOAD 7 SEISMIC LEFT 53. JOINT LOAD 54. 3 FX 0.474 55. 4 FX 0.474 56. LOAD 8 SEISMIC RIGHT 57. JOINT LOAD 58. 3 FX -0.474 59. 4 FX -0.474 60. PERFORM ANALYSIS. P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 4/ 3/ 2 ORIGINAL%FINAL BAND-WIDTH= 2/ 2/ 15 DOF TOTAL PRIMARY LOAD CASES = 8, TOTAL DEGREES OF FREEDOM = 18 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 12.0/ 11312.0 MB, EXMEM = 1414.8 MB ***WARNING - INSTABILITY AT JOINT 4 DIRECTION MX PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING K-MATRIX DIAG= 1.0906917E+04 L-MATRIX DIAG= -9.9387165E-13 EQN NO 16 ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY **NOTE** STAAD DETECTS INSTABILITIES AS EXCESSIVE LOSS OF SIGNIFICANT DIGITS DURING DECOMPOSITION. WHEN A DECOMPOSED DIAGONAL IS LESS THAN THE BUILT-IN REDUCTION FACTOR TIMES THE ORIGINAL STIFFNESS MATRIX DIAGONAL, STAAD PRINTS A SINGULARITY NOTICE. THE BUILT-IN REDUCTION FACTOR IS 1.000E-09 THE ABOVE CONDITIONS COULD ALSO BE CAUSED BY VERY STIFF OR VERY WEAK ELEMENTS AS WELL AS TRUE SINGULARITIES. 61. PRINT ANALYSIS RESULTS Z:\Staad\03-3807\GGFT.an1 Page 2 of 6 Monday, March 15, 2004, 01:33 PM STAAD SPACE -- PAGE NO. 3 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE --------------- JOINT LOAD LOAD X-T S Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 1 0.00)00 0.00000 0.00000 0.00000 0.00000 0.00019 2 0.00)00 0.00000 0.00000 0.00000 0.00000 0.00085 3 0.00 00 0.00000 0.00000 0.00000 0.00000 -0.01005 4 0.00Q00 0.00000 0.00000 0.00000 0.00000 -0.01001 5 0.00000 0.00000 0.00000 0.00000 0.00000 0.01016 6 0.00600 0.00000 0.00000 0.00000 0.00000 0:01019 7 0.0to 0.00000 0.00000 0.00000 0.00000 -0.00355 8 0.00 00 0.00000 0.00000 0.00000 0.00000 0.00355 2 1 0.00600 0.00000 0.00000 0.00000 0.00000 -0.00147 2 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00648 3 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00777 4 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00805 5 0.00000 0.00000 0.00000 0.00000 0.00000 0.01014 6 0.00000 0.00000 0.00000 0.00000 0.00000 0.0,0986 7 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00295 8 0.00000 0.00000 0.00000 0.00000 0.00000 0.00295 3 1 0.07612 -0.00212 0.00000 0.00000 0.00000 -0.00190 2 0.33602 -0.00936 0.00000 0.00000 0.00000 -0.00841 3 1.01857 0.00159 0.00000 0.00000 0.00000 -0.00026 4 1.03303 0.00119 0.00000 0.00000 0.00000 -0.00062 5 -1.15543 0.00038 0.00000 0.00000 0.00000 0.00233 6 -1.14096 -0.00002 0.00000 0.00000 0.00000 0.00197 7 0.39988 0.00027 0.00000 0.00000 0.00000 -0.00051 8 -0.39988 -0.00027 0.00000 0.00000 0.00000 0.00051 4 1 0.07570 -0.00266 0.00000 0.00000 0.00000 0.00183 2 0.33417 -0.01175 0.00000 0.00000 0.00000 0.00809 3 1.01915 0.00056 0.00000 0.00000 0.00000 -0.00120 4 1.03353 0.00006 0.00000 0.00000 0.00000 -0.00085 5 -1.15630 0.00207 0.00000 0.00000 0.00000 -0.00074 6 -1.14192 0.00157 0.00000 0.00000 0.00000 -0.00039 7 0.40010 -0.00033 0.00000 0.00000 0.00000 -0.00018 8 -0.40010 0.00033 0.00000 0.00000 0.00000 0.00018 Z:\Staad\03-3807\GGFT.anl Page 3 of 6 Load Factors (9-1) U=1.4 D (9.2) U=1.2 D+-5 S (9.3) U=1.2 D+1.6 S+.8 W (9-4) U=1.2D+1.6W+.5S (9-5) U=1.2 D+1.0 E+.2 S (9-6) U=.9D+1.6W (9.7) U=.9 D+1.0 E Frames Lines 2 and 7 (Uplifting and Downward Forces) Load A B D 2: 9' 2J9 S W South W South :Wind applied to south wall W South 1ti i#4f; E left VVA, ". ,, 3.43_ E left :Seismic to south wall E right iT40 x3' _' E right:Seismic to north wall W West 2 76Yj 6, ?X$ `J? W West :Wind applied to west wall W East 2764 W East :Wind applied to east wall W North Ai 218`.=.;°', W North :Wind applied to north wall W North r fl °w . Downward Force +Upward Force 9-1) U= -3.906 -3.906 (9.2) U= -9.513 -9.513 (9-3) U= -21.404 -22.604 WIND SOUTH U= -21.828 -23.028 WIND SOUTH 1 U= -20.868 -20.668 WIND WEST U= -25.284 -25.284 WIND EAST U= -22.668 -21.332 WIND NORTH U= -23.1 -21.764 WIND NORTH 1 (9-4) U= -6.169 -8.569 WIND SOUTH U= -7.017 -9.417 WIND SOUTH 1 U= -5.097 -5.097 WIND WEST U= -13.929 -13.929 WIND EAST U= -8.697 -6.025 WIND NORTH U= -9.561 -6.889 WIND NORTH 1 (9-5).U= -2.384 -9.244 Eleft U= -9.244 -2.354 Eright (9-6) U= 0.833 -1.567 WIND SOUTH U= -0.015 -2.415 WIND SOUTH 1 U= 1.905 1.905 WIND WEST U= -6.927 -6.927 WIND EAST U= -1.695 0.977 WIND NORTH U= -2.559 0.113 WIND NORTH 1 (9-7) U= 0.919 5.941 Eleft U= -5.941 0.919 Eright Max-- 1.905 1.905 Min= -25.284 -25.284 FA B 1.905 ? 1.905 -25.284 + -25.284 R Job # 0-3- 19907 Dept. C u te JOB TITLE GG M.Ckd. 3CC. DaDate!�, ?.) o C.Ckd. Date DESIGN AREA . E�d vu�ill. CdIl1i77/"� S /'� �-` Sheet of Y�r�ica� Reference b bitOIRTH ly3SF � l y�3� For W sooT y 1�.. _ l.7 , . ..... .. :... . . liwEsr �cSD Fa� �!'R .0 �qsr 76dt r A. . _ : - - ��a -._ _ _ . .. . - -. ._.. 41 Nara Z on rl!q i _��r +pop, - a o,F��+« --- ! ...... , WNorrru =i =' 690 @ A I laps )(i3 sad, 5/a) 5 35 �/� � • i i I _ =- T-- . — - — -- W so uT N '� i !b30 @ a C(�•a I .?s/a � .s/� 0: - - - --- -} - --- - - - - - {--i - - - -- -- 4 , i . -- -- - ; - i - r - , RJSTM° Job # 03- 3807 Dept. 00 ue_ By � � Date -o JOB. TITLE GGF i M.Ckd. Date, �C7�U e C C.Ckd. Date DESIGN AREA Frl4 WC1 Sheet of Reference Fo L C -fib'- r - - , g, - - 3 x 13 a5 _For; C� C 51 h T. ; For 1_ 13 8 `FOr__. 6 rb — J y3 S F® G' w&-r — 21 �� OZoh4a1 -- - -- - . N is pir�c�braa� )010 i _._ 1 v - _ @ G 4 ; 4 r .3CD l 70 J . , I I i i Endwall Columns(North and South Shear Forces) Load A B C D D W South „0A3:1;' 0:63 <' t t0 69 <t3.6$s ;` W South :Wind applied to south wall W South E left 1 58„ 4 56;< 1 56, 1.56= E left :Seismic applied to south wall E right 1.58 E right :Seismic applied to north wall W West W West :Wind applied to west wall W East D W East :Wind applied to east wall W Norih 9 6�, W North :Wind applied to north wall W North i 0 AO 0� 0 r South Force +North Force (9-1) U= 0 0 0 0 (9.2) U= 0 0 0 0 (9-3) U= 0.504 0.504 0.552 0.552 WIND SOUTH U= 0 0 0 0 WIND SOUTH 1 U= 0 0 0 0 WIND WEST U= 0 0 0 0 WIND EAST U= -0.552 -0.552 -0.504 -0.504 WIND NORTH U= 0 0 0 0 WIND NORTH-1 (9-4) U= 1.008 1.008 1.104 1.104 WIND SOUTH U= 0 0 0 0 WIND SOUTH 1 U= 0 0 0 0 WIND WEST U= 0 0 0 0 WIND EAST U= -1.104 .1.104 -1.008 -1.008 WIND NORTH U= 0 0 0 0 WIND NORTH 1 (9-5) U= 1.58 1.58 1.58 1.58 E LEFT U= -1.58 -1.58 -1.58 -1.58 E RIGHT (9-6) U= 1.008 1.008 1.104 1.104 WIND SOUTH U= 0 0 0 0 WIND SOUTH 1 U= 0 0 0 0 WIND WEST U= 0 0 0 0 WIND EAST U= -1.104 -1'.104 -1.008 -1.008 WIND NORTH U= 0 0 0 0 WIND NORTH 1 (9-7) U= 1.58 1.58 1.58 1.58 E LEFT U= -1.58 -1.58 -1.58 -1.58 E RIGHT Max= 1.58 1.58 1.58 1.58 Min= -1.58 -1.58 -1.58 -1.58 [A - IB C D - to 1.58 - 1.58 1.5B 1.58 ♦- -1.58 -1.58 4- -1.58 f-- -1.58 • r �s 4 Endwall Columns(West and East Shear Forces) Load A B C D D S .Q +� .,.H�0 W South ,�Oi838';, a 476 �:0 8t? „0.538i W South :Wind applied to south wall W South 0 ' 0 E left (q�3� �,1,48-. 1;98e 1tW z, E left :Seismic applied to south wall Et ,t,q8, t qt;, _ f:4$' s;-1,493 E right:Seismic applied to north wall Wig t W West :Wind applied to west wall W East W East :Wind applied to east wall W North Qi638"'., 1OT6 1:076�'�a 0.538 W North :Wind applied to north wall W North 0 .�, ti..O..e West Force +East Force (9-1) U= 0 0 0 0 (9-2) U= 0 0 0 0 (9-3) U= 0.4304 0.8608 0.8608 0.4304 WIND SOUTH U= 0 0 0 0 WIND SOUTH 1 U= 0 0 0 0 WIND WEST U= -1.064 1.4224 -1.4224 -1.064 WIND EAST U= 0.4304 0.8608 0.8608 0.4304 WIND NORTH U= 0 0 0 0 WIND NORTH 1 (9.4) U= 0.8608 1.7216 1.7216 0.8608 WIND SOUTH U= 0 0 0 0 WIND SOUTH 1 U= 0 0 0 0 WIND WEST U= -2.128 -2.8448 -2.8448 -2.128 WIND EAST U= 0.8608 1.7216 1.7216 0.8608 WIND NORTH U= 0 0 0 0 WIND NORTH 1 (9-6) U= 1.48 1.48 1.48 1.48 E LEFT U= -1.48 -1.48 -1.48 -1.48 E RIGHT (9-6) U= 0.8608 1.7216 1.7216 0.8608 WIND SOUTH U= 0 0 0 " 0 WIND SOUTH 1 U= 0 0 0 0 WIND WEST U= -2.128 2.8448 -2.8448 -2.128 WIND EAST U= 0.8608 1.7216 1.7216 0.8608 WIND NORTH U= 0 0 0 0 WIND NORTH 1 (9-7) U= 1.48 1.48 1.48 1.48 E LEFT U= -1.48 -1.48 -1.48 -1.48 E RIGHT Max= 1.48 1.7216 1.7216 1.48 Min= -2.128 -2.8448 -2.8448 -2.128 FA B C D --� 1.48 - 1.7216 -1� 1.7216 --jo. 1.48 4-- -2.128 4-- -2.8448 4- -2.0448 F -2.128 RIS71EW4 Job # 03-380? Dept. CO3 l 1 By Date 4q 6 JOB TITLE 6GF7 Fvun M.Ckd.. Date C.Ckd. Date DESIGN AREA . Sheet 1 of ti N ao" Reference a.. 2" Up l�f f t 1 a 90 kepi 1;l 5hcur 50a �M' ' T Or : 8 CH: 8�1s +Fgnsf 5 I ......:... . c _, Rc�n�orciry o" a x a 7� t ) 6 x �� 33 +�. 8 ,x .7� ) -- a 5 aSy I unorad a 7 + Ia.33 _ 2. all, - ._ . ' ... L_... .. ( - _._._... _.:i ._.. I __ - :_.. S �- i �. �Ql 7 k'V � Sri _ s �ice— k Uc . ( ih V41.� t : r ■ IS■LrLN&W Job # Dept. CGo: • By FI Date _ JOB TITLE GGF"r Fovnc�a�eonS M.Ck� Date C.Ckd. Date DESIGN AREA . ` C�Iumn 1.S- B an� :G. Sheet a of Y 8 , Reference Re �.57148 ��P• fans er r` PICr R�Ih1�Gln - m FadarGd. ,(.:I. I•o �� -� 1.6 x — 5.186 - (. x 13 ). I Gi. 'gaK l As - - - - - - - i 1 i. t ; i t t �ars -- - - - - t , t I � 1 � I I i_.�. J. �......� ..-- r... ---'— - _- �.____ .... _ ...._ ( - L i 1 T — -F F--- ----r- F------.=m -- _ 3c�onS � olC Ci 'Xias �-C--- —� -- i --}- ' i I i -- . .. _. t . V � 31 �✓ _ I L � t _ a I I i 3 3 c k75 D a 42 k _ - - L [--A.......... . ; moo � I _ :. _--i - 1- - _. ....... .........:—_ _:.. ..: J.___ .....-. i -.___ _. _.-_ _ ._ _ ._..a -.__ _ _ - -_ JU e RISTREW4 03- 380 7 Job #" Dept. CAVlL f By P-7PA Date, M.Ckd. Date %S o JOB TITLE �c� � ��Un� . l�i�� - C.Ckd. Date. DESIGN AREA . CGIUn'�n5 andl �Sheet of ti " Reference L - plS+ 3 8g 6$ . S a r a8 T;1C 1 , _ - — - � I _ �a�5 : t _ - -- f 1 � i j 3 j -- - _ - - a , , k 1 i 1 f i 7-...-.. .. i i- .0 j I: I + 55 i ! i i i ? C I f`I/�C�J Job # 03.3 607 Dept. JOB TITLE G G F T Founjal id* M.Ckd.n5 By : Date a/Date t o C.Ckd. Date DESIGN AREA . Sheet of Reference Fovndafd�_UJa retnto er.f I ca l , oo�aCg� ��a' e I,ISa in ._I�nrar-F4_of - USA #ti��a a,, / _ 1 �Qfdzon9- 14. J!7j� X/M_ -- , 1w �S(ati (8'J 3Y56,n l�sc 3�. (AS G in s Z I _.. __.....-. ..-. r-. .._.___._ --- - - - - - -- r. - -'- -- -- - - -- - - - - I � I . - I i t I = 1 i i 1 I t t j z , I I , : EiRTER EiLS FAQ TSIT 03-3807 Office Expansion 3/12/2004 AJR a?1l /�/Z 41 -1 jai o II a wlaxIy w,oXi;t. _ 19945P ILIK15P A' _ do f$k(,5p 14K45P vJ —4s r )8Kl S,W 14k15P N w\, ca a pu �70 �� x W l oN\ i� •.O .._. JO p Co .O UZI r 1� m 00 W 1 � q I � N o O \ / x o • V 1 mW O J 8 S-6 S-7 ° ° T/STEEL EL. EXISTING W12x19 348'-0" of o ° W10x12 18K6SP1 B 0 14K1SP o do, J N V) N do �O 80 O (D 3 X � N N V � �M N 14K1SP 3 18K65P7 T/STEEL EL._ VARIES _ W10x12 D W12x19 348'-0 TO 347'-5" ° � A.6 SLOW POINT 14KISP EL. 347'-5" 18K6SP2 N w CL AHU - rn do ao 18K6SP2: 00 X J n do 18K6SP1 N x o n 00 h N _ .t 14KlSP 3 18K6SP1 a II � T/STEEL EL. W1204 348'-0" A " 1 ROW 13'-1" 27'-10 1/2" 2 ROWS HORIZONTAL HORIZONTAL BRIDGING ANCHOR COLUMNS TO BRIDGING CMU WALLS. SEE TYPICAL w I .DETAILS ON DRAWING S-7. - cr- 04 Qn wN W\ uJ rui I w \a J- N M FWw--.N N� M m I 1� M � . ROOF STEEL PLAN 1/8"=1'-0" T/STEEL EL.'VARIES �k UNDERHUNG AIR HANDLING UNIT (AHU) NOT IN CONTRACT. �i DECK SPAN DIRECTION RFA Job # 03-3807 Dept c L- JOB TITLE (� r By &rA Date 1 � o M.Ckd. Jcc— Date n ,,/ C.Ckd. Date DESIGN AREA Sheet d of Reference I � 1 An- — i --! 5 ql� l. --Pd=._.I(_ _ L_ i ,C�k r G_. ( ..... - +a61e - - her_r,u -- r .�C'ake$ac_Yi cc (Koo Fis--ILXJ .al!=- ...6nd.�nq, I. I i ! I j i l l fi 1 t _... -.a.,-�6eC4, - .i. - ---1- - --- - - ji t&dk sP reads-I�e��--� � 'k _Ino a�hit4� �- i � j j � i ! � ! � � p �----- g- I ! j I ( ! -- - - I. 1 -......._.-....._....... -..._.. -._.....__................1— -......... ._._.....- .... - - - -- --- I..._........_ ....... .- ----- - .._._ ....... _..---.... i j y I ! i i j i i j I I 1 — � 1 — i I i l i i Snow'Drift Loadinq perASCE 7-98 Rist-Frost Associates,P.C.333 Glen-Street, Glens Falls New York 12801 518-793-4141 Client: • GGFT Date: 02/03/04 Project: Transit Facility Expansion Job No. 03-3807 Location: New Office Roof Eng: AJR Ground Snow Load pg= psf Snow Snow Density y= 23.1 pcf Exposure Factor C8= II 'Table 7-2 Thermal Factor Ct= '`:€ 1 Table 77.3 Importance Factor I= [ Table 7-4 Height Difference h= <<8 feet Flat-Roof Snow Load pr= 44.1 psf hb= 1..91 feet hc:= 6.09 feet.` hc/hb= 3.19 Consider Snow Drift Leeward Drift: I„_ SD(}feet Length of upper roof . hd= 4.06 feet Controls Windward Drift: feet Length of lower roof hd= 2.20 feet Leeward Drift Controls hd= 4.06 feet Pd= 93.69 psf w= 16.22 feet <Lower Roof lu= 81.00 ft lu= 41.00 ft h= 8.00 I,o� h�= 6.09 pd= 93.69 psf 5 s 77 . - P h 4.06 d hb= 1.91 L w= 16.22 ft pr= 44.1 psf Office snow drift.xis Page'A RFA Job # 03 -3807 Dept. 4 By A7P, - Date 43o JOB TITLE M.Ckd. Jr.r Date C.Ckd. Date DESIGN AREA Sheet o. l of Reference per'� . - ' — -- i -- -- - � I lad, , j i I I I i r �...._... .+ - - .._.. i _ i t t - r� — 3 .. _ i .._....._._.-T _._......i �._._- .. .i....... ....__i I i. I � V I CP Irv . 1. __�.es� 4 i , i i..... I P.er Sec Gh it I ,G, t� J '---- -- — -..-- - .� � aQ ihq,� cr__`� C,�`ic�h lit 1� -- C_j✓ M S.J__ a ?in oCC c}�r .ly. r__�Cr.._ (� S C an_ .._�(_N BC rS ; IS?n I� ki(�._.. :Cc nj a onC.y I ' — ;.. � _c ? .. _>i . 749 , I 1 i Cal . - —�'_ �o ( I T=TG {�„ . e /a - = 15 , I ;: , RFA Job # 03-3867 Dept. By AsP- Date o .JOB TITLE M.Ckd.Jc Date L 1C)4 C.Ckd. Date DESIGN AREA Sheet 6! a of Reference i ' 1 O00 1 a �-- i i i —_8.�. .,_c� ► J� d_ jpeed_ v ._�_`I �.KIP 1 ... ; /� �e �? ) dab __L�a9,�, `+� - - -01, -- — I latel-tom a`l,_Ic-.a.t(�} — 5� i � red �vl,,ds_ar _6aS.ic Ioa�S Multi Fled. ' M_Cae( _i, �- --�-- I �! _ y. 0� _her —..----.... i .._ i...-. i - . 0 e ..I I - .- I I I I .1 i � I . ...j .. - - ----... I�hd_z0 .. t �3.0' i ! ! 1 ! I j I j j - ' 1 ...- - -{ .... r._.-. 1 _..- - -.._... - f -L._..... - 1. .---- ... _._ _.... — - i � —C—,--�- i I i --�-- i � I I _� •' 111 1 , h 1 1 1-4 1 � I I i I I I I i RFA Job # 03-380 7- Dept. By ATR Date 3 s a JOB TITLE M.Ckd Date 6 o C.Ckd. Date DESIGN AREA Sheet 2:3 of, Reference s C n�ilevQr ;L✓al��ARYA-_ -L4 cLri cog tam.. :1,�1f be� ;n 1 { (1ki 1 I i ' # . -- -- I { leJ _-.: _ ' t5 s _i�� n i z4ne5i._ c 3. Derr for { I -- _ e i i c� S_, r i I --- .......�..__ --- -- — _ _ ..... - ---- -- - -` • _a ; I i - __ _ i _ ;i .._. ..... _ i 3 ✓V I i � -i--- __.._._........ .... ....................., -- .-- -' I I I \j I j ----_lJ.nl._D�sign_Per�ALT.- S� },�n:'d...,'2� __�_ _ 11l _. 6.': � I.._.._._ _ -- --�_ . ... ._ - ' : ----A c .pa�n ..rnax,_mo ✓j.c.n > � �?��J '� 0. �Ia� �ta1.E deaet .h ... -- I _ JIVI 1__- Pra er a,esq__A 5 . - i ....--- -.. ._ -- _.: ........ _ _ _ �a, ia�„ ✓ f .-a /boo f iAo -- -- _ al sc -= - - — 3a.rLz� � 7'3. -- I i ajJB 1 3,7 a I ! �r d 5 AbirrJ atiF Ia c- ode C n I.aS! ' ot5 36! Y i 9& - - Yaa,,, c _C �r .., ' 'a, O~ m 1' � �_ gar � mac' — . - 1 ; j l _. }�- .etc'_ _. ............_....-- ---_..ul....--�—!_ __----� _....... _._._1�.—_._.._..----1.—'-...._....___-.� RFA Job # o3-3807 Dept. By Mg Date JOB TITLE M:Ckd._,\Cc Date o C.Ckd. Date DESIGN AREA Sheet o'l of Reference ; 7_ .......'�kerr LS_� �N- �f ,__�x�sk�_>n k6_rve ,e`.elk>».ns - _ --__-_.- _. y�lax._��J.ivrd_lo o {-_}�o ppen5_�tdm...ea�5 -_�o we f Ar n et J'W..a flfl_ ---- IJl'r i ! � Ir i � ---I ii r _. .1. _ ..:.... _ ---- - -li _' I .� --J I M E I I !a 3ps� WWJJ i - --- - - i-- - I 1 . - IS.S p� d ( i Ig.3 1�' � e, I --- -_ s.s- 3C 45;9 ��k_ era►_ - ti - ;- ..... _ _ . l i I!-5.Af' wolf 6.__.la , ',3 `h_J b 7. a5"t S r a�_4bll U ...�... d — -- - - '-- ; _ ....._ __ --� - - -- -I -- -- - -- sso� fib- � � ;- ,- _-�-- -- ............---p 1_._.. - .......... — ... ---1— -- - - -- I } den ...... --.._..._ .....-.....1 - I -�-- ----- I - f CSt's.F_ollrt ' E. '.. I _ ---- d _ / ` e r eou -- 08: I "� { Op9_�p� ►�er aJ_3�� usedJ�Z �: ' 1 �;� � �i3 — jCefit llj�_$'- �. i Ilia es_l�i 1_ v� ycSe_r f 1 I RFA Job #_ Dept. By f!3)2 Date -r av JOB TITLE M.Ckd. Date C.Ckd. Date DESIGN AREA Sheet 0,4 of Reference J)M.�r.-!.�ll�_.!..._1_I�..__ _ _CUs.iS.�'' - - -��i�_..C��uw?•i�.5_!n. _- �.' --•_ --F-- � - - r enS I ,.. 1.�,- .�±--� -'--;-- •:�- '- --'i----.- -- � • t T y - - — -- - --; - - - - -- -- fn� : i r - i 1 / t, .Sps �'� '-'7 � f91,�b1fr II r , (- --- .._._-•------.._.;_...—__-...-''--' '---,-' ' - -_SIG-- --•-- -'--I•- , , 1 l_oaLSF! L r r p1 .]aXiO�jf_�t4X , 1 , 4 -V .SO � (ism+�°�1_�.i-f'•.P•h..(!�._�Q1�5.� ' !- 1 , ��t� �i_� . ��>•G-�r i �(a.3,5.3; 1_ YSi - - - 6a� 5i —t . ��:-- � .� -- '-� •-'- .__�—_{-.—t--�----' ---'��."----�---'-;-�.�-Nate o�'6e�__�coi:�sS��.L(O.'7�{� �_ 8_`dkLi.5.3�I• --�----�--='----per-a _..�__�..•—'----I--•--f-- �----- .._.. _ _03,7i�?5._. ,I 16. ! , i I I I ,' , •lam i 1 (`.r.2ts7cr'� 3:1��_� _ .. :lam: #�`f.� ��" .i(ec.-E��4Q1 (�:�.•�q. c�Lz�.�..w�res.:�a,r:izonfr�a,l. �ver- .��er.`. �kr5� _ f--_.,-..... _. RFA ' Job # 03-3807 Dept. By Aj-P- Date 2 s 6 JOB TITLE M.Ckd. ace Date a C.Ckd. Date DESIGN AREA Sheet i of Reference if e III P 1 ( c ►�1 ee (Sep `��. f.fj, p..,' E .--- ....12 ...... • i i Q I i I + -- -- 1 - flCG�C j — If P —47 SeeL aided di�r_i.n8_c(.e_s.�9�n ) } I , i S I n. }J�nc�B�9- ---- _.i_ � —.--..�_,_..� �f _.. L5 3•q J@ — /; _I � ' t CIl�1-3 la.. � + .—�/1_2 5,7 - - , i , I a_3._I 8-K-� �--- — — ff i I i) _ i 1_ �. 3:6)_ a8�,` } IC7a (3��c�7 _ �7' j eL' �1� # ��? i�, < 7 Q p - _.�- I i 5 uw� 3 � t _-r-tsI �$. G ) _ F vo+�I I I p ' SSumiivi e� 2builI -- To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 8:05AM, 27 FEB 04 main menu selection,choose the Description:Steel Framed Office Expansion" Printing&Title Block.tab,and ent Scope.: your title block information. Rev: 550100 User:KW0601966,Ver 5.5.0,25-sep•2001 Steel Beam Design Page 1 (6)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Roof Joist Spanning Line 8&9 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : y 5U.UUKS1 Pinned-Pinned Load Duration Factor 1.00 Center Span 28.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 0.00 ft Distributed Loads . #1 #2 #3 #4 #5 #6 #7 DL 0.059 k/ft LL 0.177 k/ft ST k/ft Start Location ft End Location ft Trapezoidal.Loads #1 DL @ Left LL @ Left 0.072 ST @ Left k/ft Start ft DL @ Righ LL @ Righ ST @ Righ k/ft End 3.167 ft ummary I v.Allow=0 l Static Load Case Governs Stress Using: section,Span=28.00ft, Fy=50.Oksi End Fixity= Pinned-Pinned, Lu=O.00ft, LDF=1.000 Actual Allowable Moment 0.000 k-ft 0.000 k-ft Max.Deflection 0.000 in fb:Bending Stress 0.000 ksi . 33.000 ksi Length/DL Defl 0.0 : 1 fb/Fb 0.000 :1 Length/(DL+LL Defl) 0.0 : 1 Shear 3.414 k 0.000 k fv:Shear Stres 0.000 ksi 0.000 ksi fv/Fv 0.000 :1 - Non-AISC Section-No Stress Reductions Checked Force&Stress Summary, <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max.M+. 23.19 k-ft 5.78 23.19 k-ft Max.M- k-ft Max.M @ Left. k-ft Max.M @ Right k-ft Shear @ Left 3.41 k 0.83 3.41 k Shear @ Right 3.31 k 0.83 3.31 k Center Defl. 0.000 in 0.000 0.000 0.000 0.000 0.000 in Left Cant Defi 0.000 in 0.000" 0.000 0.000 0.000 0.000 in Right Cant Defi 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000' 0.000 in Reaction @ Left 3.41 0.83 3.41' 3.41 k Reaction @ Rt 3.31 0.83 3:31 3.31 k Section Properties Depth in Weight r-xx 0.000 in Width 0.000in I-xx 0.00 in4• r-yy 0.000 in Web Thick 0.000 in I-yy 0.00 in4 Rt 0.000 in Flange Thickness 0.000 in S-xx 0.000 in3 Area 0.00 in2 S-yy 0.000 in3 To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 8:05AM, 27 FEB 04 main menu selection, choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope your title block information. Rev: 550100 Page 2 User:KW-0601966,Ver 5.5.0,25•Sep•2001 Steel Beam Design (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Roof Joist Spanning Line 8 &9 Sketch & Diagram .80 5.60 B.40 11.20 14.00 16.80 19.60 22.40 25.20 128.00 0. 0.236k/ft will MINIM .00 0.0"/jt 1.31 1.97 2.63 Shear Load(k) Location Along Member(ft) 3.19 2.80 5.60 .40 AMINIIIIIA&V 19.60 22.40 25.20 28.00 28ft 0.87 8.55 Mmax=23.2k-ft 6.23 Dmax=0.000in 3.91 1.59 Rmax=3.414k Rmax=3.308k .28 Vmax @ left=3.414k Vmax @ rt=3.308 .96 I� .64 II III I Ben ik@ Moment(k•ft) Location Along Member(ft) 01.79 .80 .60 .40 11.20 14.00 16.80 19.60 2.40 5.20 8.00 61 .43 25 8 o Loca'y Deflection (in Location �� Location Along Member(ft) l RECOMMENDED CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS �r ESTIMATING JOIST SIZE FOR SPECIAL LOA_DINGS EXAMPLE: U.S. CUSTOMARY UNITS EXAMPLE: METRIC g EA&ampl a fro M 2.44 m I/t<ICra�f C4fa)o� C 500# 300# E 2.22 kN 1.33 kN 6'0" 3'0" 1.83m .91m pj LIVE LOAD=180#/ft. LIVE LOAD=2.63 kWm G, DEAD LOAD=90#/R DEAD LOAD=1.31 kWm G To" 2.13 m E Ir 30'0" 800# 9.14 m 3.56 kN R� RR RL RR 18K9 Sp 18K9 SP (See Method of Joist Selection Below) (See Method of Joist Selection'Below) Joist supplier to design joist to support loads as shown above. Joist supplier to design joist to support loads as shown above. Total Load=160(8) +(180+90)30+500 Total Load: 221(2.44)+(2.63+1.31)9.14+2.22+ 2 L 3.56+ 1.33= +800+300=10,300 lbs. ,• R __ 160(8) 30-8/s + (180+90) (30) +500 9 Total Load= 2.86+36.01 +2.22+3.56 2 [ 30 ] 2 [30] + 1.33 = 45.98 kN 7 3 _ R =2.34 2.44 x 9.14-(2.44/3) +(2.63+1.31)9.14 +800 [30] +300 [30] 2 9.14. 2 ° RL=5000 lbs. +2.22[9.14] +3.56[9.14]+ 1.33 1991 ]= RR=5340Ibs. Assume RR= We1(L), 2(5340)=356 Ibs/ft. RL_ (2.86 x .91)+18.01+ .67+.83+.13=22.24 kN We'= RR=45.98--22.24=23.74 kN 2. 30 Point of Max. Mom.= Point of Zero Shear(V) L, We,(L) We,=2(23'75)=5.20 kN/m Assume RR= 2 9.14 (dist.from rt. end of Jst.) �rt V Zero=5340-(300+500+800)-(180+90)(L,) Point of Max. Mom. =Zero Shear(V)=L, (dist.from right end of joist) L, = 13.85 ft. V=Zero;=23.75-(1.31+2.22+3.56)-(2.63+1.31)(L,) M @ L, =5340(13.85)-300(10.85)- L,=4.23 m 800(6.86)-500(4.85)- (180+90) (13.85)2 M @ L, =23.75 (4.23)-'1.33(3.32)- 2 (2.63+1.31) (4.23)2_ M=36,903 ft. lbs. 2.22(1.49)-3.56(2.10)- 2 Wee L)2 _ 8(36 903) _ Moment @ L, =50.01 kN-m Assume M= ( W 2 -328 Ibs/ft. We2 L)2 8(50.01) _ E 8 e2 (30) Assume M= 8 , where We ((4 =4.79 N/m Using We, =356 lb/ft. @ SPAN =30', and D=.18" Using We, =5.20 kN/m @ SPAN =9.14 m, and D=457 mm Select 181<9 for total load(402)and live load(229)and call Select 18K9 for total load(5.86 kN/m) and live load of, it:18K9SP (3.34 kN/m)and call it: 18K9SP The specifying professional shall compare the equivalent uniform loads We,&Wee to the uniform loads tabulated in the The specifying professional shall compare the equivalent K-Series Load Table.Loads in excess of the load table loads uniform loads We &We2 to the uniform loads tabulated in the indicate that the specifying professional shall consider using K-Series Load Table.Loads in excess of the load table.loads additional joists to reduce the loading,or use the LH-Series indicate that the specifying professional shall consider using use the Joist and make provisions for 5" deep bearing seats. Jo stronal and make prov sio sists to redcetfor he 11271mm deep bearing seat LH-Series 124 P Ti RFA Job # 63-38a-7 Dept. t By��n Date a s o JOB TITLE M.Ckd. d�L Date 3 i11 lityk C.Ckd. Date DESIGN AREA Sheet a- of Reference r.., twa__Dod5 _wm rn.S_, _Ylo .._�r�.v_t-�u � ; 7�+-�-!_--!_-�I s�91�61� I —1 I�a,77 s9 ' I / ✓ , 121 Tfd.)(31 ...... ............... J .......... I { i ! I _L = Gt�.�7; L3.��$3 �+ �3Gq-7I��L,bg—l2' —t❑ � _ I I / ��3'_ Q5_Z��t - 1 �._ '._ "j_ .1 C 11 __Rb. _- I (3i3aai. L3 c 3 �o. —1 ; _ h pro. — I ( I _ _......... --�--- - .,... --._._ ! ...... '------ .— -- -� .----- �r_t ire- 3 7_�__- ---�-- i t....--r- I -------- - ---1----t-- - ----- - ---- 3,0�3� SM! � -- ; n I �oaal� iU-ecl��C7Se i . Jill I n. �' + ( I ILL �axi�t I i I I To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 8:47AM, 27 FEB 04 main menu selection,choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope: your title block information. Rev: 550100 User:KW0601966,Ver 5.5.0,25•Sep•2001 Steel Beam Design Page 1 (c)1983 2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Roof Joist Spanning line 7&8 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : Y si Pinned-Pinned Load Duration Factor 1.00 Center Span 13.08 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 0.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.059 k/ft LL 0.177 k/ft ST k/ft Start Location ft End Location ft Trapezoidal Loads #1 DL @ Left LL @ Left 0.369 ST @ Left k/ft Start ft DL @ Righ LL @ Righ. 0.072 ST @ Righ k/ft End ft Summary Fv:Allow=0 1 Static Load Case Governs Stress Using: section,Span=13.08ft, Fy=50.Oksi End Fixity= Pinned-Pinned, Lu=O.00ft,LDF=1.000 Actual Allowable Moment 0.000 k-ft 0.000 k-ft Max. Deflection 0.000 in fb: Bending Stress 0.000 ksi 33.000 ksi Length/DL Defl 0.0 : 1 fb/Fb 0.000 :1 Length/(DL+LL Defl) 0.0 : 1 Shear 3.310 k 0.000 k fv:Shear Stres 0.000 ksi 0.000 ksi fv/Fv 0.000 :1 Non-AISC Section-No Stress Reductions Checked Force&Stress Summary «--These columns are Dead+Live Load placed as noted->> DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max.M+ 9.80 k-ft 1.26 9.80 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 3.31 k 0.39 3.31 k Shear @ Right 2.66 k 0.39 2.66 k Center Defl. 0.000 in 0.000 0.000 0.000 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.31 0.39 3.31 3.31 k Reaction @ Rt 2.66 0.39 2.66 2.66 k Section Properties ep 0.000 in Weight 0.00#/tt r-xx in Width 0.000in I-xx 0.00 in4 r-yy 0.000 in Web Thick 0.000 in I-yy 0.00 in4 Rt 0.000 in Flange Thickness 0.000 in S-xx 0.000 in3 Area 0.00 in2 S-yy 0.000 in3 To specify your title block on Title: GGFT Facility Expansion Job#03-38,01 these five lines, use the SETTINGS Dsgnr: AJR Date: 8:47AM, 27 FEB 04 main menu selection,choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope your title block information. Rev: 550100 Page 2 User:KW0601966,Ver 5.5.0,25.S6p.2001 Steel Beam Design (c)192.22001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Roof Joist Spanning line 7&8 Sketch & Diagram 1.31 2.62 3.92 5.23 5.54 7.85 3.16 10.47 11.77 13.08 0. 0.236k/ft 00 0. 0.072k/ft 1.32 1.98 Shear Load W Location Along Member(ft) .So 1.31 .62 .92 .85 .16 10.47 11.77 13.08 13.083ft •82 84 Mmax.=9.8k-ft .86 Dmax=0.000in .88 .90 Rmax=3.310k Rrnax=2.662k .92 Vmax @ left=3.310k Vmax @ rt=2.662 .94 9 _ Ben Moment(k-ft) Location Along Member(ft) jjft.92 1.31 .62 3.92 5.23 5,54 1,115 .16 10,47 11,77 13.08 III •00 557.40 836.10 - Local Y Deflection(in) Location Along Member(ft) To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date:.8:43AM, 9 MAR 04 main menu selection,choose the Descri 1.piion:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope: your title block information. Rev: 550100 Page 1 User:M-0601966,Ver 5.5.0,25•Sep•2001 Steel Beam Design (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Beam General information . Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W10X12 Fy 60.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 13.08 ft Bm'Wt.Added to Loads Elastic Modulus 29,000.b ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 0.00 ft Distributed Loads #1 #2 J #3 #4 #5 #6 #7 DL 0.057 k/ft LL 0.168 k/ft ST k/ft Start Location ft End Location ft Trapezoidal Loads #1 DL @ Left LL @ Left 0.349 ST @ Left k/ft Start ft DL @ Righ LL @ Righ 0.0.69 ST @ Righ k/ft End 13.083 ft ummafy Beam OK Static Load Case Governs Stress Using:W10X12 section,Span 13.08ft, Fy=50.Oksi End Fixity= Pinned-Pinned, Lu=O.00ft,LDF=1.000 Actual Allowable Moment. 9.569 k-ft 27.254 k-ft Max.Deflection -0.188 in fb:Bending Stress 10.533 ksi 30.000 ksi fb/Fb 0.351 :1 Length/DL Defl 5,383.5 : 1 Length/(DL+LL Defl) 833.0 : 1 Shear 3.223 k 37.506 k fv:Shear Stres 1.719 ksi 20.000 ksi fv/Fv 0.086 :1 Force&Stress Summary, These columns are Dead+Live Load placed as noted->> DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max.M+ 9.57 k-ft 1.48 9.57 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 3.22 k 0.45 3.22 k Shear @ Right 2.61 k 0.45 2.61 k Center Defl. -0.188 in -0.029 -0.188 -0.188 0.000 0.000 in Left Cant.Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.00.0 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000. 0.000 0.b00 0.000 in Reaction @ Left 3.22 0.45 3.22 3.22 k Reaction @ Rt 2.61 0.45 2.61 2.61 k Fa calc'd per 1.5-1,K`L/r<Cc I Beam Passes 1.5.1.4.1,Para 1,4,5;Fails Para 2;Bf/(2Tf)<95/Fy^.5,Fb=1.5-5a Section Properties W10X12 Depth in weight r-xx in Width 3.960in I-xx 53.80 in4 r-yy 0.785 in Web Thick 0.190 in I-yy 2.18 in4 Rt 0.960 in Flange Thickness 0.210 in S-xx 10.902 in3 Area 3.54 in2 S-yy 1.101 in3 To specify your title block on Title: GGFT Facility Expansion - Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR ' Date: 8:43AM, 9 MAR 04 main menu selection, choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope: your title block information. Rev: 550100 Page 2 le"script ,Ver 5.5.0,25•Sep-2001 Steel Beam Design 9 111 RCALC Engineering Software is\enercalc\3807.ecw:Calculations Beam D Sketch & Diagram 1.31 2.62 3.92 5.23 5,14 1,81 .16 10.47 11,17 13,01 0. 0.225k/ft 12 'IIIIIIII 0. 0.069k/ft ^ 1.30 1.95 Shear Load(k) Location Along Member(ft) .57 1.31 2.62 .92 .85 3.16 110.47 11.77 13.08 13.083ft .61 II .66 Mmax=9.6k-ft .66 Dmax=-O.168in .70 .74 .78 Rmax=3.223k Rmax=2.612k. .83 Vmax @ left=3.223k _ Vmax Q It=2.612 .87 .9 I � Ben i Moment(k-ft) Location Alon Member ft ' 3.08 0.04 0.06 6.08 0.09 0.11 0.13 0.15 0.17 Local Y Deflection(in) Location Along Member(ft) To specify your title block on ; Title: GGFT Facility Expansion .Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 11:1 OAM, 4 MAR 04 main menu selection, choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope your title block information. e 1 Rev: 550100 Pa User:KW-0601965,Ver 5.5.0,25-Sep-2001 Steel Beam Design g (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations escrlpt!on Beam A General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC f�equirements Steel Section : W12X19 Y �.UUKSI Pinned-Pinned Load Duration Factor 1:00_ Center Span. 28.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 0.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.059 k/ft LL 0.177 k/ft ST k/ft Start Location ft End Location 28.000 ft Trapezoidal Loads #1 DL @ Left LL @ Left 0.072 ST @ Left k/ft Start. ft DL @ Righ LL @ Righ ST @ Righ k/ft End 3.167 ft Summary Beam OK Static Load Case Governs Stress Using:W12X19 section,Span=28.00ft, Fy=50.Oksi End Fixity= Pinned-Pinned, Lu=O.00ft,LDF=1.000 Actual Allowable Moment 25.042 k-ft 58.799 k-ft Max.Deflection -0.938 in fb:Bending Stress 14.055 ksi 33.000 ksi Length/DL Defl 1,175.5 : 1 fb/Fb 0.426 :1 o.S�2' I• ?�,�(� �,' lF Length/(DL+LL Defl) 358.3 : 1 Shear 3.679 k 57.152 k fv:Shear Stres 1.287 ksi 20.000 ksi fv/Fv 0.064 :1: Force&Stress Summary <<-These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center . Center Cants Cants Max.M+ 25.04 k-ft 7.64 25.04 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft. Shear @ Left 3.68 k 1.09 3.68 k Shear@ Right 3.57 k 1.09 3.57 k Center Defl. -0.938 in -0.286 -0.938 -0.938 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl:@ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.68 1.09 3.68 3.68 k Reaction @ Rt 3.57 1.09 3.57 3.57 k Fa calc'd per 1.5-1,K"L/r<Cc I Beam Passes 1.5.1.4.1,.Para 1,2,4,&5,Fb=0.66 Fy Section Properties W12X19 Depth in Weight 18.92#/ft r-xx in Width 4.005in I-xx 130.00 in4 r-yy 0.822 in Web Thick : 0.235.in I-yy 3.76 in4 . Rt 1.000 in Flange Thickness 0.350 in S-xx 21.382 in3 Area 5.57 in2 S-yy 1.878 in3 To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 11:10AM, 4 MAR 04 main menu selection, choose the Description:Steel Framed Office Expansion Printing&Title Block tab, and ent Scope: your title block information. Rev; 550100 User:Kw-0601966,Ver5.5.0,25-Sep-2001 Steel Beam Design Page 2 .(c)1983.2001 ENERCALC Engineering Software is%enercalc\3807.ecw:Calculations Description Beam A Sketch & Diagram .80 5.60 B.40 11.20 14.00 16.80 19.60 22.40 25.20 8.00 0. i I i I I i I I I ll I i I I i I I I i i I I I 0.236k/ft I � u .00- 1.42 2.13 2.84 Shear Load (k) Location Along Member(ft) 5.04 2.80 5.60 .40 i 80 19.60 2.40 25.20 28.00 28ft 2.54 0.03 Mmax=25.Ok-ft 7.53 Dmax=-0.938in 5.03 2.52 Rmax=3.679k Rmax=3.573k 0.02 Vmax @ left=3.679k Vmax @ rt=3.573 .51 .0 Beni Moment k-ft Location Alon Member(ft) IiIIIIIIHNI]Jill 8.00 0.19 0.28 T38 0.47 0.56 0.66 0.75 0.84 Local'y'Deflection(in) Location Along Member(ft) To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 2:35PM, 5 MAR 04 main menu selection,choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope: your title block information. Rev: 550100 Page 1 User:KW.0601966,Ver 5.5.0,25-Sep-2001 Steel Beam Design_ (c)1983-2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Ca1culations Description Beam B General Information Calculations are designed to.AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X14 Y r5dlrsi Pinned-Pinned Load Duration Factor 1.00 Center Span 28.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 0.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 .#7 DL 0.030 k/ft LL 0.089 k/ft ST k/ft Start Location ft End Location ft Trapezoidal Loads #1 DL @ Left LL @ Left 0.036 ST @ Left k/ft Start ft DL @ Righ LL @ Righ ST @ Righ k/ft End 3.167 ft Summary Beam OK Static Load Case Governs Stress Using:W12X14 section,Span=28.00ft, Fy=50.Oksi End Fixity= Pinned-Pinned,Lu=O.00ft,LDF=1.000 Actual Allowable Moment 13.077 k-ft 40.915 k-ft Max.Deflection -0.719 in fb:Bending Stress 10.547 ksi 33.000 ksi Length/DL Defl 1,414.6 : 1 fb/Fb 0.320 :1 Length/(DL+LL Defl) 467.6 : 1 Shear 1.919 k 47.640 k fv:Shear Stres 0.805 ksi 20.000 ksi fv/Fv 0.040 :1 Force&Stress Summary «--These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center Center. Cants Cants Max.M+ 13.08 k-ft 4.32 13.08 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 1.92 k 0.62 1.92 k Shear @ Right 1.87 k 0.62 1.87 k Center Defl. -0.719 in -0.238 -0.719 -0.719 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000_ ,0.000 0.000 in Reaction @ Left 1.92 0:62 1.92 1.92 k Reaction @ Rt 1.87 0.62 1.87 1.87 k Fa calc'd per 1.6-1,K*L/r<Cc I Beam Passes 1.5.1.4.1,Para 1,2,4,&5,Fb=0.66 Fy Section Properties W12X14 Depth in eig r-xx 4.615 in Width 3.970in I-xx 88.60 in4 r-yy 0.753 in Web Thick 0.200 in I-yy 2.36 in4 Rt 0.950 in Flange Thickness 0.225 in S-xx 14.878 in3 Area 4.16 in2 S-yy 1.189 in3 To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 2:35PM, 5 MAR 04 main menu selection, choose the Description:Steel Framed Office Expansion Printing&-Title Block tab, and ent Scope your title block information. Rev: 550100 Page 2 User:KW-0601966,Ver 5.5.0,25-Sep-2001 Steel Beam Design . (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Beam B Sketch & Diagram .80 5.60 3.40 11.20 14.00 16.80 19.60 22.40 25.20 28.00 0. 0.119k/ft - .00 0.74 1.11 1.48 Shear Load(k) Location Along Member(ft) 3.08 2.60 5.60 .40 80 19.60 2.40 5.20 8.00 1.77 28(t 0.46 Mmax=13.1k.ft .15 Dmax=.0.719in .85 .54 Rmax=1.919k Rmax=1.866k .23 Vmax @ left=1.919k Vmax @ rt=1.866 .92 Ben iff@ Moment k-ft Location Along Member ft - 8.00 0.14 0.22 0.29 0.36 0.43 0.50 0.57 Local'y'Deflection(in) Location Along Member(ft) To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines,use the SETTINGS Dsgnr: AJR Date:'2:39PM, 5 MAR 04 :Steel Framed Office Expansion main menu selection,choose the Description ' Printing&Title Block tab,and ent Scope: your title block information. Rev: 550100 User:KW Page 10601966,Ver 5.5.0,25•Sep•2001 Steel Beam Design g (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Beam General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W10X12 FY si Pinned-Pinned Load Duration Factor 1.00 Center Span 13.08 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 0.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.059 k/ft LL 0.177 k/ft ST k/ft Start Location ft End Location 13.083 ft Trapezoidal Loads #1 DL @ Left LL @ Left 0.369 ST @ Left k/ft Start ft' DL @ Righ LL @ Righ 0.072 ST @ Righ k/ft End 13.083 ft ummary Beam OK Static Load Case Governs Stress Using:W10X12 section,Span=13.08ft, 'Fy=50.0ksi End Fixity= Pinned-Pinned,Lu=0.00ft;LDF=1.000 Actual Allowable Moment 10.052 k-ft 27.254 k-ft Max.Deflection -0.198 in fb:Bending Stress 11.065 ksi. 30.000 ksi Length/DL Defl 5,231.9 : 1 fib/Fib 0.369 :1 Length/(DL+LL Defl) 793.0 : 1 Shear 3.389 k 37.506 k fv:Shear Stres 1.807 ksi 20.000 ksi fv/Fv 0.090 :1 Force&Stress Summary <<--These columns are Dead+Live Load placed as noted=-» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max.M+ 10.05 k-ft 1.52 10.05 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 3.39 k 0.46 3:39 k Shear @ Right 2.74 k 0.46 .2.74 k Center Defl. -0.198 in -0.030 -0.198 -0.198 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.39 0.46 3.39 3.39 k Reaction @ Rt 2.74 0.46 2.74 2.74 k Fa calc'd per 1.5-1,K*Lh<Cc I Beam Passes 1.6.1.4.1,Para 1,4,5;Fails Para 2;Bf/(2Tf)<95/Fy^.5,Fib=1.5-5a Section Properties W10X12 Depth in Weight 12.02 r-xx in Width 3.960in I-xx 53.80'in4 r-yy 0.785 in Web Thick 0.190 in I-yy 2.18 in4 Rt 0.960 in Flange Thickness 0.210 in S-xx 10.902 in3 Area 3.54 in2 S-yy 1.101 in3 To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 2:39PM, 5 MAR 04 main menu selection,choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope: your title block information. Rev: 550100 User KW-0601966,Ver 5.5.0,25-Sep-2001 Steel Beam Design Page 2 (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Beam C Sketch & Diagram 1.31 2.62 3.92 5.23 6.54 7.85 3.16 10.47 11.77 13.08 0. 0.236k/ft VIM ill 0. 0.072k/ft 1.36 2.04 Shear Load(k) Location Along Member(ft) 0.05 1.31 2.62 1 jjjljl .85 9.16 110.47 11.77 13.08 ED 13.083ft .05 .04 Mmax=10.1k-ft .04 Dmax=-0.198in .03 .03 Rmax=3.389k Rmax=2.741k .02 Vmax @ left=3.389k Vmax @ rt=2.741 .02 .0 Beni Moment(k-ft) Location Along Memher(ft) F 3.08 0.04 0.06 0.08 0.30 0.12 10.14 0.16 0.18 Local Y Deflection(in) Location Along Member(ft) RFA Job # 63_3W Dept. By AYR Date JOB TITLE M.Ckd. c DaW-16164 C.Ckd. Date DESIGN AREA Sheet 3 of Reference �Lel: I ---� _ .. . . L ! ..- 1_- .. - -_ 1-- __ --I b ._►� 7� —� ....__. r.e IG _ .W1 x1.9 O.K_ -- 3`'7 1. 9 L`�)`►3 i --- 1 - � t -- ! ---! -7 - ! --• --1 -- - - - -- -j— -t- --! : ----- '.._ +c `sc-+a _ ..._�3 _¢,�� iLo_r $7 i... - ..`f3 K - .S. ' = 3 a i --- i--- j - i ---- I j 1• � i � I � I �. 12 -- -- i I � j j ! I ! , 3k._....- -- - --- --b I ,I ! — ' aCoClk I I : 1 j — Ccal,1-bi - -P i — - i — `�J � 3� 1` '{"��. �1�-u,x e� Ci-��i�..h�ti �,,�'.i t rll�. •.r�,�,�`�I t-i� ��"�i��- .a �`�.. To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 1:4613M, 27 FEB 04 main menu selection, choose the Description:Steel Framed Office Expansion Printing&Title'Slock tab,and ent Scope your title block information. Rev: 550100 User:KW0601966,Ver 5.5.0,25•Sep•2001 Steel Beam Design Page 1 (6)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Glyder 1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X19 y 96.35PS1 Pinned-Pinned Load Duration Factor 1.00 Center Span 18.33 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 3.67 ft Point Loads Dead Load 0.400 0.400 0.400 0.400 k Live Load 2.700 2.700 2.700 2.700 k Short Term k Location 3.670 7.330 11.000 14.670 ft ummary Beam OK Using:W12X19 section,Span=18.33ft, Fy=50.Oksi Static Load Case Governs Stress End Fixity= Pinned-Pinned, Lu=3.67ft,LDF=1.000 Actual Allowable Moment 34.879 k-ft 53.454 k-ft Max.Deflection -0.564 in fb:Bending Stress 19.575 ksi 30.000 ksi fb/Fb 0.653 :1 Length/DL Defl 2,622.E : 1 Shear 6.375 k 57.152 k Length/(DL+LL Defl) 390.0 : 1 fv:Shear Stres 2.231 ksi 20.000 ksi fv/Fv 0.112 :1 Force&Stress Summary These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center. Center Cants Cants Max.M+ 34.88 k-ft 5.19 34.88 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 6.37 k 0.97 6.37 k Shear @ Right 6.38 k 0.97 6.38 k Center Defl. -0.564 in -0.084 -0.564- -0.564 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 6.37 0.97 6.37 6.37 k Reaction @ Rt 6.38 0.97 6.38 6.38 k Fa calc'd per 1.6-2,K*L/r>Cc I Beam,Major Axis,L/rT<(102,000*Cb/F. W.5,Fb=0.6 Fy(1.5.1.4.5) 1 Beam,Major Axis,Fb using 1.5-7 Governs,Fb=12,000 Cb Af/(I*d) Section Properties W12X19 ep in Weightr-xx in Width 4.005in I-xx 130.00 in4 r-yy 0.822 in Web Thick 0.235 in I-yy 3.76 in4 Rt 1.000 in Flange Thickness 0.350 in S-xx 21.382 in3 Area 5.57 in2 S-yy 1.878 in3 To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 2:08PM, 27 FEB 04 main menu selection, choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope: your title block information. Rev: 550100 User:M-0601966,Ver 5.5.0,25-Sep-2001 Steel Beam Design Page 1 111 (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Girder-7 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X14 Fy si Pinned-Pinned Load Duration Factor 1.00 Center Span 15.50 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 3.88 ft Point Loads .Dead Load 0.430 0.430 0.430 k Live Load 2.870 2.870 2.870 k Short Term k Location 3.875 7.750 11.625 ft Summary Beam OK Static Load Case Governs Stress Using:W12X14 section,Span=15.50ft, Fy=50.Oksi End Fixity= Pinned-Pinned, Lu=3.88ft,LDF=1.000 Actual Allowable Moment 25.999 k-ft 36.475 k-ft Max.Deflection -0.416 in fb:Bending Stress 20.970 ksi 29.419 ksi Length/DL Defl 3,078.2 : 1 fb/Fb 0.713 :1 Length/(DL+LL Defl) 447.1 : 1 Shear 5.060 k 47.640 k fv:Shear Stres 2.124 ksi 20.000 ksi fv/Fv 0.106 :1 Force&Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center 5 Center Cants Cants Max.M+ 26.00 k-ft 3.76 26.00 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 5.06 k 0.75 5.06 k Shear @ Right. 5.06 k 0.75 6.06 k Center Defl. -0.416 in -0.060 -0.416 -0.416 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ..Query Defl @ 0.000 ft 0.000 0.000 0.000" 0.000 0.000 in Reaction @ Left 5.06 0.75 5.06 5.06 k Reaction @ Rt 5.06 0.75 5.06 5.06 k Fa calc'd per 1.5-2,K*L/r>Cc 1 Beam,Major Axis,(102,000*Cb/Fy)A.5<=L/rT<_(610,000*Cb/Fy)A.5,Fb per 1.5-6a Section Properties W12X14 Depth in Weight x rn Width 3.970in I-xx 88.60 in4 r-yy 0.753 in Web Thick 0.200 in I-yy 2.36 in4 Rt 0.950 in Flange Thickness 0.225 in S-xx 14.878 in3 Area 4.16 in2 S-yy 1.189 in3 To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines,use the SETTINGS Dsgnr: AJR Date: 2:14PM, 27 FEB 04 main menu selection,choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope: your title block information. Rev: 550100 User:KW-0601966,Ver 5.5.0,25•Sep•2001 Steel Beam Design Page 1 (c)1983.2001 ENERCALC Engineering Software is%enercalc\3807.ecw:Calculations escription G it der 3 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X26 y si Pinned-Pinned Load Duration Factor 1.00 Center Span 18.33 ft Bm Wt.Added to Loads Elastic Modulus 29,000.Oksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 3.67 ft Point Loads Dead Load 1.310 1.310 1.310 1.310 k Live Load 4.520 4.520 4.520 4.520 k Short Term k Location 3.670 7.330 11.000 14.670 ft ummary Beam OK Static Load Case Governs Stress Using:W12X26 section,Span=18.33ft, Fy=50.Oksi End Fixity= Pinned-Pinned, Lu=3.67ft, LDF=1.000 Actual Allowable Moment 65.192 k-ft 91.817 k-ft Max. Deflection -0.672 in fb:Bending Stress 23.431 ksi 33.000 ksi Length/DL Defl 1,378.3 : 1 fb/Fb 0.710 :1, Shear 11,901 k 56.212 k Length/(DL+LL Defl), 327.4 : 1 fv:Shear Stres 4.234 ksi 20.000 ksi fv I Fv 0.212 :1 Force&Stress Summary «--These columns are Dead+LiveRLoad placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max.M+ 65.19 k-ft 15.49 65.19 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 11.89 k 2.86 11.89 k Shear @ Right 11.90 k 2.86 11.90 k Center Defl. -0.672 in -0.160 -0.672 -0.672 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @Left . 11.89 2.86 11.89 11.89 k Reaction @ Rt 11.90 2.86 11.90 11.90 k Fa calc'd per 1.5-1,K*L/r<Cc I Beam Passes 1.6.1.4.1,Para 1,2,4,&5,Fb=0.66 Fy Section Properties W12X26 Depth in Weight r-xx in Width 6.490in I-xx 204.00 in4 r-yy 1.504 in Web Thick 0.230 in I-yy 17.30 in4 Rt 1.720 in Flange Thickness 0.380 in S-xx 33.388 in3 Area 7.65 in2 S-yy 5.331 in3 To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 2:38PM, 27 FEB 04 main menu selection, choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope: your title block information. Rev: 550100 User:M-0601966,Ver 5.5.0,25•sep-2001 Steel Beam Design Page 1 (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Girder 4 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X30 60.00 si Pinned-Pinned Load Duration Factor 1.00 Center Span 19.50 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 4.00 ft Point Loads Dead Load 1.370 1.370 1.370 1.380 k Live Load 4.770 4.770 4.770 4.860 k Short Term k Location 3.875 7.750 11.625 15.500 ft ummaty Beam OK Static Load Case Governs Stress Using:W12X30 section,Span=19.50ft, Fy=50.Oksi End Fixity= Pinned-Pinned, Lu=4.00ft,LDF=1.000 Actual Allowable Moment 73.898 k-ft 106.078 k-ft Max. Deflection -0.737 in fb:Bending Stress 22.989 ksi 33.000 ksi Length/DL Defl 1,336.4 : 1 fb/Fb 0.697 :1 Shear 12.670 k 64.168 k Length/(DL+LL Defl) 317.5 : 1 fv:Shear Stres 3.949 ksi 20.000 ksi fv/Fv 0.197 :1 Force&Stress Summary <- These columns are Dead+Live Load placed as no -» DL LL LL+ST LL LL+ST Maximum Only Center. Center Cants Cants Max.M+ 73.90 k-ft 17.54 73.90 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 12.67 k 3.05 12.67 k Shear @ Right 12.57 k 3.02 12.57 k Center Defl. -0.737 in -0.175 -0.737 -0.737 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 12.67 3.05 12.67 12.67 k Reaction @ Rt 12.57 3.02 12.57 12.57 k Fa calc'd per 1.5-1,K*L/r<Cc I Beam Passes 1.5.1.4.1,Para 1,2,4,&5,Fb=0.66 Fy Section Properties W12X30 Depth in Weight 25.96#/ft r-xx 9.269 in Width 6.520in I-xx 238.00 in4 r-yy 1.520 in Web Thick 0.260 in I-yy 20.30 in4 Rt 1.730 in Flange Thickness 0.440 in S-xx 38.574 in3 Area 8.79 in2 S-yy 6.227 in3 RFA Job # 03-3907 Dept. By A� , Date a JOB TITLE M.Ckd. Acy Date 3 C C.Ckd. Date DESIGN AREA Sheet of Reference { C ! _......... I !.... . _.i ..... _.__ _ i -- .. ! --_. j. � - 1. � , _ ... �. - i - - - ! - - I - r I -- I _ i 1 --- ..... ! I i I ! ' I I .ak 3;ak 34 i 3,8E' ---- ............ _..__...---. . -- -.._....... ! p Q Q Q -- f -- -- — I ! I 4�G_ )�l 1,3P_s.J...._.__I--- ' I ... �- --� -- a (1� )-.1_/ /6 (. .... - - ............ -- 7� ! W 6 03 k1 I porareo� To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr:,AJR Date: 2:34PM, 27 FEB 04 main menu selection,choose the Description,:Steel Framed Office Expansion • • Printing&Title Block tab,and ent Scope: . your title block information. Rev: 550100 Page 1 User:KW0601966,Ver 5.5.0,25-sep•2001 Steel Beam Design (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description 7 Girder 5 i General:Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X19 v si Pinned-Pinned Load Duration Factor 1.00 Center Span 18.33 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length -3.67 ft Point Loads Dead Load 0.900 0.900 0.900 0.900 k Live Load 2.310 2.310 2.310 2.310 k Short Term ; k Location 3.670 7.330 11.000. 14.670 ft ummary Beam OK Static Load Case Governs Stress Using:W12X19 section,Span=18.33ft, Fy=50.Oksi End Fixity= Pinned-Pinned, Lu=3:67ft,LDF=.1000 Actual Allowable Moment 36.089 k-ft "53.454 k-ft Max.Deflection -0.584 in fb: Bending Stress 20.254,ksi•- 30.000 ksi Length/DL Defl 1,273.1 : 1 fb/Fb: 0.675•:1 Length/(DL+LL Defl) 377.0 : 1 Shear 6.595 k 57.152 k . fv:Shear Stres 2.308 ksi 20.000 ksi Iv/Fv 0.115 :1 Force&Stress Summary , «--These columns are Dead+Live Load placed as noted->> DL LL LL+ST LL- LL+ST Maximum Only Center Center Cants Cants Max.M,+ 36.09 k-ft 10.69 36.09 k-ft Max.M- k-ft Max.M'@ Left k-ft Max.M @ Right k-ft Shear @ Left 6:59 k 1.97 6.59 k Shear @ Right 6.60 k . 1.97 6.60 k Center Defl: 0.584 in -0.173 -0.584 0.584 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 '0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000'in ...Query Defl @ 0.000 ft 0.000" 0.000 0.000 0.000 0.000 in Reaction @ Left 6.59 1.97 6.59 6.59' k Reaction @ Rt 6.60 1.97 6.60 6.60 k Fa caic'd per 1.5-2,K*L/r>Cc I Beam,Major Axis,L/rT<(102,000"Cb/Fy)^.5,Fb=0.6 Fy(1.5.1.4.5) I Beam',Major Axis,Fb using 1.5-7 Governsi Fb=12,000 Cb Af/(I*d) . Section Properties W12X19 i egep r-xx in Width 4,005in I-xx''. 130.00,in4 . r-yy 0.822 in Web Thick 0.235 in I-yy 3.76 in4 Rt 1.000 in .Flange Thickness 0.350 in S-xx: 21.382 in3 Area 5.57 in2 S-yy 1.8781in3 To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines,use,the SETTINGS Dsgnr: AJR Date: 2:46PM, 27 FEB 04 main menu selection,choose the Description:Steel Framed Office Expansion Printing&Title Block tab,.and ent Scope your title block information. Rev: 550100 User:M-0601966,Ver 5.5.0,25.Sep.2001,,. Steel Beam Design Page 1 (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Girder 6 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W12X19 y 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 19.50 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft. Lu:Unbraced Length 4.00 ft ." Point.Loads Dead Load 0.950 0.950 0.950 0.960 k Live Load' 2.450 2.450 2.450 2.480. k Short Term k Location 3.875 7.750 11.625 15.560 ft ummary Beam OK Static Load Case Governs Stress Using:.W12X19 section,Span"19.50ft, Fy=50.Oksi End Fixity= Pinned-Pinned, Lu=4.00ft,LDF=1.000 Actual Allowable Moment 40.870 k-ft 52.685 k-ft Max.'Deflection -0.747 in fb:Bending Stress 22.938 ksi 29.569 ksi Length/DL Defl 1,061.9 : 1 fb/Fb 0.776 1 Length/(DL+LL Defl) 313.4 : 1 Shear 7.026 k 57.152 k' fv:Shear Stres 2.459 ksi . 20.000 ksi fv/Fv 0.123 :A Force&Stress Summary < These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center. Center A Cants Cants Max.M+ 40.87 k-ft 12.06- 40.87 k-ft Max.M- k-ft Max.M @.Left k-ft Max.M @ Right k-ft Shear @-Left 7.03 k 2.10 7.03 k Shear @ Right 6.98 k 2.08' 6.98 k Center Defl..' -0.747 in -0.220, -0.747 -0.747 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000. 0.000 0.000 0.000'in Right Cant Defl 0.000 in 0,000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.0.00 0.000 0.000 0.000 in Reaction @ Left 7.03 2.10... 7.03 7.63 k Reaction @ Rt- 6.'98 2.08 6.98 6.98 k Fa calc'd per 1.5=2,K*L/r>Cc I.Beam,Major Axis,(102,000*Cb/Fy)^.5,<=L1rT<=(610,000*Cb/Fy)^.5,Fb per 1.5-5a Section Properties W12X19 Depth in Weight '16.UZ#/tt r-xx in Width 4.005in I-xx 130.00 in4. r-yy, 0.822 in Web Thick 0:235 in'-. I-yy 3.76 in4 Rt 1.000 in Flange Thickness 0.350 in S-xx 21.382 in3 . Area 5.57 in2 S-yy 1.878 in3 To specify your title-block on Title: GGFT Facility Expansion Job#03-3807 these five lines,use the SETTINGS, Dsgnr: AJR Date: 2:51 PM, 27 FEB 04. Description:Steel Framed Office Expansion main menu selection,choose the Printing&Title Block tab,and ent .; Scope your title block information. Rev: 550100 User:KW0601966,Ver 5.5.0,25•Sep-2001 Steel Beam Design. Page 1 (c)1983.2001 ENERCALC Engineering Software. is\enercalc\3807.ecw:Calculations Description eam panning 8&9 along Une A General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X14 y si Pinned-Pinned. Load Duration Factor 1.00 Center Span 27.88 ft'. Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length• 0.00 ft ` Distributed Loads #1 #2 #3 #4. #5 #6 #7 DL 0.028 k/ft LL 0.082 k/ft ST k/ft Start Location ft End Location ft Trapezoidal Loads, #1 DL @ Left LL @ Left 0.034.. ' ST @ Left k/ft Start ft DL @ Righ LL @ Righ ST @ Rig k/ft End 3.167 ft ummary. Beam Static Load Case Governs Stress Using:W12X14 section,Span=27.88ft, Fy=50.6ksi End Fixity= Pinned-Pinned, Lu=O.00ft,LDF=,1.000 Actual Allowable Moment 12.085 k-ft 40:915 k-ft- - " Max.Deflection -0.658 in fb:Bending Stress 9.747 ksi - 33.000 ksi Length/DL Defl 1,501.•8 : 1 fb/Fb 0.295 :1 Length/(DL+LL Defq 508.3 : 1' Shear 1.782 k „ 47.640 k fv:Shear Strest 0.748 ksi . 20.000 ksi fv/Fv 0.037 :1 Force:8�Stress Summary . <<-,These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum ', Only Center Center Cants Cants Max.M+ 12.0.8 k-ft 4.09 1Z08 k-ft Max.M- k-ft Max:M @ Left k-ft' Max.M @ Right k-ft, Shear @ Left 1.78 k 0.59 1.78 k Shear @ Right 1.73 k• 0.59 : _ 1.73 k Center Defl. -0.658 in -0.223 -0.658 0.6d8 0.000 0.0"00 in Left Cant Defl 0.000 in 0.000 0.000, 0.000 0`000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @Left 1.78 0.59 1.78 -1:78 k Reaction @ Rt` 1.73 0.59 .1.73 f 73 k Fa calc'd per 1.6-1,K*Ur<Cc Beam Passes 1.5.1.4.1,;Para 1,2,4,&5,Fb=0.66 Fy Section Properties W12X14 Depth in vVeIgHt 14.13#/tt r-xx 2.9ig in Width 3.970in I-xx 88.60 in4 r-yy 0.753 in Web Thick 0.200 in I-yy: 2.36 in4 ,. Rt .0.950 in Flange Thickness 0.225 in S-xx - 14.878 10 Area 4.16 in2 S-yy 1.189,in3 To specify your title block on . Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 3:29PM; 27 FEB 04 main menu selection,choose the Description Steel Framed Office Expansion Printing&Title Block tab,and ent Scope your title block information. Rev: 550100 Page 1 User:M-0601966,Ver 5.5.0,25.sep.2001 Steel Beam Design , (c)1983.2001 ENERCALC Engineering Software Aenercalc\3807.ecw:Calculations Description Beam Tpanning 7 to 8 Along line A General.InfOrmatiOn, Calculations are designed to AISC 9th Edition ASD.and 1997 UBC Requirements Steel Section : W10X12 y MOMi Pinned-Pinned Load Duration Factor 1.00 Center Span 13.08,ft 'Bm Wt.Added to Loads Elastic Modulus 29,000.0ksi Left Cant. 0.00 ft - LL&ST Act Together Right Cant 0.00 ft Lu;Unbraced Length 0.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7. DL 0.028 k/ft LL 0.083 k/ft ST k/ft Start Location ft End Location ft Trapezoidal Loads 4 1 DL @ Left LL @ Left 0.172 ST @ Left k/ft Start' ft DL @ Righ LL @ Righ 0.034 ST @ Righ' k/ft End, 13.080 ft ummaly Beam OK Static Load Case Governs Stress Using:W10X12 section,Span=13.08ft, Fy=50.Oksi End Fixity= Pinned-Pinned, Lu=0.00ft, LDF=.1.000 Actual Allowable Moment 4.846 k-ft 27.254 k-ft Max.Deflection -0.095 in fb:Bending Stress 5.334 ksi 30.000 ksi . Length/DL Defl 9,290.E : 1 fb/Fb 0.178 :1 Length/(DL+LL Defl) . 1,644.9 : 1 Shear 1.629 k 37.506 k N:Shear Stres 0.868,ksi .2,0.000 ksi fv/Fv 0.043;:1 Force&Stress Summary <- These columns are Dead+Live,,Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max.M+ 4.85 k-ft 0.86 4.85 k-ft Max.M_. k-ft Max.M @ Left k-ft` Max.M @ Right k-ft Shear @ Left 1.63 k 0.26 1.63 k Shear @ Right 1.33 k 0.26 1.33 k Center Defl. 0.095 in -0.017 -0.095 -0.095 0.000 0.000'in Left Cant Defl 0.000in •0.000 .0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 .0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000. 0.000 0:000 0,000 in Reaction @ Left 1.63' 0.26 1.63 1.63 k Reaction @ Rt- 1..33 0.26 1.33 1.33 k Fa calc'd per 1.5-1,K*Ur<Cc I'Beam Passes 1.6.1.4.1,Para 1,4,5;Fails Para 2;Bf/(2Tf)<95/Fy^.5,Fb=1.5-5a Section Properties W10X12 Depth21 in eightr-xx in Width 3.960in I-xx 53.80 in4 r-yy 0.785 in Web Thick;. . 0.190 in •I-yy 2.18`in4 Rt 0.960 in ' Flange Thickness 0:210 in S-XX 10.902 in3 Area 3.54 in2 S-yy 1.101 in3 . To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines,.u'se the SETTINGS Dsgnr: AJR.. Date: 8:52AM, 9,MAR 04 main menu selection,choose.the Description:Steel Framed Office Expansion Printing&Title'Block tab,and ent . Scope your title block information. Rev: 550100 Page, 1 User.M-0601966,Ver 5,5.0,25.Sep-2001 Steel Beam Design, (c)1983.2001-ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Beam E " General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel-Section : W12X19 y, MTN@ Pinned-Pinned' Load Duration Factor 1.00 Center Span 28.00 ft Bm Wt.Added to Loads Elastio Modulus 29,000.0 ksi Left Cant. 0.00 ft LL,&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 0.00 ft Distributed Loads #1 #2 43 4 4 #5 #6 #7 DL 0.057 k/ft LL 0.168 k/ft ST k/ft Start Location ft End Location 28.000 ft Trapezoidal Loads . #1 DL @ Left LL @ Left 0.069 ST @ Left k/ft Start ft DL @ Righ LL @ Righ ST @ Righ k/ft End 3.167 ft umma fy. Beam OK Static Load Case Governs Stress Using:W12X19 section,Span'=28.00ft, Fy 50.Oksi End Fixity= Pinned-Pinned,Lu=O.00ft,LDF=1.000 Actual Allowable Moment 23.962 k-ft 58.799 k-ft Max. Deflection -0.897 in fb:Bending Stress 13.448 ksi 33.000 ksi Length/DL Defl 1,206.5 : 1 fb/Fib 0.408 :1 Length/(DL+LL.Defl) 374.4 : 1 Shear „ 3:520 k 57.152 k fv:Shear Stres 1.232 ksi 20.000 ksi fv/'Fv 0.062 ;1 Force&Stress Summary <- These columns are Dead+Live Load placed as noted->> DL LL', LL+ST LL . LL+ST Maximum, Only Center Center Cants. Cants - Max.M+ 23.96 k-ft 7.44, 23.96 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 3.52 k 1.06 3.52 k Shear @ Right' 3.42 k 1:06 3.42 k Center Defl: -0.897 in -0.278 0.897 -0.897 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0:000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.52 1.06 3.52, 3.52 k Reaction @ Rt .3.42 1.06, 3.42- 3.42 k Fa calc'd per 1.6-1,K*Ur<Cc , I Beam Passes 1.6.1.4.1,Para 1,2,4,&5,Fib=0.66 Fy Section Properties W12X19 ep in Weightr-xx in Width 4.005in I-xx' 130.00 04 r-yy 0.822 in Web Thick 0.235 in " I-yy 3.76 in4, Rt. 1.000 in Flange Thickness -0.350 in S-xx 21.382 in3 Area 5.57 in2 S-yy 1.878 in3 To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 8:52AM, 9 MAR 04 main menu selection,choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope: your title block information. Rev: 550100 Pa e 2 User:KW0601966,Ver 5.5.0,25.Sep.2001 Steel Beam Design s (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Beam E Sketch & Diagram .80 5.60 3.40 11.20 14.00 16.80 19.60 22.40 25.20 28.00 0. 0.225k/ft i Ilia o,. 00R !III 0 O�C t 1.36 2.04 2.71 Shear Load(k) Location Along Member(ft) 3.96 2.80 .60 .40 .80 19.60 22.40 25.20 8.00 28ft 1.57 9.17 Mmax=24.Ok•ft 6.77 i Dmax=•0.897in 4.38 MIR Will". 1.98 Rmax=3.520k Rmax=3.419k .58 Vmax @ left=3.520k Vmax @ rt=3.419 .19 .79 L Beni Moment(k-ft) Location Alon Member ft 8.00 0.18 0.27 0.36 0.45 0.54 0.63 0.72 0.81 Local'1r Deflection(in) Location Along Member(ft) RFA - Job # o3-38a7 Dept. It By�DaDa a a JOB TITLE M.Ckd. c� Date • �_ C.Ckd. Date DESIGN AREA Sheet _ 5 of Reference PIP 1r-E��L1S$1_n -- Air _�Ll/�f Jl4 .C[ tT-Yl�ul ('66 1BbJ11 _I+�f 0 I aCf'�neYl � i + f Coll u4„n I I ; .. 1 f I i 1 - - I I � — --- 4-b,---- ,-a-- 1�- -- - ------ - - � ---- i - 7 rc �u Co}umn $ � m>y c 8 g -I- - -- -- — . I__ , i I --J i i n Io )S ._lo..' d ne-w.. i.r..dec; r�cn_ t�< - -_: at fr. uld _bO.-CLA._aQ�-(Xr-fk ad-uirn l _�c _� o�r�_a�.._r12tcJCL i �! i --�- I I-P i - --- -.. -. ------- Al I L I i i — i I � RFA Job # 63-38o-7 Dept. By Date04 JOB TITLE M.Ckd. Date 1 0 C.Ckd. Date DESIGN AREA Sheet . s. r of I Reference a'_Lx1,Jo1 li 43�t�i , ! ,Q_'? I9.�5..._. .?5 1..$ a.a5. v. C3e.rnw. rxhs__Q� � ►in..:_� m ._.Ies�t� � on .:._'-5. . � l�, -- ( — - j ! ! ! I ►�1:a�. .x�J -_1 ,D_ K (3,�a ..�.><�.�;__Cs�I oK Per ��ceal ,- ' _'. __ j_.----{ .._ .I---- - I i _?� bol1: - _sec ,dr,. , AfS�M..V mp-C-9 �Gtlf.c{,��1 --- Vice- I lice 1a .eais R36 D ..=... ,IkL 1 9 9-3-k._ P'=_13,o5Js .......... _--- - _, _............. - ! i kW M.�_3``� !� , ,, - � ,. .(sa ai�)(a3°)i � �o k (b m on w 6;..t�b1 -� , h , - I le p --- ( 05 1a�61tf6.1nl� �i� P` J — --- �- -- - n -��;I.�-�etQ__ �� (�a�►�� use:__._ _3_bolts, i . -- -- ) -- -- 1 -- - : > { } I a r �it L,vj. 3—�� - _ $� I f r ! , 3-114 3-115 A 3&-in.weld satisfies the required minimum fillet weld size for the 7h6-in.beam web. may be equally rigid on each side or may be more rigid on one side than the other.By far the most common condition is equal rigidity on both sides of the splice-line.There Use: /a-in,plate,3/,6-in.weld,.seven 3/a-in.diameter A325-N bolts. must be-extenuating circumstances for the connection to be otherwise. (Some splices, such'as may occur at expansion joints,require special treatment and are not addressed LRFD Solution: here.) Figure 3737a represents a splice of equal rigidity on each side of the splice centerline 1.Assume 3/4-in, diameter A325-N bolts. From ASD Manual.Part 2, Uniform Load because the.splice components are symmetrical about the splice centerline.Figure 3-37b Constants Tables,�bW 3,820.The design.end reaction is shows a splice which has more rigidity on its right side due to the welding than on its left R=�bW�l 2L=3;820/2(24)=79.6 kips side which is bolted.Regardless of whether non-slip critical high strength bolts are used on the left side,the weld represents a stiffer, more rigid connection. Figure 3-37c 2.From Table'X-F of the LRFD Simple Shear Connections booklet, seven bolts are represents a connection of unbalanced rigidity because of the unequal bolt distribution. required-with a design load of 94.1'kips..The plate thickness.is limited by, - Figure 3-37d shows a common type of beam splice which is beneficial where a large :. t S db/2+'N-in.=0.4375 in. ' degree of flexibility is desirable. When each side.of the splice has equal rigidity as in Fig.3-37a, recent testing has Use: '/a.-in.plate;3/16-in.weld,seven 3/4=in.diameter A325-N bolts. confirmed that the lever arm for moment calculation is equal to half the distance between the centroids of the fastener groups.The freebody diagram for this condition is shown in BEAM SPLICES Fig.3-38.The following examples will illustrate this: ' Beam splice connections usually consist of one or two plates or four angles. The EXAMPLE 22 connection fasteners may be bolts-or welds or a combination of the two.The connection. Design the shear splice for the given conditions of Fig.3-39. 3 Given: EQ EQ W24x68 cantilevered beam(A572 Grade 50) W24x55 suspended.beam(A36) Splice material is A36, y Bolts are 7/4 A325-N IF Dead load=19.5 kips i i Live load=58.5 kips 2e ,. e e : (o) .(b) P i M=Pe h T i i i 4 angles ---- (c)' (d) . P J-All ASD Solution >_ From Manual Table I-F,Or,=91.3(0.395)=36.1 kips(bearing on web of W24x55) P.=19.5.+58.5=78 kips. :'..r,forbearing governs From Manual Table I-D,rv' 25.3 kips(shear). Use five inches-between vertical bolts rows. From Manual Table I-F,r,.=60.9(0.395)=24.1 kips(bearing on web of W25x55) With C-Pu i Or,=117/36.1=3.2 and x,=2.5 in.,from Manual Table X,use five bolts for bearing governs -in.thick ang r,, (n=5). ' From Manual Table II-C,.the net shear capacity of two 1/ales (or plates in Use five_inches between vertical bolt rows. this case), 15 inches long is greater than 128 kips(for 141/2-in.long angles). - With C=P 1,r,,=.78/24.1 =3.2.and l=2.5 in.,from Manual Table XI use five bolts OR,=128 kips> 117 kips o.k. Mi=2.5(117)=293 in.-kips " From Manual Table H-C,the net shear capacity'of two 1/4-in.thick angles (or plates in `- this case),15 inches long;is greater-than 85.4 kips(for 141/2-in.long angles). _ For plate yielding P,ir=85.4 kips>78 kips o.k. $M,=Z,(0.9F)_(2 x 1/4 x 152/4)(0.9 x 36)=911 in.-kips>293 in.-kips M=2,5(78)=195 in.-kips l _ _For plate rupture at the net section with Sx= 13 in?from Manual p.5-118 M„=Sx(0.75F,�=13(Q.75 x 58)=566 in. >293 in.-kips o.k. For plate yielding,' $ Marr=Sz(0.6P)=-(2 x W x 152_/6)(21.6)=405 in.-kips> 195 in.-kips Connection details are shown`in Fig.3-39. For.plate rupture at the net section,with Sx= 13 in. from Manual p.4-88 EXAMPLE 23: M,ri=Sx(0.5F;)= 13(0.5 x 58)=377 in:kips>'195 in.-kips o.k. Given: Connection details,are shown in Fig.3-39. Splice shown in Fig.3-40. LRFD.Solution. X T P„= 1.2x 19.5+ 1.6x58.5= 117kips 3 112. From Manual Table I-D;Or, 42.2 kips(shear) . 5.86'. 0.64 ( ¢. W24x55 A36 • l; 2 i�2: 21�2 W24x68 (A572 Gr.50).. N; W16x31 3 3 ii M I • 3 i i I Weld 3 i i I Ceniroid T/8°0 AJ25-N bolts ` 2 1/4 x 8.x. 1'-3 To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 3:29PM, 9 FEB 04 main menu selection, choose.the Description:Steel Framed Office Expansion Printing&Title Block tab,and'dint Scope: your title block information: Rev: 550100 User:KW0601966,Ver 5.5.0,25•sep-2001 Steel Beam-Design Page 1 (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Existing W14 along Line 8 Spanning B to E General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W14X22 v si Pinned-Pinned Load Duration Factor 1.00 Center Span 15,21 ft Bm Wt.Added to Loads Elastic Modulus 29,000.Oksi Left Cant. 4.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 4.00 ft Point Loads Dead Load 1.380 1.380 1.340 1.340 1.340 k Live Load 4.860 4.860 4.690 4.690 4.690 k Short Term k Location -4.000 3.810 7.620 11 A30 ft ummaryBeam OK1 Static Load Case Governs Stress Using:W14X22 section,Span=15.21ft, Fy=36.Oksi,Left Cant.=4.00ft, Right Cant.=O.00ft End Fixity= Pinned-Pinned,Lu=4.00ft, LDF=1.000 Actual- Allowable Moment 43.545 k-ft 57.354 k-ft Max. Deflection -0.294 in fb: Bending Stress 18.039 ksi 23.760 ksi fb/Fb 0.759':1 Length/DL Defl 3,653.8 : 1 Length/(DL+LL Defl) 435.4 : 1 Shear 9.568 k 45.507 k fv:Shear Stres 3.028 ksi 14.400 ksi fv/Fv 0.210 :1 Force&Stress Summary These,columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max.M+ 43.54 k-ft 7.96 43.54 1 1.83 k-ft Max.M- -5.70 -5.70 -25.14 k-ft Max.M @ Left -5.70 -5.70 -25.14 k-ft Max.M @ Right k-ft Shear @ Left 9.57 k 2.55 9.57 6.33 k Shear @ Right 8.86 k 1.81 8.86 0.53 k Center Defl. -0.294 in -0.050 -0.294 -0.294 0.043 _ 0.043 in Left Cant Defl 0.220 in 0.018 0.220 0.220 -0.131 -0.131 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 17.28 5.40 17.28 17.28 16.39 16.39 k Reaction @ Rt 8.86 1.81 8.86 8.86 0.53 0.53 k Fa calc'd per 1.5-1,K*L/r<Cc I Beam Passes 1.5.1.4.1,Para 1,2,4,&5,.Fb=0.66 Fy Section Properties W14X22 ep in Welght r-xx in Width 5.000in I-xx 199.00 in4 r-yy 1.039 in Web Thick 0.230'in I-yy, 7.00 in4 Rt 1.250 in Flange Thickness 0:335'in S-xx 28.961 in3 Area 6.49 in2 S-yy 2.800 in3 To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 3:29PM, 9 FEB 04 -main menu selection, choose the Description:Steel Framed Office Expansion Printing &Title Block tab, and ent Scope: your title block information. Rev: 550100 Pa e 2 User:KW-0601966,Ver 5.5.0,25.Sep-2001 Steel Beam Design 9 (c)1983.2001 ENERCALC Engineering Software is\enerca1c\3807.ecmCalculations escription Existing W 4 along Line 8 Spanning B to E Sketch & Diagram ll .57 1.92 ,68 .60 11.52 113.45 15.37 17.29 119.21 11 i.24k LU b.03k F.03k i.03k .65 .74 .83 .91 AW I IIIIIIIIIIII II 3.54 5.31 Oft 15.208ft 7.08 Shear Load(k) Location Along Member(ft) Mmax=43.5k-ft V3.541.92 .84 .76 .68 .60 13.45 15.37 17.29 19.21 Dmax=-0.294in Mmax @ left=25.14k-ft Rmax=17.276k Rmag=8.857k Vmax Q left=9.568k Vmax Q rt=8.857Dell Q left end=-0.2205in I .84 u II III IIII " Bending Moment(k-ft) Location Along Member(ft) Q IL .92 3.84 P.76 V.68 160 11.52 13.45 15.37 117.29 19.21 /alg I -- .00 I 0.10 o.1s o.zo Imp 0.24 Local Deflection(in) Location Along Member(ft) To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines,use the SETTINGS Dsgnr: AJR Date: 9:17AM, 5 MAR 04 main menu selection,choose the Description-,:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope your title block information. Rev: 550100 l e 1 User:KW Pa 0601966,Ver 5.5.0,25•sep•2001 Steel Beam Design g (c)1983.2001 ENERCALC.Engineering Software iAenercalc\3807.ecvv:Calculations Description Girder 4 (reworked) General Information' Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X30 y 5U.UUKS1 Pinned-Pinned Load Duration Factor 1.00 Center Span 18.75 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft • LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 3.88 ft Point Loads Dead Load 1.370 . 1.370 1.370 1.380 k. Live Load. 4.770 4.770 4.770 4.860 k Short Term k Location 3.875 7.750 11.625 15.500 ft Summary ' Beam OK Static Load Case Governs Stress Using:W12X30 section,Span=18.75ft, Fy=50.Oksi End Fixity= Pinned-Pinned, Lu=3.88ft,LDF=1.000 Actual•• Allowable Moment 69.595 k-ft 106.078 k-ft Max.Deflection -0.639 in fb:Bending Stress 21.650 ksi 33.000 ksi fb/Fb 0.656 :1 Length/DL Defl 1,483.1 : 1 Length/(DL+LL Defl) 352.1 : 1 Shear 13.052 k 64.168 k fv:Shear Stres 4.068 ksi 20.000 ksi fv/Fv 0.203 :1 Force&Stress Summary «--These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+S7 Maximum Only Center Center Cants Cants Max.M+ 69.59 k-ft 16.50 69.59 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right. k-ft Shear @ Left 12.17 k 2.93 12.17 k Shear @ Right 13.05 k 3:12 1305 k Center Defl. -0.639 in -0.152 -0.639 -0.639 0.000 0.000 in Left Cant Defl 0.000 in 0.000 .0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.006 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 12.17 2.93 12.17 12.17 k Reaction @ Rt 13.05 3.12 13.05 13.05 k Fa calc'd per 1.6-1,K"L/r<Cc I Beam Passes 1.6.1.4.1,Para 1,2,4,&5,Fb=0.66 Fy, Section Properties W12X30 Depth in Might 29.86#/ft r-xx in Width 6.5201n I-xx, 238.00 in4 r-yy 1.520 in Web Thick 0.260 in I-yy 1 20.30 in4 ' Rt 1.730 in Flange Thickness 0.440 in S-xx 38.574 in3 Area 8.79 in2 S-yy 6.227 in3 To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines,use the SETTINGS Dsgnr: AJR Date: 9:17AM, 5 MAR 04 main menu selection,choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope: your title block information. Rev: 550100 User:KW0601966 Page 2,Ver 5.5.0,25•Sep•2001 Steel.Beam Design 9 (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Girder 4(reworked) Sketch & Diagram jj.. .75 .63 .50 .38 11.25 13,13 15.00 16.88 8,75 i.14k L ll llU b.14k b.24k 00 5.22 7.63 18.75ft 110.44 Shear Load(k) Location Along Member(ft) Mmax=69,6k-ft IiOPMoment .63 5 13.13 5.00 16.88 18.75 Dmax=-0.639in . Rmax=12.168k Rmax=13.052k l Vmax @ left=12.168k Vmax @ rt=13.05 Ben Location Alon Member ft 8.75 0.13 0.19 0.26 0.32 0.38 0.45 051 0.58 Local y Deflection(in) Location Along Member(ft) To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines,use the SETTINGS Dsgnr: AJR. Date: 9:30AM, 5 MAR 04 main menu selection,choose the Description:Steel Framed Office Expansion Printing&Title Block'tab,and ent Scope your title block•information. - Rev: 550100 User:KW-0601966,Ver 5.5.0,25-Sep-2001. Steel Beale Design Page 1 (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Existing 14 along ine 8 panni. g.B to E (reworked) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : .W14X22 . y si Pinned-Pinned Load Duration.Factor 1.00 Center Span 15.21 ft Bm Wt.Added,to Loads Elastic Modulus 29,060.0 ksi Left Cant. 0.75 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 4.00 ft Point Loads Dead Load 3.120 1.380 1.380 1:380, k Live Load 9.930 5.310 5.310 5.310 k Short Term k Location -0.750 3.800 7.600 11.400 ft ummaty Beam OK Static Load Case Governs Stress Using:W14X22 section,Span._'15.21ft, Fy=36.0ksi,Left Cant.=0.75ft, Right Cant.=0.00ft End Fixity Pinned-Pinned,Lu=4.00ft,LDF=1.000 Actual Allowable Moment 50.250 k-ft 57.354 k-ft Max.Deflection -0.343 in fb:Bending Stress 20.817 ksi 23.760 ksi Length/DL Defl 1,967.8 :1 fb/Fb' 0.876.:.1 Length/(DL+LL Defl) 344.4 : 1 Shear 13.065 k 45.507 k fv:Shear Stres 4.134 ksi 14.400 ksi fv/Fv 0.287 :1 Force&Stress Summary «-_These columns are Dead_+Live Load placed as noted->> DL LL LL+ST LL LL+ST Maximum Oniv Center A Center. Cants Cants Max.M+ 50.25 k-ft 9.94 50.25 6.23 k-ft Max.M- -2.35 -2.35 -9.79 k-ft_ Max.M @ Left -2.35 -2.35 -9.79 k-ft Max.M @ Right A-ft Shear @ Left 13.07 k 3.14 10.36 13.07 k Shear @ Right 10.04 k 2.08 10.04 1.59 k Center Defl. -0.343 in -0.066 -0.343 -0.343 -0.035 -0.035 in Left Cant Defl 0.052 in 0.009 0.052 0.052 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 23.92 5.53 13.50 13.50 15.95 15.95 k Reaction@ Rt 10.04 2.08 10.04 10.04 1.59 1.59 k Fa calc'd per 1.5-1,K*Ur<Cc - I Beam Passes 1.5.1.4.1,Para 1,2,4,&5,Fb=0.66 Fy Section Properties W14X22 Depth in Weight r-xx in Width 5.000in I-xx 199.00 in4 r-yy 1.039 in Web Thick 0.230 in Vyy 7.00 in4 Rt 1.250 in Flange Thickness 6.335 in S-xx 28.967 in3 Area 6.49 in2 S-yy 2.800 in3 To specify your title block on Title: GGFT Facility Expansion Job#03=3807 these five lines, use the SETTINGS Dsgnr: AJR 'Date: 9:30AM, 5 MAR 04 main menu selection,choose the Description.:Steel Framed Office Expansion, Printing&Title'Block tab,and ent Scope: your title block information. Rev: 550100 Page 2 User:KW-0601966,Ver 5.5.0,25-Sep-2001 Steel Beam Design 9 (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculation5 Description Existing W14 along Line 8 panning B to E (reworked) Sketch & Diagram ll JJ,, JJ,, 0.3 .79 .38 .98 .57 11.17 12.77 14.36 15.96 53.05k i.69k b.69k b.69k .29 .22 .14 .07 4.02 6.03 ,.5ft 15.208ft --j 5.03 Shear Load(k) Location Along Member(ft) Mmax=50.3k•ft 0.25 1.60 .19 .79 .38 .57 .11.17 12.77 4.36 15.96 Dmax=-0.343in 5.23 Mmax @ left=9.79k-ft /$3� 0.20 Rmax=23.918k (/ Rmax=,10.043k 5.18 Vmax @ left=13.065k Vmax @ rt=10.04 .15 Defl @ left end=•0.05231n 5.13 0.10 71 5.08 0.05 .03 � oQ 33 �3 4 ®7 , Ben ins Mom kft) .7 Location Along Member(ft) 160 .19 9 38 12.77 14.36 15.96 /ad 8 Do 0.08 0.11 0.15 0.19 0.23 0.27 0.31 Local-y Deflection(in) Location Along Member(ft) RFA. - . Job # 03-3867 Dept. ' By AJ12 Date m a JOB TITLE M.Ckd. Date ►eH C.Ckd. Date DESIGN AREA Sheet of Reference I --7 -... ._._.....�, _'..._ i ..-3 .K....._i -.. I ._! I - i ....... _ -_ E .- L --- : ---4 9--- ! Ex A-0 ;_CAIGmr��. ! i - � 2 K ! `` 1 { �, I • I I I i -- `3 f - - (►a --�- s. k I sk I - ---` -- - - — - - ��, fir/ I � ,_ ; -____ I 4_5 51k ... — I -- -- { - - -- .._ . _._._._ e�r nec•0_,.1_�1. N 4! .f3 0.�e i .��erclo�l4� 2 x: }; n�se I_�.-�e5_!8 x 8 � / ��r �aeo� Ioa.d�,aAS., -�- �— ------- - P 1-T 1 V 70 I i ' ' ( i To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines,use the SETTINGS Dsgnr: AJR Date: 10:26AM, 9 MAR 04 main menu selection,choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope: your title block'information. Rev: 550100 User:M-0601966,Ver 5.5.0,25•Sep•2001 Steel Column Base Plate Page 1 (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description HSS 4X4 Column Baseplate General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Loads Steel Section TS4x4x1/4 Axial Load 30.70 k Section Length 4.000 in Section Width 4.000 in X-X Axis Moment 0.00 k-ft Flange Thickness 0.250 in Plate Dimensions Web Thickness 0.250 in Plate Length 9.000 in Allowable Stresses Plate Width 9.000 in Concrete fc 3,000.0 psi Plate Thickness 0.750 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 16.000 in Dist.from Plate Edge 1.500 in Pier Width 17.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 UlI11IIal�/ Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 379.0 psi Allow per ACI 10.17 3,173.3 psi Full Bearing: No Bolt Tension Allow per AISC J9 2,482.7 psi Plate Bending Stress Thickness OK Actual fb 11,459.7 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 3:35PM, 5 MAR 04 main menu selection,choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope: your title block information. Rev: 550100 User:KW0601966,Ver5.5.0,25-Sep-2001 Steel Column Base Plate Page 1 (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculation5 Description Existing HSS 4 4 ColumnBaseplate General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Loads Steel Section TS4x4x1/4 Axial Load 30.30 k Section Section Width 4.000 4.000 in th 4.000 in X-X Axis Moment 0.00 k-ft Flange Thickness 0.250 in Plate Dimensions Web Thickness 0.250 in Plate Length 8.000 in Allowable Stresses Plate Width 8.000 in Concrete fc 3,000.0 psi Plate Thickness 0.760 in Base Plate Fy, 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 14.000 in Dist.from Plate Edge 1.000 in Pier Width 14.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 U!r)f17a11/ Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 473.4 psi Allow per At!10.17 3;123.8 psi Full Bearing:No Bolt Tension Allow per AISC J9 2,443.9 psi Plate Bending Stress Thickness OK Actual fb 9,568.4 psi Max Allow Plate Fb 35,910.0.psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k RFA Job # 03—380 Dept. By Date Nhlloq JOB TITLE M.Ckd. C Date 3 C.Ckd. Date DESIGN AREA �x�s� �r,00�o'naS Sheet of Reference I ri,_.-eo ec T�'�ofik�_g llowa b'�� 5_a,� �ae�rA aoc � f � e , Soy_( bver(��{den__-k ire disco n -)—_I : I , — Chc_.1c I I 1 I ,_. � -•--- I I . ! '_-._.__..........A. : ...._-_.�. ......-ov.,a_.___C.- 6� � r_.........._,.............._.. �p1I 'I I !I tI � . !i_ . .......... II i. ...... .�. 3----�I -LE1 _OlA�.Y 1 _ I ' f 1 1 i i I ._Ak' s^_ d�l5c>�ss�e� tti)�t-tie . efel�- pn l Ducks - I _► -_ s d. 1 I b!e..._... .k..-�,1�'�4s ' k t�1. e��t+on( e�!_{elecar�._3 � 7),e �A, -slew-ld lb s0.>��L.�; -- -{ olll-n (�,_ ..Slab._..... 1 i I I I l i I I - II- I I I I I I _ _. -___- _� I t - ---- -t ... -_-j - - I lI 1 ! i I I i i I 1 I I I I l 1 I SQUARE SPREAD FOOTING WITHOUT MOMENT Column Tyne Job No: 03-3807 (1) Interior, (2) Edge, or(3) Corner? Client: GGFT Location: Existing Column 7B Allowable Soil Pressure Date: 2/27/04 qa 3"p0 ksf. Designer: AJR Axial Loads Dead Load Pd 129 kips Live Load Pi 12,88 kips Material Pro eerrties Rebar Yield Stress fy uy� r ksi Concrete Strength fc 3 ksi Density Of Soil 120 pcf Density Of Concrete pcf Height of Soil H .0`1 feet Thickness Of Slab t At inches Overburden Soil.Above Footing 0.000 ksf Concrete Slab Above Footing 0.050 ksf Footing 0.150 ksf Other Overburden O'1'50 ksf *Note: 150 psf parts storage live load added. Total Overburden F 0.350 ksf t Net Soil Pressure £3 p qe= 2.650 ksf H h Required Footing Area 5.95 ft2 T Footing Dimensions Minimum Dimensions 2.44 feet per side Desired Dimensions B 2'5"feet per side Actual Footing Area 6.25 ft2 Footing Area Oki Desired Thickness T 12 inches Depth d =I 9 inches Pier Dimensions Dimensions b Inches n B n '(4In ches Height h "" 3:33'I feet b 1 Footing 7B.xls SQUARE SPREAD FOOTINfi WITHOUT MOMENT Unfactored Load P= 15.78 kips *This includes pier self-weight, if any. Factored Load P„= 24.09 kips P„=Ii2(Dead Load)+ 1.6(Live Load) One Way Beam Shear Actual Shear (VU)d= -0.80 kips Beam Shear • Allowable Shear VC_ .. 22.18 kips Two Way Punching Shear Shear Strength Perimeter 92.00 inches (ACI 11-33) 6.00 [sgrt(fc)bod] (ACI 11-34) 5.91 [sgrt(f jbod] Actual Shear V.= 9.93 kips (ACI 11-35) 4.00 [sgrt(fC)bod] Controls Allowable Shear PVC= 136.05 kips Punching OK Flexural Reinforcement Moment Mu= 0.86 kip-feet Flexural Resistance Factor R= 0.0117 ksi R= M„/ bd2 (ACI 7.12.2) Amin= 0.0018 Calculated Steel.Ratio p= 0.0002 p= (.85fc/fy)(1-sgrt[1-(2R/.85f�)]) Required Steel Area As= 0.194 in2/ft As= 0.486 in Number Of Bars Bar Size fteinfo,icing Steel Area As= 0.314 in2/ft AS= 0:785 in 2 Footing 7B.xls SQUARE SPREAD FOOTINEi WITHOUT MOMENT Column Tyne Job No: 03-3807 (1) Interior, (2) Edge, or(3) Corner? a Client: GGFT Location: Existing,Column 9C Allowable Soil Pressure Date: 2/12/04' qa ud ksf Designer: AJR Axial Loads Dead Load Pd 68 kips Live Load Pi1.12� kips Material Pro ep rties Rebar Yield Stress fy .op ksi Concrete Strength fc 3 Ks' Density Of Soil 7=20 pcf Density Of Concrete 10 pcf Height of Soil H k'O'feet Thickness Of Slab t 4 inches Overburden Soil Above Footing 0.000 ksf Concrete Slab Above Footing 0.050 ksf Footing 0.150 ksf Other Overburden 0:100 ksf *Note: 100 psf corridor live load added. Total Overburden 0.300 ksf t Net Soil Pressure qe= 2.700 ksf H h Required Footing Area 6.10 ftZ T Footing Dimensions Minimum Dimensions 2.47 feet per side Desired Dimensions B 3`t)'feet per side Actual Footing Area 9.0 ftZFooting Area OK w Desired Thickness T 12 inches Depth d =I 9 inches Pier Dimensions Dimensions b 14Inches n B n A4lnches Height h 3.33;feet b 1 Footing 9C.As SQUARE SPREAD FOOTING WITHOUT MOMENT Unfactored Load P = 16.48 kips *This includes pier self-weight, if any. Factored Load PU = 24.22 kips PU = 1,.2(Dead Load)+ 1.6(Live Load) One Way Beam Shear Actual Shear (VU)d = 1.35 kips Beam Shear • Allowable Shear PVC= 26.62 kips Two Way Punching Shear Shear Strength Perimeter 92.00 inches (ACI 11-33) 6.00 [sgrt(fc)bod] (ACI 11-34) 5.91 [sgrt(fc)bod] Actual Shear Vu= 14.34 kips (ACI 11-35) 4.00 [sgrt(f.)bod] Controls Allowable Shear VC= 136.05 kips Punching OK Flexural Reinforcement Moment Mu= 1.13 kip-feet Flexural Resistance Factor ,R = 0.0155 ksi R= Mj/ bd2 (ACI 7.12.2) pmin= 0.0018 Calculated Steel Ratio p= 0.0003 p= (.85fc/fy)(1-sgrt[1-(2R/.85fc)]) Required Steel Area AS= 0.194 in2/ft As= 0.583 in Number Of Bars Bar Size # 4 Reinforcing'Ok Steel Area AS= 0.262 in2/ft AS= 0.785 in? 2 Footing 9C.xls SQUARE SPREAD FOOTINQ WITHOUT MOMENT Column Type Job No: 03-3807 (1) Interior, (2) Edge, or(3) Corner? 1 Client: GGFT Location: Existing Column 8C Allowable Soil Pressure Date: 3/5/04 qa 3 p ksf Designer: AJR Axial Loads Dead Load Pd n 5 84 kips Live Load P, 2446 kips Material Properties Rebar Yield Stress fy gp ksi Concrete Strength fc= ksi 'Density Of Soil �'`��2�, pcf Density Of Concrete 150'pcf Height of Soil H , U feet Thickness Of Slab t 4" inches Overburden Soil Above Footing 0.000 ksf Concrete Slab Above Footing 0.050 ksf Footing 0.150 ksf Other Overburden 550" ksf *Note: 100 psf corridor live load added. Total Overburden 0.300 ksf t Net Soil Pressure qe= 2.700 ksf H h Required Footing Area 11.52 ft2 T Footing Dimensions Minimum Dimensions 3.39, feet per side Desired Dimensions B feet per side Actual Footing Area 9 ft2Footing Area Desired Thickness T t;' 12:inches Depth d =I 9 inches Pier Dimensions Dimensions b 't Inches n B n 14 Inches Height h 4 feet b 1 Footing 8C.xls SQUARE SPREAD FOOTING WITHOUT MOMENT Unfactored Load P= 31.12 kips *This includes pier self-weight, if any. Factored Load P„= 47:12 kips P„= 1.2(Dead Load) + 1.6(Live Load) One Way Beam Shear Actual Shear (V„)d= 2.62 kips Beam Shear • Allowable Shear K kips Two Way Punching Shear Shear Strength Perimeter 92.00 inches (ACI 11-33) 6.00 [sgrt(f,)bod] (ACI 11-34) 5.91 [sgrt(f.)bod] Actual Shear V„= 27:89 kips (ACI 11-35) 4.00 [sgrt(fc)bod] Controls Allowable Shear kips Punching OK Flexural Reinforcement ,Moment M„= 2.20 kip-feet Flexural Resistance Factor R= 0.0302 ksi R= M„#d2 (ACI 7.12.2) Amin= 0.0018 Calculated Steel Ratio p= 0.0005 p= (.85fc/fy)(1-sgrt[1-(2R/.85fc)]) Required Steel Area. As= 0.194 in2/ft As= 0.583 in Number Of Bars Bar Size # 4 Reinforcing OK Steel Area As= 0.262 in2/ft As= 0.785 in 2 Footing 8C.xls RFA RIST-FROST ASSOCIATES, P.C. TO: K. Stankiewicz D. Bruno JOB NUMBER: 03-3807 MEMO OF TELECON DATE: 3/10/04 TIME: 2:00 PM TELEPHONE NUMBER: 371=7622 PERSON CALLING: Andy Russell PERSON CALLED: Daniel Loucks REPRESENTING: RFA REPRESENTING: (Geotechnical Engineer.) TEXT OF TELECON: The project's geotechnical engineer was called concerning an existing column footing that would be over the maximum allowable soil bearing capacity of 3000 psf after the new addition was built. After informing him that 3500 psf would be required without altering the existing footing, he stated the existing footing would be-acceptable for the addition load, as there was no,risk of soil bearing failure or substantial settling. He did indicate there would be some soil consolidation and therefore minor settling due to the increased load on the footing, but it would be less than that experienced by the new footings supporting the addition. He suggested the boundary of the column pier be cut to isolate it from the existing floor slab. In that way any settling that occurred wouldn't crack the slab, and the joint could be filled as necessary after consolidation. SIGNED: DATE: AJR cc: Scott Sopczyk, GGFT R FA Job # c7 -38V Dept. By 4,Pg Date o JOB TITLE M.Ckd. 6cc Date 3 ►8 C.Ckd. Date DESIGN AREA Sheet of e�f Reference L t� Itl .�($ u) (a�)G ?�` Rs��iaaa) _-tsl L D4�u O,l-13_ E._ 4 i I _ _ P -- - Ra_k _(I L.I3k,LL wall as_iga 4 1=__1 1. .,.............. ..... .......__! __....--- - --�._ ;----.._a �P_e��s _'re.a.a5_h'eet' �' x 3�J ,-c�o-�►,� ��! - � " -- - � ' - _._- ---- -- : �� 5 Ld _. _ aL-All � I ¢ I i f 7K—(f�� '- _L1 --- ---- { ., j ---.._.-----li_ 'W_a��aa�i��- p r,W �ahi-I-.�o�� ._---� _ --- -------- _.. -----.. ----� �U� � : 5__ p 5�$:K�� 1 , K.,_P_=_I$� _l _;-- ,r _M3�X-3. i-(''r Ilia _ m{1-w,hh G� k/- I mb. ��oioC� r �r�1�Ci�� rz5t + hS� Jr064in !-P t(v�'+ CYO-i�. S,C2. in 's' , I i 1 � 13c��sedl��,�_53►x{eak r ,�_a�1d-L sl i �! i I I RFA Job # . 0 3—MO-7 Dept. By m Date JOB TITLE M.Ckd. Date 3 eq- C.Ckd. Date DESIGN AREA Sheet of Reference ---------- 1 j i I n sam' i l 5_._ I . c i i .. �__.. ! � i , I ; --.... . _._� - ........$ ........_�..._._ i ...._I__i .__.....! i__ I _ --_. .}_. I ---- i -- -- - - 1 � _ ; ;i i I i i 11 j i I i I ; I i i SQUARE SPREAD I+OOTIN6 WITHOUT MOMENT Column Tvoe Job No: 03-3807 (1) Interior, (2) Edge, or(3) Corner? ; ,,1 , Client: GGFT Location: New Column 9A Allowable Soil Pressure Date: 3/5/04 .qa *` 3°pp ksf Designer: AJR Axial Loads Dead Load Pd ,,4.261 kips Live Load P, 5:8Q; kips Material Properties Rebar Yield Stress fy °60 ksi Concrete Strength fC ksi Density Of Soil 1O pcf Density Of Concrete `150 pcf Height of Soil H 'Q`feet Thickness Of Slab t 4 inches Overburden Soil Above Footing 0.000 ksf Concrete Slab Above Footing 0.050 ksf Footing 0.150 ksf Other Overburden 01"50 ksf *Note: 150 psf mechanical storage load added. Total Overburden 63 50-1 ksf t Net Soil Pressure qe= 2.650 ksf H h Required Footing Area 4.13 ft2 T Footing Dimensions Minimum Dimensions 2.03 feet per side Desired Dimensions B 3Q`feet per side Actual Footing Area 9.0 ftzFooting Area • Desired Thickness T 1.2; inches Depth d =1 9 inches Pier Dimensions Dimensions b= Inches n B n = Inches Height h 41 feet b 1 Footing 9A.xls SQUARE SPREAD.FOOTING WITHOUT MOMENT Unfactored Load P = 10.94 kips *This includes pier self-weight,.if any. Factored Load P„= 15.45 kips P„= 1.2(Dead Load)+ 1.6(Live Load) One Way Beam Shear Actual Shear '' (V„)d= 0.64 kips Beam Shear • Allowable Shear 26.62 kips Two Way Punching Shear Shear Strength Perimeter 96.00 inches (ACI 11-33) 6.00.[sgrt(f,)bod] (ACI 11'34) 5.75 [sgrt(fc)bod] Actual Shear V„= 8.58 kips (ACI 11-35) 4.00 [sgrt(f.)bod] Controls, Allowable Shear PVC=1 141'.97 kips' Punching OK; Flexural Reinforcement Moment Mu- 0:66 kip-feet Flexural Resistance Factor R= 0.0090 ksi R M„/�bd2 (ACI 7.12.2) 'Pmin= 0.0018 Calculated Steel Ratio p= 0.0002 p= (.85f�fy)(1-sgrt[1-(2R/,.85fC-A) Required Steel Area AS= 0:194 in2/ft As= 0.583 in _Number Of Bars Bar Size #4 Reinforcing • Steel Area AS=ENin2 in2/ft As= 2 Footing 9A.xls SQUARE SPREAD Foon fi WiTfI®UT momENT Column Tyne . Job No: 03-3807 (1) Interior, (2) Edge, or(3) Corner? _ 1 Client: GGFT Location: New Column 8A Allowable Soil Pressure Date: 3/5/04 qa 300 ksf Designer: AJR Axial Loads Dead Load Pd &461 kips Live Load P, 11 30. kips Material Pro eg roes Rebar Yield Stress fyp ksi Concrete Strength I '3 ksi Density Of Soil 1,20 pcf Density Of Concrete �10 pcf Height of Soil H 6 feet Thickness Of Slab t= 4 inches Overburden Soil Above Footing 0.000 ksf Concrete Slab Above Footing 10.050 ksf Footing 0.150 ksf Other Overburden 01:50 ksf *Note:'150 psf mechanical storage load added. Total Overburden F-0-35-01 ksf t AL Net Soil Pressure qe= 2—.6 5--01 ksf H h Required Footing Area 6.73 ftz T Footing Dimensions Minimum Dimensions 2 59 feet per side Desired Dimensions B 3 0 feet per side Actual Footing Area 9.0 ft2 Footing Area • Desired Thickness T= inches Depth d = 91 inches Pier Dimensions Dimensions b ,17Inches n B n I 16Inches Height h 4 feet b 1 Footing 8A.xls SQUARE SPREAD FOOTING MTHOUT MOMENT Unfactored Load P = 17.83 kips *This includes pier self-weight, if any. Factored Load P„= 25.92 kips P„= 1.2(Dead Load)+ 1.6(Live Load) One Way Beam Shear Actual Shear (VI)a= 0.72 kips Beam Shear • Allowable Shear VC= 26.62 kips Two Way Punching Shear Shear Strength Perimeter 102.00 inches (ACI 11-33) 5.76 [sgrt(fc)bod] (ACI 11-34) 5.53 [sgrt(fc)bod] Actual Shear V„= 12.92 kips (ACI 11-35) 4.00 [sgrt(fc)bod] Controls Allowable Shear VC= 150.84 kips Punching • Flexural Reinforcement Moment M„= 1.00 kip-feet ' Flexural Resistance Factor R= 0.0137 ksi R= Mu/�bd2 (ACI 7.12.2) Pmin= . 0.0018 Calculated Steel Ratio p= 0.0002 p= (.85f`jfy)(1-sgrt[1-(2R/.85f j]) Required Steel Area A.= 0.194 in2/ft As=1 0.583 in2 Number Of Bars Bar Size # 4 ;. Reinforcing OK Steel Area As= 0.262 in?/ft AS= 0.785 in 2 Footing 8A.xls SQUARE SPREAD FOOTING WITHOUT MOMENT Column Tyne Job No: 03-3807 (1) Interior, (2) Edge, or(3) Corner? Client: GGFT Location: New Column 8A.6 Allowable Soil Pressure Dater 3/9/04 qas 3.OA ksf Designer: AJR Axial Loads Dead Load Pd 7 40' kips Live Load P,= 2330 kips Material Properties Rebar Yield Stress fy 60 ksi Concrete Strength fc3 ksi Density Of Soilz pcf Density Of Concrete '50' pcf Height of Soil H �01 feet Thickness Of Slab t inches Overburden Soil Above Footing 0.000 ksf Concrete Slab Above Footing 0.050 ksf. . .Footing 0.150 ksf Other Overburden 0150;; ksf *Note: 150 psf mechanical storage load added. Total Overburden 0.350 ksf t Net Soil Pressure qe= 2.650 ksf H h Required Footing Area 11.58 fe T Footing Dimensions Minimum Dimensions 3.40 feet per side Desired Dimensions B 3�,5,'feet,per side ✓ Actual Footing Area 12.3 ft2 Footing Area • Desired Thickness . T= inches Depth d= inches Pier Dimensions Dimensions b=1 `; ,14Inches n. g n Inches Height h ;'''0 feet b 1, Footing 8A6.xls SQUARE SPREAD I+OOTINfi WITHOUT MOMENT Unfactored Load P= 30.70 kips *This includes pier self-weight, if any. Factored Load P„= 46.16 kips P„ = I I(Dead Load)+ 1.6(Live Load) One Way Beam Shear Actual Shear (V„)d= 5.50 kips Beam Shear • Allowable Shear kips Two Way Punching Shear Shear Strength Perimeter 92.00 inches (ACI 11-33) 6.00 [sgrt(f.)bod] (ACI 11-34) 5.91 [sgrt(f,)bod] Actual Shear V.= 32.32 kips (ACI 11-35) 4.00 [sgrt(f.)bod] Controls Allowable Shear VC= 136.05 kips Punching OK Flexural Reinforcement Moment Mu= 2.56 kip-feet Flexural Resistance Factor R= 0'0352 .ksi R = M„/�bd2 (ACI 7.12.2) Pmin= 0.0018 Calculated Steel Ratio p= 0.0006 p= (.85f,/fy)(1-sgrt[1-(2R/.85fJ]) Required Steel Area AS= 0.194 in2/ft As= 0.680 in Number Of Bars 4 Bar Size # 4r z Reinforcing OK Steel Area AS= 0.224 in2/ft AS= 0.785 in 2 Footing 8A6.xis SQUARE SPREAD I!OOTINGa WITHOUT MOMENT Column Type Job No:. 03-3807 (1) Interior, (2) Edge, or(3) Corner? Client: GGFT Location: New Column 7A.6 Allowable Soil Pressure Date: 3/9/04 qa 3:00 ksf Designer: AJR Axial Loads Dead Load Pd kips Live Load Pit 50; kips Material Pro ernes Rebar Yield Stress fy ; ,60 ksi Concrete Strength fc 3, ksi Density Of Soil 120 pcf Density Of Concrete 15,0:pcf Height of Soil H 0';feet Thickness Of Slab t '`4 inches Overburden Soil Above Footing 0.000 ksf Concrete Slab Above Footing 0.050 ksf Footing 0.150 ksf Other Overburden _-0:150 ksf *Note: 150 psf parts storage live load added. Total Overburden 0.350 ksf t Net Soil Pressure qe= 2.650 ksf H h Required Footing Area 5.85 ftz T Footing Dimensions Minimum Dimensions 2.42 feet per side Desired Dimensions B 3 feet per side Actual Footing Area 9 fe Footing Area OK Desired Thickness T= ',.4.2 inches Depth d = 9 inches Pier Dimensions Dimensions b '16; Inches n g n 1; Inches Height h e=f f",4!feet b 1 Footing 7A6.x1s SQUARE SPREAD FOOTING WITHOUT MOMENT Unfactored Load P = 15.50 kips *This includes pier self-weight, if any. Factored Load P„ = 23.60 kips P„= 1.2(Dead Load)+ 1.6(Live Load) One Way Beam Shear Actual Shear (V„)d= 1.97 kips Beam Shear • Allowable Shear PVC= 26.62 kips Two Way Punching Shear Shear Strength Perimeter 92.00 inches (ACI 11-33) 5.00 [sgrt(f.)bod] (ACI 11-34) 5.91 [sgrt(fc)bod] Actual Shear V"= 14.04 kips (ACI 11-35) 4.00 [sgrt(f,)bod] Controls Allowable Shear VC= 136.05 kips Punching OK, Flexural Reinforcement Moment MU= 1.31 kip-feet Flexural Resistance Factor R= 0.0180 ksi R= Mj; bd2 (ACI 7.12.2) P,In= 0.0018 Calculated Steel Ratio p= 0.0003 p= (.85fc/fy)(1-sgrt[1-(2R/.85fJ]) Required Steel Area As= 0.194 inZ/ft AS= 0.583 in Number Of Bars 4 Bar Size # 4 Steel Area AS= 62UJ inZ/ft Reinforcing,OK As= 0.785 in 2 Footing 7A6.x1s To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR Date: 5:26PM, 1 MAR 04 main menu selection,choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope: your title block information. Rev: 550100 User:KW0601966,Ver 5.5.0,25•Sep•2001 Combined Footing Design Page 1 (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Combined Footing at 6A, 7A Columns General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allow Soil Bearing 3,000.0 psf fc 3,000.0 psi Seismic Zone 2 Fy 60,000.0 psi Concrete Wt 150.0 pcf Min As Pct 0.0018 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live&Short Term Load Combined Dimensions 0o tng ize... �Muo umn uppo a es a tzes Distance Left 1.50 ft #1 :Square Dimension 15.00 in Dist. Betwn Cols 1.17 ft ...Height 48.00 in Distance Right 1.50 ft #2:Square Dimension 20.00 in Footing Length 4.17 ft ...Height 48.00 in Width 3.00 ft Thickness 12.00 in Loads Vertical Loads... @ Left Column (off Right Column Dead Load 1.200 k 4.100 k Live Load 6.800 k 9.800 k ShortTerm Load k k ummary Footing Design OK Length=4.17ft, Width=3.00ft, Thickness=12.00in,Dist. Left=1.50ft,Btwn.=1.17ft,Dist. Right=1.50ft Maximum Soil Pressure 2,298.39 psf Allowabl 3,000.00 psf Steel Req'd @ Lef 0.184 in2/ft Max Shear Stres 6.26 psi Steel Req'd @ Cente 0.184 in2/ft Allowabl 186.23 psi Steel Req'd @ Righ 0.184 in2/ft Min.Overturning Stabili 999.000: Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead+Live 1,505.3 3,000.0 psf Eq.9-1 2,422.8 psf 0.145 ft Dead+Live+Short Term 1,505.3 3,990.0 psf Eq.9-2 1,817.1 psf 0.145 ft Soil Pressure @ Right End Eq.9-3 408.9 psf Dead+Live 2,298.4 3,000.0 psf Eq.9-1 3,699.2 psf 0.145 ft Dead+Live+Short Term 2,298.4 3,990.0 psf Eq.9-2 2,774.4 psf 0.145 ft Stability Ratio 999.0 :1 Eq.9-3 624.3 psf Moment& Shear Summary (values for moment are given per unit width of footing) Moments... ACI 9-1 ACI 9-2 ACI 9-3 Mu @ Col#1 0.88 k-ft/ft 0.66 k-ft/ft 0.11 k-ft/ft Mu Btwn Cols 0.00 k-ft/ft 0.00 k-ft/ft 0.00 k-ft/ft Mu @ Col#2 0.77 k-ft/ft 0.58 k-ft/ft 0.11 k-ft/ft One Way Shears... Vn:Allow*0.85 93.113,psi 93.113 psi 93.113 psi Vu @ Col#1 3.657 psi 2.743 psi 0.455 psi Vu Btwn Cols 0.000 psi 0.000 psi 0.000 psi Vu @ Col#2 0.000 psi 0.000 psi 0.000 psi Two Way Shears... Vn:Allow*0.85 186.226 psi 186.226 psi 186.226 psi Vu @ C01#1 3.744 psi 2.808 psi 0.184 psi Vu @ Col#2 6.261 psi 4.695 psi 1.543 psi To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines,use the SETTINGS 'Dsgnr: AJR Date: 6:26PM, 1 MAR 04 main menu selection,choose the Description:Steel Framed Office.Expansion Printing&Title Block tab,and ent' Scope: your title block information Ld:DL=1.2,61w6U4:S)L=QLM LL=9.8,ST=O.Ok Rev: 550100 .User:KW-0601966,Ver 5.5.0,25•S -2001 Page 3 , Combined Footing Design Pa (c)1983.2001 ENERCALC Engineeri Software is\enercalc\3807.ecw:dalculations Desc11 'on 6A, 7A Columns Sketch & Diagram 48in [2in 1:5H 1.167ft 1.5ft 4.167ft SQUARE SPED FOOTINra WITildUT NIONIEVT' Column Tvoe Job No: 03-3807 . (1) Interior, (2) Edge, or(3) Corner? F777F9 Client: GGFT Location: New Column 9A.6 Allowable Soil Pressure Date: 3/9/04 qa 3 00 ksf Designer: AJR Axial Loads Dead Load Pd G°6Q' kips Live Load P, QR kips Material Pro ep rties " Rebar Yield Stress fy= ksi Concrete Strength fc 77, °3 ksi Density Of Soil 120 pcf Density Of Concrete . ,�15 pcf Height of Soil H Q feet Thickness Of Slab t 4 inches Overburden Soil Above Footing 0.000 ksf Concrete Slab Above Footing . 0.050 ksf rooting 0.15.0 ksf Other Overburden 01.50 ksf- *Note: 150 psf mechanical-storage load added. Total Overburden 0.350 ksf t Net Soil Pressure qe= 2:650 ksf H' h Required Footing Area 7.40 ftz. T Footing Dimensions Minimum Dimensions 2.72 feet per'side Desired Dimensions B 30 feet per side Actual Footing Area 9.0 ftz Footing Area • Desired Thickness T �w ,4 a '(2� inches Depth d =1 9 inches Pier Dimensions Dimensions b $° 16Inches n B n ., `5 Inches Height h . 1 feet b 1 Footing 9A6.xls SQUARE SPREAD FOOTING WITHOUT MOMENT Unfactored Load P= 19.60 kips "This includes pier self-weight; if any. Factored Load P„= 28.32 kips P„= 1,2(Dead Load)+ 1.6(Live Load) One Way Beam Shear Actual.Shear (V.)d= 1,18 kips • Allowable Shear 26.62 kips . Two Way Punching Shear Shear Strength- Perimeter 98.00 inches (ACI 11-33) 5.75 [sgrt(f.)bod] (ACI -34) 5.61 [sgrt(fc)bod] Actual Shear Yu= 15.21 kips (ACI 11-35) 4.00 [sgrt(f.)bod] Controls Allowable Shear, �V,= 144.93 kips Punching • Flexural Reinforcement Moment M„= 1.20 kip-feet Flexural Resistance Factor R= 0.0165 ksi R= M„/ bd? -(ACI 7.12.2) pmio= 0.0018 Calculated Steel Ratio p= 0:0003 Required Steel Area As= 0.194 inz/ft As= 0.583 inz Number Of Bars 4 Bar Size #�4 Reinforcing OK Steel Area As= 0.262 inz/ft As= 0.785 in? 2 Footing 9A6.xls RFA Job # Dept. By ATR Date JOB TITLE M.Ckd. Date C.Ckd. Date DESIGN AREA Sheet of Reference 1 i r'n pen ' - =-7-33-i s I � ; �_?33a�� p!��laucs_'�._1.9 k� - I { I � � I � j I I j. } ---...._ —._ r- l L. p t_. on n�d}eo►rt.�.n�i�— �`o ripening I!�I'_ 33 -,�r�4'�ot� I 5 I a L • !a75_k1 k_..aE.pe?�k i- 1_. - ___ _ �_._.._ I i I I i I i I I i I 1 I To specify your title block on Title: GGFT Facility.Expansion Job#03-3807 these five lines, use the SETTINGS Dsgnr: AJR• Date: 9'11AM, 22 MAR 04 main menu selection,choose,the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope ,your title block information. Rev: 550100 Page 1 leiscrimption ,Ver 5.5.0,25-Sep-2001 Steel Beam Design RCALC Engineering Software is\enercalc\3807.ecw:Calculations Lintel For.New a GM General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : 1-1-4X3:5X1/4 Fy si Pinned-Pinned Load Duration Factor 1.00 Center Span ' 7.33 ft Brri Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft- Lu: Unbraced Length 6.00 ft' Trapezoidal Loads #1 DL @ Left LL'@ Left ST @ Left k/ft Start ft DL @ Righ 0.190 LL @ Righ' ST @ Righ k/ft End 3.667 ft #2 DL @ Left 0.190 LL @ Left ST @ Left k/ft Start 3.667 ft DL @,Righ LL @ Righ 'ST @ Righ k/ft End 7.333 ft Summary Beam OK Static Load Case Governs Stress Using:LL4X3.5X1/4 section,Span=7.33ft, Fy=.36.Oksi End Fixity= Pinned-Pinned;Lu=6.00ft,LDF=1.000 Actual Allowable Moment 0.934•k-ft 3.369 k-ft Max.Deflection -0.052 in,, fb:Bending Stress 5.461 ksi 19.696 ksi fb Fb 0.277. :1 Length/DL Defl 1,707.5 :1 / Length/(DL+LL Defl) 1,707.5 t 1 Shear 0.394 k 14.400'k fv:Shear Stres 0.450 ksi 14.400 ksi fv/Fv 0.031 :1 Force&Stress Summary These columns are Dead+Live.Load placed as noted-» DL LL LL+ST LL LL+ST Maximum . Only 0 Center A Center Cants Cants Max.M+ 0.93 k-ft 0.93 k-ft Max.M- - k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left .0.39 k 0.39 k Shear @ Right 0.39 k 0.39 k Center Defl. -0.052 in 4.052 .0.000 -0.052 0.000 0:000 in Left Cant Defl. 0.000in -0.000 0.000 0.000 0.000 0.000 in. Right Cant Defl 0,000 in, 0.0010 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0.39 0.39`> 0.39 k Reaction @ Rt 0.39 0.39 0.39 k Section Properties LL4X3.5X1/4 ep .0U0m eig r-xx in Width 7.000in I-xx 5.83 in4 F-yy A.410 in Thickness 0.250.in I-yy' 7.22 in4 Angle Spacing 0.000 in S=xx 2.053.in3 Area 3.63 in2 S-yy 1.666•in3 To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines,use the SETTINGS Dsgnr: AJR Date: 9:12AM, -22 MAR 04 main menu selection,choose the Description:Steel Framed Office Expansion Printing 4 Title Block tab,and ent Scope: your title block information. Rev: 550100 Page 2 User:KW0601966,Ver5.5.0,25-Sep•2001 Steel Beam Design (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Lintel For New 8'CM Sketch &Diagram 1.47 2.2o 2.93 1,61 1,40 .13 1,117 .60 7.33 �I 0.19k/ft •pp II 0.1 f TTWrMTTM 0.16 1 ME 0.24 Shear Load(k) Location Along Member(ft) .93.84 .73 1.47 .20 .40 .13 .87 .60 .33 7.333ft 75 Mmaz=0.9k•ft .65 Dmax=-0.052in .56 .47 Rmax=0.394k Rmax=0.394k .37 Vmax @ left=0.394k - Vmax @ rt=0.394 .28 .19 4"1111111111111 11 all 111111" Ben WYMoment k•ft Location Alon Member ft 1.33 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 Local'y'Deflection(in) Location Along Member(ft) To specify your title block on Title: GGFT Facility Expansion Job.#03-3807- these five lines,use the SETTINGS Dsgnr: AJR , Date: 11:17AM, .22 MAR 04, main menu selection,choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and eni Scope*: your title block information. Rev: 550100 Steel Beam DesignPage 1 User:KW0601966 ,Ver 5.5.0,25•Sep•2001 , (c)1983.2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Lintel For Existing 12" CMU General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS12X8X3/16 y 46.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 7.33 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu.:Unbraced Length 3.67 ft Minor Axis Bending ! Trapezoidal Loads #1 DL @ Left LL @ Left ST @ Left k/ft Start ft DL @ Righ 0.275 LL @ Righ ST @ Righ k/ft End 3.667 ft #2 DL @ Left 0.275 LL @ Left ST @ Left, k/ft Start 3.667 ft DL @ Righ LL @ Righ ST @ Righ k/ft End 7.333 ft ummary 0 Beam OK Static Load'Case Governs Stress Using:TS12X8X3/16 section,Span=7.33ft, Fy=46.Oksi End Fixity= Pinned-Pinned, Lu=3.67ft,LDF=1.000 Actual Allowable Moment 1.397 k-ft 50.663 k-ft Max.Deflection -0.006 in fb:Bending Stress 0.837 ksi 30.360 ksi Length/DL Defl 15,671.4 : 1 fb/Fb 0.028 :1 Length/(DL+LL Defl) 15,671.4 : 1 Shear 0.594 k 27.600 k fv:Shear Stres 0.198 ksi 18.400 ksi fv/Fv 0.011 :1 Force& Stress Summary <<-These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants 01 Cants Max.M+ 1.40 k-ft 1.40 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 0.59 k 0.59 k Shear @ Right 0.59 k 0.59 k Center Defl. -0.006 in -0.006 0.000 -0.006 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0,060 in 0.000 _ 0.000, 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0.59 0.59 0.59 k Reaction @ Rt 0.59 0.59 0.59 k Fa calc'd per 1.5-1,K*Ur<Cc Section Properties TS12X8X3/16 t5epth 11.600 in Weight 24.49 r-xx 4.531 in Width 8.000in I-xx 148.00 in4 r-yy 3.333 in Thickness 0.188 in I-yy 80.10 in4 S-xx 24.667 in3 Area 7.21 in2 S-yy 20.025 in3 To specify your title block on Title: GGFT Facility Expansion Job#03-3807 these five lines,use the SETTINGS Dsgnr: AJR Date: 11:16AM, 22 MAR 04 main menu selection,choose the Description:Steel Framed Office Expansion Printing&Title Block tab,and ent Scope., your title block information. Rev: 550100 Page 2 User:KW-0601966,Ver 5.5.0,25-Sep-2001 Steel.Beam Design (c)1983-2001 ENERCALC Engineering Software is\enercalc\3807.ecw:Calculations Description Lintel For Existing 12' CMU Sketch &Diagram 1.47 2.20 P.93 1,67 1,40 5.13 5.87 i .60 .33 i 0.275klft .00 0. t' 0.24 0.36 0.47 Shear Load(k) Location Along Member(ft) .40 .73 1.47 .20 .40 P.13 1.17 P.60 7.33 7.333ft .2612 Mmax-1.4k-ft .98 Dmax=-0.006in .84 .70 Rmax=0.594k - Rmax=0.594k '56 Vmax @ left=0.594k Vmax @ rt=0.594 .42 .28 Ben i Moment k-ft Location Al ong Member ft ML .33 9 0.00 Too 0.00 6.00 0.00 0.00 0.00 0.01 Local y Deflection(in) Location Along Member(ft)