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2008-047 (2) ' "' TOWN OF QUEENSBURY t 742 Bay Road,Quee isbury,NY 12804-5902 (518) .761-8201 Community Development - Building & Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: P20080047 Date Issued: Thursday, March 28, 2013. This is to certify that work requested to be done as shown by Permit Number P20080047 has been completed. Location: 1172 STATE ROUTE 9 Tax Map Number: 523400-288-020-0001-020-000-0000 Owner: GREAT ESCAPE THEME PARK LP Applicant: GREAT ESCAPE THEME PARK LP This structure may be occupied as a: Amusement Ride By Order of Town Board TOWN OF QUEENSBURY Issuance of this Certificate of Occupancy DOES NOT relieve the property r-DeoP owner of the responsibility for compliance with Site Plan,Variance, or other issues and conditions as a result of approvals by the Planning Board Director of Building&Code Enforcement or Zoning Board of Appeals. " TOWN OF QUEENSBURY FoN 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development- Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20080047 Application Number. A20080047 Tax Map No: 523400-288-020-0001-020-000-0000 Permission is hereby granted to: GREAT ESCAPE THEME PARK LLC For property located at: 1172 STATE ROUTE 9 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: GREAT ESCAPE THEME PARK L PO BOX 543185 Amusement Ride $75,000.00 DALLAS, TX 75354-3185 Total Value $75,000.00 Contractor or Builder's Name/Address Electrical Inspection Agency Plans &Specifications 2008-047 WILD WEDGIE RIDE $100.00 PERMIT FEE PAID- THIS PERMIT EXPIRES: Saturday, February 21,2009 (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 own of Que Thursday, February 21,2008 SIGNED BY `-0--- for the Town of Queensbury. Director of Building&Code Enforcement - $ i " " clE -"-'i--------pi v 0-- ' ; ,4 r ,_i .4 0 ICE USE ONLY _ 1 f� TAX MAP NO, _ I/ --2,_. I PERMIT NO TLe— 0 FEES: PERMIT I'L ' RECREATION ENGINEERING 2008 (If applicable) „T.Q _ BuiLo Nw EENSsURY PRINCIPAL STRUCTURE: oo s APPLICATION FOR ZONING APPROVAL &BUILDING PERMIT A PERMIT MUST BE OBTAINED BEFORE BEGINNING CONSTRUCTION.APPLICATION IS SUBJECT TO REVIEW BEFORE ISSUANCE OF A VALID PERMIT FOR CONSTRUCTION. �? APPLICANT/BUILDER: Y-U.4/ 1 n4�1f(/t,i OWNER: rr clty-`X4 t31 l l '-S ADDRESS: 09 14gk i' terlfhto1/ ADDRESS: gfi l Q tit eel/A.'�`S� PHONE NOS. 213 _ 311 PHONE NOS. �2 � //-3f CONTACT PERSON FOR BUILDING&CODES COMPLIANCE:13fIQA I(PHONE: ?93 0 LOCATION OF PROPERTY: C5--rk.fr_ft,F.SC ..aU1�G lei j2r te SUBDIVISION NAME: I ' PLEASE INDICATE MEASUREMENTS AS REQUIRED BELOW; CHECK ALL THAT o APPLY TO YOUR z0 O O w PROJECT O O F co U Z 2 Q e N ? O� �Ft~i a.=0 SINGLE FAMILY TWO-FAMILY MULTI-FAMILY (NO.of UNITS_.) TOWNHOUSE BUSINESS OFFICE RETAIL- MERCANTILE { I FACTORY OR INDUSTRIAL 1 {I ATTACHED GARAGE(1,2,3) OTHER LA �e 4xI ! al fee.. , IF COMMERCIAL OR INDUSTRIAL-NAME/OFF'BUSINESS : ESTIMATED CONSTRUCTION COST: at) FUEL TYPE: HEAT TYPE: 'HOW MANY FIREPLACE(S): AND I OR WOODSTOVES(S):, ZONING CATEGORY: ARE THERE WETLANDS ON THIS SITE'?_ IS THIS A HISTORIC SITE'? - PROPOSED USE OF BUILDING OR ADDITION: _ 'Please complete a separate Application For"Fuel Burning Appliances&Chimneys"available in our office B 3-LGL I t OS Town of Queensbury•Communitty Deevoeltoaertgfi eoc74 4V,I 0°s xxr7shor'-"Ii3vaooznao i76 Eclo ARE THERE STRUCTURES NOT SHOWN ON PLOT PLAN? ARE THERE EASEMENTS ON PROPERTY? 4 acknowledge no construction activities shall be commenced prior to issuance of a valid permit, I certify that the application,plans,and supporting materials are a true and complete statement/description of the work proposed,that all work will be performed in accordance with the NY State Building Codes,local building laws and ordinances,and in conformance with local zoning regulations. I acknowledge that prior to occupying the facilities proposed, I or my agents will obtain a certificate of occupancy. I also understand that I/we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. I have read and a re a t e above. Signed key '/ Director of Building&Codes: 761-8256(for questions regarding Building Permits,construction codes or septic systems) Zoning Administrator: 761-8218(for questions regarding required permits,the permit process, application requirements or to schedule an appointment) Permission is hereby granted to the above This application/proposed action described Applicant to erector alter the building herein is found to be in accordance with the described herein in accordance with said zoning Laws of the Town of Queensbury, Application• BUILD! CODES APPR ZONING APPROVAL• DATE QUESTIONS? CALL 761-8256 OR EMAIL codes(aqueensburV.net VISIT OUR WESSITE FOR MORE INFORMATION Office Use Only www.queensburv.net Operating Permit Issued', Yes No Occupancy Type: Construction Classification: Assembly Occupancy Limit: Special Conditions: Town of Queensbury•Community Development Office■742 Bay Road, Queettsburly,NY 12804 snomAnr nen d��*+nnnn Cs, ,t.. rw,ore VSfl yr ni rva onno,an ice^ cnnicnnrD+ Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/pm Depart: am/pm 742 Bay Road,Quee sbury, 12804 Inspector's Initials: tt I L NAME: ki ► I��.�ERMIT#: 08 LOCATION: firer DATE: COMMENTS: Y N NA -f�s Chimney/"B"Vent/Direct Vent Location �f Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish/Grade Complete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in. Platform/Decks // �-ter �;� Interior/Exterior Ballisters 4 in. Spacing Platform/Decks L 11 a/ Ci S ')t / // Stair Handrail 34 in.—38 in. /Step Risers 7"/Treads 11" Vestibules For Exit doors>3000 sq. ft. C'r f i7, 'ti/i C>1? MI ye/- All Doors 36 in.w/Lever Handles/Panic Hardware,if required A/ Exits At Grade Or Platform 36(w)x 44"(1)/Canopy or Equiv. ref PJf 1'//j7 as (% I Gas Valve Shut-off Exposed&Regulator(18")Above Grade Floor Bathroom Watertight/Other Floors Okay 0r/?6/4 Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum '° Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System _ Fresh Air Supply for Occupancy/Ventilation Combustion / f_ Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft.or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 %2 doors > 10%> 1000 sq. ft. 1/4 Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour,3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping, 3,000 sq. ft. Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan, if required Elevator Operation and Signage/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Signage Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in.,Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond[Both sides] Active Listening System and Signage Assembly Space Final Electrical Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 20'wide Okay To Issue Temp. or Permanent C/O Okay To Issue C/C L:\Building&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.doc , Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection reqA e. Queensbury Building&Code Enforcement Arrive: cr). p Depart: I, 742 Bay Road,Queensbury,NY 12804 Inspector's Initi.4: 2 .1''' 7�_ r NAME: pi c ki3 1 PERMIT# i -- P LOCATION: (�Q ,�T DATE: ,- COMMENTS: N NA Chimney/"B"Vent/Direct Vent Location /E.IJG‘i,} E .6 •6‘6►J OF Plumbing Vent Through Roof 6"/Roof Complete 19-E-C_E-% ED. Exterior Finish/Grade Corn.lete 6"in 10' or E•uivalent Interior/Exterior Guardrails 42 in. Platform/Decks bill_ f\u,- bpi cRL , ev Interior/Exterior Ballisters 4 in. Spacing Platform/Decks WED Stair Handrail 34 in.-38 in. /Step Risers 7"I Treads 11" Vestibules For Exit doors>3000 s•. ft. t,WA:2-, , t CINARE All Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36(w)x 44"(1)/Canopy or Equiv. Z M Pt At Gas Valve Shut-off Exposed&Regulator 18" Above Grade Floor Bathroom Watertight/Other Floors Okay L ,i Relief Valve,Heat Trap 1 Water Temp. 110 Degrees Maximum cJ Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 'h doors > 10%> 1000 sq.ft. 3/,Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire ■■ Dampers/Fire Doors Ceiling Fire Stopping, 3,000 sq. ft. Wood Frame ■■ Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan, if required Elevator Operation and Signage/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Signage Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond[Both sides] Active Listening System and Sit, ate Assembl Space _I_� Final Electrical gr.-- *Site Plan/Variance required ir EE2 TO 60M4pCT- Final Survey,New Structure/Flood Plain certification,if req. IICS2TVF\ S7 �--C- 0\� As-built Septic System Layout Required or On File Buildin:Number or Tenant Address on Buildin: or Drivewa �" o �R i Water Fountain or Cooler ' '�R p Building Access All Sides by 20' /Driveable Surface 20'wide .' Okay To Issue Temp. or Permanent C/O Okay To Issue C/C L:\Building&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.doc .-F-5—12_3 7 Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection re ue 4ved Queensbury Building&Code Enforcement Arrive:. 7 a 11. Depart:, 4)a 742 Bay Road,Queensbury,NY 12804 Inspector's Initials. NAME: i'-,t E A, i�ED L\E13.)\L() =1, ERMI r iti — LOCATION: 123(Z.ERT E_AcAPE_ •ATE• ' — —s COMMENTS:M Y N NA PRO 6 u DE- Chimney/"B"Vent/Direct Vent Location Ei3e1 i. E_E.(?-iO 'O 1E Plumbing Vent Through Roof 6"/Roof Complete OFF 010 .6-w i Exterior Finish/Grade Complete 6"in 10' or Equivalent / Interior/Exterior Guardrails 42 in. Platform/Decks , �\ Interior/Exterior Ballisters 4 in. Spacing Platform/Decks / — �\ E .�7\t0 Stair Handrail 34 in.—38 in./Step Risers 7"/Treads 11" p rfl1) )V►TIC Vestibules For Exit doors>3000 sq. ft. L All Doors 36 in. w/Lever Handles/Panic Hardware,if required �R V 1 g_vcv'oE_c Exits At Grade Or Platform 36 (w)x 44"(1)/Canopy or Equiv. ✓ r Gas Valve Shut-off Ex osed&Re lator 18" Above Grade Floor Bathroom Watertight! f ‘-‘4 RAlvrew) %1J ►Ye Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System s " Cep\Eb 0� Fresh Air Supply for Occupancy/Ventilation Combustion r^T Low Water Shut Off For Boilers �l t Gas Furnace Shut Off Within 30 ft.or Within Line Of Site R e.: A-6 fl Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 'h doors > 10%> 1000 sq. ft. C-faNtV 103 %Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors "` \APtb(J��\L - Ceiling Fire Stopping, 3,000 sq. ft. Wood Frame \72L_PrrFoW Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan,if required M k 6-4- Ei3D Elevator Operation and Signage/Shaft Sealed f t r R S �� Handicapped Bathroom Grab Bars/Sinks/Toilets lc� Handicapped Bath/Parking Lot Signage Ej RO Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Lt Handicapped Ramp/Handrails Continuous/12 in.Beyond[Both sides] Active Listening System and Signage Assembly Space / Final Electrical ✓ �p Site Plan/Variance required ... ... . c � Final Survey,New Structure/Flood Plain certification,if req. --- As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 20'wide Okay To Issue Temp. or Permanent C/O Okay To Issue C/C L:\Building&Codes Forms\Building&Codes\Inspection Forms\Commercial Final Inspection Report.doc [lb/02f 200813:lb b1�i7937237 GREATESCAPE PAGE 02 . _ :444s400100100006015\000.0N The Core Grou Certification Re: Design of Ride Structure Re: Design Of Proslide Technology,Inc. BulletBowl Location: Six Flags Great Escape Queensbury,New York REF: Certification Criteria 1. I,Trent Cragin,hereby certify as follows that I am a licensed Professional Engineer,duly licensed or otherwise permitted by law to practice engineering, in the State of New York; 2. That the ride was designed by me andior was done under my direct supervision; 3. That the design of the ride meets the applicable requirements of the State of New York; 4. That the following Codes and Standards were used for the design of the ride: IBC 2006, Building Code of New York State,ASTM F-24,ASTM 1487-97 and local requirements; 5_ That the design takes into consideration all the loads(including the dynamic and! or cyclical loading)and all reasonably foreseeable ha7nrds which could arise from use or probable misuse of the ride.Also the structure has been designed based on various load combinations in accordance with the IBC 2006 and accepted engineering practices; 6_ That the design frieetS/exceeds the safety factors for various components of the structure as per applicable provisions of the Codes and/or Standards_ Dated: May 23,2008 Name: Trent Cragin Title: Professional Engineer Signature/Seal: ty "Z - -' . " (U �i'g .,4cy U ar ' � FPS . O. ` r d >ICRTHW5ST Reg fONAI, A;frP •S7' CS L .C:E=RI.E..3}-i DR • POANOKE, TEXAS 7Ei2S2 IWAtA WORLD HEADQUARTERS: COMMUNICATION; 2650 Drive Queensview v '� Telephone:: (6 i .5 =7c-5�,22 Suite 150 _ Facsimile: (613) .i„ -56/2 6 Ottawa; Ontario,Canada k�lebsite htto://www.ProSlide,com K2R 8116 Email:saiesinfo@Pr oSiide.com PI-SLIDE TECHNOLOGY INC CONFIRMATION F SLIDE PERFORMANCE TO DESIGN INTENT JI DATE: I PROJECT#: 10817 ll PARK NAME Six Flags Great Escape . &ADDRESS i ,!2 State Route 9 Queensbury, lI New York 1 804 II iI The following ride has been tested: Complex 1 Track 1 Ride Type Extreme Bowl Tubing- RI lletBOtii Serial Number 0817-C 1-T1-SWL3G This is to certify that this water slide has been inspected testedand hasperformedand to its design intent and can be opened to the public. Acknowledged by ProSlide Representative Owner Owners Representative s roSiide x e :hnology inc. Six Flags Great Escape 11111 Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection req rope/ Queensbury Building & Code Enforcement Arrive: :/� ► p part: 3:ZD ar 742 Bay Road, Queensbury, NY 12804 Inspector's Initials. NAME: CTr _ .. . - PER 1?-1) y 17 LOCATION: li-Dt e A(de DA . -- COMMENTS: Y N NA � 9 Chimney/ "B"Vent I Direct Vent Location P Plumbing Vent Through Roof 6"/ Roof Complete Exterior Finish/Grade Complete 6"in 10'or Equivalent Interior/Exterior Guardrails 42 inch Platform/ Decks Interior/ Exterior Balusters 4 inch Spacing Platform/ Decks Stair Handrail 34 inch—38 inch / Step Risers 7"/Treads 11" Vestibules For Exit doors > 3000 sq. ft. Ali Doors 36 inch w/Lever Handles/ Panic Hardware, if required Exits At Grade Or Platform 36"(w)x 44"(I)/Canopy or Equiv. Gas Valve Shut-off Exposed &Regulator(18")Above Grade Floor Bathroom Watertight/Other Floors Okay Relief Valve, Heat Trap / Water Temperature 110 Degrees Maximum Boiler/ Furnace Enclosure 1 hour or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room (2 hr.), 1 1/2 doors > 10% > 1000 sq. ft. 3/4 Hour Corridor Doors&Closers Firewalls/ Fire Separation, 2 Hour, 3 Hour Complete/ Fire Dampers / Fire Doors Ceiling Fire Stopping, 3,000 sq. ft. Wood Frame Attic Access 30"x 20"x 30"(h), Crawl Space Access 18"x 24" Smoke Vents Or Fan, if required Elevator Operation and Signage/ Shaft Sealed Handicapped Bathroom Grab Bars/ Sinks/Toilets/ Mirrors Handicapped Bath/ Parking Lot Signage Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 inch, Checkout 36 inch Handicapped Ramp/ Handrails Continuous/12 inch Beyond [Both sides] Active Listening System and Signage Assembly Space • Final Electrical/ Flex Gas Piping Bonded Site Plan/Variance required Final Survey, New Structure/ Flood Plain certification, if req. As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway 4" Water Fountain or Cooler ► Building Access All Sides by 20'/Drivable Surface 20'wide Special Inspections/ Engineer or Architect Approval Okay To Issue Temporary or Permanent C/O Okay To Issue C/C Commercial Final Inspection Report revised 11-27-2012 Contract Eastern New York Office Drilling Po Box 2199 1 i and Ballston Spa, NY 12020 Testing .1 Phone: (518) 899-7491 tax Fax: (518) 899-7496 FIELD IN-PLACE DENSITY TEST REPORT (Nuclear Method) Project: Bavarian Palace Water Ride @ The Great Escape Theme Park Date: March 20,2008 Client: Rozell Industries, Inc. SJB No.: AT-08-003 Bldg./Area: Swing Area Client No.: Contractor: Rozell Industries, Inc. Report No.: S-032008 In-Place In-Place Test Probe Density Moisture *A Spec. Pass Proctor No. Depth Elev. (pcf) (%) Compaction % Y/N Code Location and Remarks 1 8" SB 124.4 8.4 100+ 95 Y 8-124 Circular Pad-50'Northeast of Swing A Frame Middle Circular Pad-50'Northeast of Swing A Frame 10'South 2 8" SB 117.9 8.4 95.2 ' 95 Y `-124 of Middle Proctor Maximum Optimum Material Type and Source Code Density(pcf) Moisture(%) 8-124 123.4 6.2 Well-graded sand with silt and gravel Remarks: SB=Subbase Respectfully submitted, SJB SERVICES, INC. Technician: Adam Baker Hery Glavota Testing Services Manager Buffalo,NY Cortland,NY Rochester, NY Syracuse,NY (716)649-8110 (607)758-7182 (585)359-2730 (315)696-7359 Eastern New York Office o DContract P.O.Box 2199 '4) and'ng Ballston Spa,NY 12020 ' it Testing Phone: (518)899-7491 ® Fax: (518)899-7496 I. MCCUMIaja CONCRETE FIELD OBSERVATION REPORT Project: Bavarian Palace Water Ride @ The Great Escape Theme Park Report No.: C-031408 Client: Rozell Industries Date: March 14,2008 contractor: Rozell Industries Job No. AT-08-003 Concrete Supplier: Clemente Mix No. Weather: Air Temp.: AM PM General Placement Location: Piers 75'North of Yellow Building Entrance in Sheet: 1 of 1 Doorway TIME WATER DATA (gal.) / yd. Added: Load Ticket Truck Cubic Start In Plant Actual Design Slump % Conc. No. No. No. Yards Batched Discharge Empty Agg. + Field Total Total (in.) Air Temp. Specimen Set No./Remarks ASTM Procedures C143 C231 C1064 REMARKS: Field data by contractor. Test cylinders fabricated by contractor. CUBIC YARDS PLACED: REJECTED: 0 TECHNICIAN: Contractor COMPRESSIVE STRENGTH DATA Set Lab Cylinder Date Age Load Fracture Compressive No. No. Diameter Area Tested (days) (lbs.) Type Strength (psi) FIELD DATA BY: 1 3247 6.0 28.27 3/21 7 114,000 A 4030 Contractor 3248 6.0 28.27 4/11 28 131,000 A 4630 3249 6.0 28.27 4/11 28 138,000 A 4880 TRANSPORTATION 3250 6.0 28.27 4/11 28 147,500 A 5220 BY: SJB Services DATE RECEIVED: 3/15/2008 Specification Requirement at 28 days 4000 Cylinder Size: 6" x 12" unless otherwise noted FRACTURE TYPE: Respectfully submitted, Sampled in accord with ASTM C-172 A = Cone SJB SERVICES,INC. l Tested in accord with ASTM C-39 B = Cone and Split ��/'i / ') Cast in accord with ASTM C-31 C = Cone and Shear N""" D = Shear Hery Glavota .'�, E=Columnar Testing Services Manager Buffalo,NY Cortland,NY Rochester,NY Syracuse,NY (716)649-8110 (607)578-7182 (585)359-2730 (315)696-7359 7 Foundation Inspection Report iv Office No.(518)761-8256 Date Inspection re At-, ved• Queensbury Building&Code Enforcement Arrive: 1 1 " : P epart: 7.2-gym/ 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: T `'K-01/7 NAME: -' : .. p '4 1 T#: , LO LOCATION: �;�';r�. �,-�. 1 ' PELT ON: �--�7 TYPE OF STRUCTURE: 7 Comments Y N/A gs / iet� Monolithic Slab1 Q. .s: Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Eastern New York Office u Contract P.O.Box 2199 1� Drilling Ballston Spa,NY 12020 and 1 I Testing Phone: (518)899-7491 ®1: Fax: (518)899-7496 2"d' LIME■T'TE CONCRETE FIELD OBSERVATION REPORT Project: Bavarian Palace Water Ride©The Great Escape Theme Park Report No.: C-031108 client: Rozell Industries Date: March 11,2008 contractor: Rozell Industries Job No. AT-08-003 Concrete Supplier: Clemente Mix No. 1036-21 Weather: Clear Air Temp.: AM 20 PM General Placement Location: 150'East of Front Doorway to Yellow Building with Red Roof Sheet: 1 of 1 South Side of Park TIME WATER DATA (gal.) / yd. Added: Load Ticket Truck Cubic Start In Plant Actual Design Slump 6 Conc. No. No. No. Yards Batched Discharge Empty Agg. + Field Total Total (in.) Air Temp. Specimen Set No./Remarks 1 6059 205 4 7:33 8:00 8:25 3.5 5.4 58 Set#1 ASTM Procedures C143 C231 C1064 REMARKS: CUBIC YARDS PLACED: 4 REJECTED: 0 TECHNICIAN: Adam Baker COMPRESSIVE STRENGTH DATA Set Lab Cylinder Date Age Load Fracture Compressive No. No. Diameter Area Tested (days) (lbs.) Type Strength (psi) FIELD DATA BY: 1 3215 6.0 28.27 3/18 7 117,000 A 4140 SJB Services 3216 6.0 28.27 4/8 28 139,000 A 4920 3217 6.0 28.27 4/8 28 135,500 A 4790 TRANSPORTATION 3218 6.0 28.27 4/8 28 137,000 A 4850 BY: SJB Services DATE RECEIVED: 3/12/2008 Specification Requirement at 28 days 4000 Cylinder Size: 6" x 12" unless otherwise noted FRACTURE TYPE: Respectfully submitted,Ct Sampled in accord with ASTM C-172 A = Cone SJB SERVICES,/IN Tested in accord with ASTM C-39 B = Cone and Split Cast in accord with ASTM C-31 C = Cone and Shear Y ` }p�^r D = Shear Hery Glavota �._,/rI E=Columnar Testing Services Manager Buffalo,NY Cortland,NY Rochester,NY Syracuse,NY (716)649-8110 (607)578-7182 (585)359-2730 (315)696-7359 t =� / C,1' Foundation Inspection Report Office No.(518)761-8256 Date Inspection req - t re.-i -d- Queensbury Building&Code Enforcement Arrive: AIDpm �: Depart: 72.tra am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initi:i s: - NAME t`'° °J LOCATION: t./re - P:'' I T#: ' �1 cr( . AJ� /'_ 14 SPECT ON: --/ -`(� �J U ' TYPE OF STRUCTURE: .J Comments Y N N/A Footings ? Piers Monolithic Slab Reinforcement in Place J19LJ V2-1 - p The contractor is responsible for F providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wailpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Eastern New York Office a Contract P.O.Box 2199 I )1 ii and Drillk, mg Ballston Spa,NY 12020 1 Testing Phone: (518)899-7491 ® Fax: (518)899-7496 :�T+ CONCRETE FIELD OBSERVATION REPORT Project: Bavarian Palace Water Ride @ The Great Escape Theme Park Report No.: C-031008 Client: Rozell Industries Date: March 10,2008 Contractor: Rozell Industries Job No. AT-08-003 Concrete Supplier: Clemente Mix No. 1036-21 Weather: Overcast Air Temp.: AM PM 36 General Placement Location: Footings-150'South of Yellow Building with Red Roof Sheet: 1 of 1 TIME WATER DATA (gal.) / yd. Added: Load Ticket Truck Cubic Start In Plant Actual Design Slump % Conc. No. No. No. Yards Batched Discharge Empty Agg. + Field Total Total (in.) Air Temp. Specimen Set No./Remarks 1 6058 205 5 12:34 1:00 1:30 3.5 3.4 58 Set#1 ASTM Procedures C143 C231 C1064 REMARKS: 4000 psi,preheat CUBIC YARDS PLACED: 5 REJECTED: 0 TECHNICIAN: Adam Baker COMPRESSIVE STRENGTH DATA Set Lab Cylinder Date Age Load Fracture Compressive No. No. Diameter Area Tested (days) (lbs.) Type Strength (psi) FIELD DATA BY: 1 3211 6.0 28.27 3/17 7 120,000 A 4240 SJB Services 3212 6.0 28.27 4/7 28 151,000 A 5340 3213 6.0 28.27 4/7 28 165,000 A 5840 TRANSPORTATION 3214 6.0 28.27 4/7 28 130,500 A 4620 BY: SJB Services DATE RECEIVED: 3/11/2008 Specification Requirement at 28 days 4000 Cylinder Size: 6" x 12" unless otherwise noted FRACTURE TYPE: Respectfully submitted, Sampled in accord with ASTM C-172 A = Cone SJB SERVICES,INC./? Tested in accord with ASTM C-39 B = Cone and Split Cast in accord with ASTM C-31 C = Cone and Shear ' ✓,+ D = Shear Hery Glavota �� E=Columnar Testing Services Manager Buffalo,NY Cortland,NY Rochester,NY Syracuse,NY (716)649-8110 (607)578-7182 (585)359-2730 (315)696-7359 // i-41 - Foundation Inspection Report Office No.(518)761-8256 Date Inspection request received: �,7/U E Queensbury Building&Code Enforcement Arrive: /�>y4 am/pm Depart: // am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: `7)4 NAME: et T c -t lL PERMIT#: C� - 6 LOCATION: ( 1-7 L. IS r„T-� (z-T INSPECT ON: 3 7 U TYPE OF STRUCTURE: Comments y N N/A *Footings / —/ Foci c 4-tOe c f- Piers Monolithic SlabCu Reinforcement in Place -4 C l-- Y I The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No.(518)761-8256 Date Inspection r • Queensbury Building&Code Enforcement Arrive: iCi:_ i�,, • , Depart: ,;, am/ 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initgoof i i NAME: !- ct' L infrr#: E d 0+1 LOCATION: -f (A-Q INSPECT ON: a-(4O TYPE OF STRUCTURE: Comments Y �N N/A Footings ,f 2- 4 YY � Piers 11 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 2 ` Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No.(518)761-8256 Date Inspection requ t r cei Queensbury Building&Code Enforcement Arrive: l 1 m Depart Z 36 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: NAME: '.i'1 l_f) RMIT#: O9 0+7 LOCATION: &F EM- Ek5e t PE SPECT ON: Z.—ZI —tfR TYPE OF STRUCTURE: Comments N NJA Footings Z l 3 Piers i 1 / ` Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM 41. Six Flags Great Escape Queensbury, New York Proslide Project 0817 Core Group Project 2740 COPYNEW (c;: M , 2.13 � fa\O Cclekc 04/4. - 00i/0,4" & C �- � ' r -70 =- Cc, )/Q(01QQ) 1e;) ‘,(4z) _ / vol ?' ' 74 'sue t'x'X2 1.9t, 2 : 220-)1415 --)(y/rewog iy0A> 9-2/4 0 (19Q•qh2P0) = ns `')oQ( - ( /(h2/17) D2 = SQ'J '°S 2 = 41 62/'Q� -cg/+ _ S. c 0620 (2).0X ) �(\v9V )(A2) = 'S wnc<'250 -1: 5 _LIY1 5115 lS = % SL2 2 = L c77 / cons -1 ` { / ) dim ,'Q G 2- 11(1/0 rue mod,/ sc'6'°7 '7I'Q7 c2 -2 °A629.fry XJ5 e )/X Z7Y0 6),46.s 4C a Az( 07 )/(zV r, /115- , Cc') Ale 74/ (0e1W 075'86 710 -- 07551 Q014(ec, (D,7)(0744sf , /,30(c)— / / 01/06 (7),(Wixex.,5 Nov b!),),L, /,4::, -cwocioet- S-w7- :16-Je " 7;-.00IeWOr 7S-4 00thee (#0,7)69-08q/ ce- e) A &'i 0,607;44,?3, tc 0 Cxyle€1,5 Z( 4,10.5frott2.70,6 p 2740 - Great Escape, Queensbury, New York Tue Feb 12 09:13 :14 CST 2008 Conterminous 48 States 2005 ASCE 7 Standard Zip Code = 12804 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 0.275 (Ss, Site Class B) 1.0 0.077 (Si, Site Class B) Period Maximum Sa (sec) (g) 0.2 0.290 (Ss, Site Class B) 1.0 0.080 (S1, Site Class B) Period Minimum Sa (sec) (g) 0.2 0.269 (Ss, Site Class B) 1.0 0.076 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Zip Code = 12804 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvSl Site Class D - Fa = 1.58 ,Fv = 2.4 Period Sa (sec) (g) 0.2 0.434 (SMs, Site Class D) 1.0 0.185 (SMl, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Zip Code = 12804 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.58 ,Fv = 2 .4 Period Sa (sec) (g) 0.2 0.290 (SDs, Site Class D) 1. 0 0.124 (SD1, Site Class D) l b es n Spectrum 03.1 , 0.29 , 0.20- , 0.27,j 0.26 i ii:" 025 t 0.24 - 0.23 0.22. j } 0.21 0.2 0.19 _ 0.18 ' 1 •-- 4.1? P -, � 0.16 0;15 0.14 0.1'3 0.12. 0.1l ' 0.1- R 009 ...o...0.81 E: 0.07- 0.06.' i .05 I • 0 0.'04-1 0.03 0.02 0.01; 1 1 0 ...«.a...a...awr _.....�w,...,,,,„o»„�.�,.,,,.,. : w.....�...7.w,.ww„ .».,o.....W.......,.«..«.«.I 0.0© ' 0.2 00 0 75 1 tf0. 1.25 1,50 1 75 2 0 2: 5 2.50 din.y r The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:57AM, 12 FEB 08 Roanoke Texas 76262 Description Ph (817)854-0142 Scope: Fx(817)491-4194 Rev 580010-- - - User:KW-0601436.Ver5.8.O.1-Nov-2006 Steel Column Page 1 (c)1983-2006 ENERCALC Engineering Software 2740.ecw:Calculations Description PC1-1 Quake Calc General Information Code Ref:AISC 9th ASD, 1997 UBC,2003 IBC,2003 NFPA 5000 Steel Section HSS18.0X0.375 Fy 36.00 ksi X-X Sidesway: Sway Allowed Duration Factor 1.333 Y-Y Sidesway: Sway Allowed Column Height 14.390 ft Elastic Modulus 29,000.00 ksi End Fixity Fix-Free X-X Unbraced 14.390 ft Kxx 2.000 Live&Short Term Loads Combined Y-Y Unbraced 14.390 ft Kyy 2.000 Loads Axial Load... Dead Load 0.25 k Ecc.for X-X Axis Moments 0.000 in Live Load k Ecc.for Y-Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y-Y(strong axis moments) 1.000 k 14.390 ft Along X-X(y moments) k ft ,a if,E.., a alp ,•9•-Y Za • Column Design OK Section:HSS18.0X0.375, Height= 14.39ft,Axial Loads: DL= 0.25, LL= 0.00, ST= 0.00k, Ecc.= 0.000in Unbraced Lengths: X-X= 14.39ft, Y-Y= 14.39ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula H1 -1 AISC Formula H1 -2 AISC Formula H1 -3 0.0876 0.0876 0.0657 XX Axis: Fa calc'd per Eq,E2-1,K*L/r<Cc YY Axis:Fa calc'd per Eq.E2-1,K*L/r<Cc Stresses Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 17.86 ksi 0.00 ksi 17.86 ksi 23.81 ksi fa:Actual 0.01 ksi 0.00 ksi 0.01 ksi 0.01 ksi Fb:xx:Allow[F1-6] 23.76 ksi 0.00 ksi 23.76 ksi 31.67 ksi Fb:xx:Allow[F1-7]&[F1-8] 23.76 ksi 0.00 ksi 23.76 ksi 31.67 ksi fb:xx Actual 2.06 ksi 0.00 ksi 2.06 ksi 2.06 ksi Fb:yy:Allow[F1-6] 23.76 ksi 0.00 ksi 23.76 ksi 31.67 ksi Fb:yy:Allow[F1-7]&[F1-8] 23.76 ksi 0.00 ksi 23.76 ksi 31.67 ksi fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex:DL+LL 48,661 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.00 Fey:DL+LL 48,661 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex:DL+LL+ST 64,864 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 Fey:DL+LL+ST 64,864 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X-X Axis Deflection -0.078 in at 14.390 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:57AM, 12 FEB 08 Roanoke Texas 76262 Description Ph(817)854-0142 Scope: Fx(817)491-4194 Rev 580010 0. User KW-0601436,Ver 5.8.0,1-Nov-2006 Steel Column Page 2 (c)1983-2006 ENERCALC Engineering Software 2740.ecw Calculations Description PC1-1 Quake Calc Section Properties HSS18 0X0.375 Diameter 18.000 in Weight 65.90#/ft Values for LRFD Design.... lxx 754.000 in4 J 0.000 in4 lyy 754.000 in4 Cw 510.00 in6 Thickness 0.349 in Sxx 83.700 in3 Zx 109.000 in3 Area 19.40 in2 Syy 83.700 in3 Zy 109.000 in3 Rxx 6.240 in 0.000 Ryy 6.240 in Section Type=HSS-Pipe Six Flags Great Escape Queensbury, New York Proslide Project 0817 Core Group Project 2740 c Cs(11 ON ' \( t3 lyZ, , ' CA? /r* c 9) Lick' P 0 n'a ......) .9.;47//c. z >0 0 = (:\ siii):\figQ2,c4)-2,20):7-:?7 7zQ5-0 ';:c 0..1)c2-%iTfliS1) '' -(2tQ. . QQ!-i? l � � ") c.5z �sz eQl) Tz e`& Y Z " g 170Q '62 .=17 fvircp _(4_32/;-)cdaS7) bligicd dqp ,ISd{ _?Ii0 Fe#965 / 2?O7 7 - gam'" fry/675 ' Lief d9,5;kee5A2)= aile-etz.--(-1 C3 7?) ST4vC 6(7 0046;-(4?-56-5.) V.Z 8 Z IC''-- ), 'kz‘r-`'N-/'Te/5, Z.c-7 0� ,'(35/) p 0./iS 46=z5 ,1 g-0 - zi6Tev 3Tji _d,377 -OA e s5 a 0/ lime .X: c E / . >r � . .71164V =7 7 is4 ,(29, )cs2)-s) sztq0/).. 7 $ c F'//l'� 0,52:v ‘521 1� r i 0 0 3 1/2"// 12'-6" /y 3 1/2" 4' 9" / 3' 0" / 4' 9" "1 6'-3" 6'-3" / / T.O.D. = 109'-5 1/2" AIL N T.O.S. = 109'-1 1/2' ro /6 0o W1,/ / jl / j /, 9/C1-S5 %/; 7/ / ,/,- !/ % 0 ! 4 0" /% / ' / 1' 2 1 / \ // W)[,^i 4 I ,- /// 't/ ICJ r GO Ili)! ' II 11 IN M\ //W8�c 10,/// _ /4,,8'x10 ,// N cc o w N jcc l// / ./.'//' '//// X / / Z ____ _ /' // / / / , "// W i�,19 / / 1 S0 \ — N\ /// W8x1,0 / /, \ 1 d- �l/ /;'/ ' UP 9 C1-S5 , / • I INI ,'G 1'2x'14 ', ;// / j M I 2/C1-S5 _I — M 3 1/2" 5'-6" 7 TREADS 0 11" = 6'-5" 5'-0 1/2" 3 1/2" T.O.D. = 109'-5 1/2" // // // // T.O.S. = 109'-1 1/2" 3 1/2" 8 RISERS ® 7" = 4'-8' 3 1/2" The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Description: Roanoke Texas 76262 Ph (817)854-0142 Scope Fx(817)491-4194 I Rev: 580010 `--- - User:KW-0601436 Ver5.8.0,1-Nov-2006 Multi-Span Steel Beam Page 1 (c)1983-2006 ENERCALC Engineering Software 2740.ecw:Calculations Description Tower Beams `General Information Code Ref:AISC 9th ASD, 1997 UBC,2003 IBC,2003 NFPA 5000 Fy-Yield Stress 36.00 ksi Load Duration Factor 1.00 All Spans Considered as Individual Beams I Span Information Description Beam 1 Beam 2 Beam 4 Beam 5 Beam 6 Span ft 12.50 7.00 12.50 12.50 12.50 Steel Section W12X14 WBx10 W12X19 W12X14 W12X14 End Fixity Pin-Pin Pin-Pin Pin-Pin Pin-Pin Pin-Pin Unbraced Length ft i 0.00 0.00 0.00 0.00 0.00 Loads Live Load Used This Span? P Yes Yes Yes Yes Yes Dead Load k/ft i 0.203 0.203 0.121 0.245 0.014 Live Load k/ft 1 0.313 0.313 0.185 0.377 Dead Load k/ft 1 0.062 Live Load k/ft j 0.097 Start ft; End ft i 12.500 5.790 Point#1 DL k% 2.960 -0.110 1.270 LL k; 4.850 0.970 1.960 @ X ft' 5.500 5.500 Point#2 DL k! 1.480 LL k i 2.780 @X ft, Point#3 DL kj 0.710 LL k; 1.100 @X ft! Results Mmax @ Cntr k-ft1 10.08 3.16 31.43 14.63 0.27 @ X= ft 6.25 3.50 5.50 5.67 6.25 Max @ Left End k-ft 0.00 0.00 0.00 0.00 0.00 Max @ Right End k-ft 0.00 0.00 0.00 0.00 0.00 fb:Actual psij 8,128.5 4,857.7 17,640.1 11,798.4 220.9 Fb:Allowable psi 1 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 1,353.9 1,346.5 2,447.3 1,834.2 3,941.0 Fv:Allowable psi i 14,400.0 14,400.0 14,400.0 14,400.0 14,400.0 L Reactions & Deflections Shear @ Left k' 3.22 1.81 6.99 4.37 9.39 Shear @ Right k; 3.22 1.81 5.56 4.27 0.09 Reactions... 1.27 0.71 2.69 1.47 3.55 DL @ Left k j 1.96 1.10 4.30 2.90 5.84 LL @ Left k1 3.22 1.81 6.99 4.37 9.39 Total @ Left k, 1.27 0.71 2.14 1.48 0.09 DL @ Right k 1.96 1.10 3.42 2.78 0.00 LL @ Right k; 3.22 1.81 5.56 4.27 0.09 Total @ Right k', -0.110 -0.031 -0.198 -0.156 -0.003 Max.Deflection in 6.25 3.50 6.08 6.25 6.25 @ X= ft, 1,359.8 2,691.7 758.7 961.5 50,034.0 Span/Deflection Ratio j - Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k` 3.22 1.81 6.99 4.37 9.39 0.00 0.00 0.00 Moment k-ft l 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Max.Deflection in; 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB2 08 Roanoke Texas 76262 Description Ph(817)854-0142 Scope: Fx(817)491-4194 Rev: 580007 User.KW-0601436,Ver 5.8.0,i Nov 2006 Steel Beam Design Page 1 ' (c)1983-2006 ENERCALC Engineering Software 2740 ecw:Calculations Description Beam 3 General Information Code Ref:AISC 9th ASD, 1997 UBC,2003 IBC,2003 NFPA 5000 KA Steel Section : W12X14 Fy 36.O0ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 6.25 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 5.33 ft Lu:Unbraced Length 0.00 ft Point Loads Note! Short Term Loads Are WIND Loadslg. la #1 #2 #3 #4 #5 #6 #7 Dead Load 1.270 0.498 0.307 0.304 0.304 k Live Load 1.953 0.767 0.472 0.642 0.642 k Short Term k Location 3.125 8.771 11.292 7.458 11.458 ft Summary Su :, ��,�,, ,_,,.;�._ Beam OK Static Load Case Governs Stress Using:W12X14 section,Span=6.25ft, Fy=36.0ksi, Left Cant.=0.00ft, Right Cant.=5.33ft End Fixity= Pinned-Pinned,Lu=0.00ft, LDF= 1.000 Actual Allowable Moment 13.387 k-ft 29.502 k-ft Max.Deflection 0.159 in fb:Bending Stress 10.782 ksi 23.760 ksi Length/DL Defl 2,498.1 : 1 fb/Fb 0.454 :1 Length/(DL+LL Defl) 804.2 :1 Shear 4.011 k 34.301 k fv:Shear Stress 1.684 ksi 14.400 ksi fv/Fv 0.117 :1 Force&Stress Summary <<--These columns are Dead+Live Load placed as noted-->> DL LL LL+ST LL LL+ST Maximum Only Ca.Center aC..Center aa.Cants as Cants Max.M+ 13.39 k-ft 2.61 k-ft Max.M- -4.95 -4.95 -13.39 k-ft Max.M @ Left k-ft Max.M @ Right -4.95 -4.95 -13.39 k-ft Shear @ Left 1.46 k 0.11 0.86 1.46 k Shear @ Right 4.01 k 1.49 2.45 4.01 k Center Defl. 0.018 in 0.004 -0.003 -0.003 0.018 0.018 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.159 in -0.051 -0.034 -0.034 -0.159 -0.159 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left -1.46 -0.11 0.86 0.86 -1.46 -1.46 k Reaction @ Rt 7.81 2.96 3.94 3.94 6.83 6.83 k Fa calc'd per Eq.E2-1,K'Ur<Cc I Beam Passes Table B5.1,Fb per Eq.F1-1,Fb=0.66 Fy Section Properties W12X14 w Depth 11.910 in Weight 14.13 #/ft Web Thick 0.200 in lxx 88.600 in4 Width 3.970 in lyy 2.360 in4 Flange Thick 0,225 in Sxx 14.900 in3 Area 4.16 in2 Syy 1.190 in3 Rt 0.950 in R-xx 4.620 in Values for LRFD Design.... R-yy 0.753 in J 0.070 in4 Zx 17.400 in3 Cw 80.60 in6 Zy 1.900 in3 K 0.525 in The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph (817)854-0142 Scope: Fx(817)491-4194 Rev 580007 Page 1 User KW-0601436.Ver 5.8 0,1-Nov-2006 Steel Beam Design (c)1983-2006 ENERCALC Engineering Software 2740 ecw:Calculations Description Beam 7 General Information Code Ref:AISC 9th ASD, 1997 UBC,2003 IBC,2003 NFPA 5000 Steel Section : W12X19 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 12.50 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 5.33 ft Lu:Unbraced Length 0.00 ft Point Loads Note!Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 1.270 1.470 0.618 0.498 0.307 k Live Load 1.960 2.900 0.951 0.767 0.472 k Short Term k Location 1.833 6.250 9.375 15.021 17.542 ft Beam OK Static Load Case Governs Stress Using:W12X19 section,Span=12.50ft, Fy=36.0ksi, Left Cant.=0.00ft, Right Cant.=5.33ft End Fixity= Pinned-Pinned,Lu=0.00ft,LDF=1.000 Actual Allowable Moment 17.901 k-ft 42.174 k-ft Max.Deflection 0.131 in fb:Bending Stress 10.085 ksi 23.760 ksi Length/DL Defl 4,332.3 : 1 fb/Fb 0.424 :1 Length/(DL+LL Defl) 980.2 : 1 Shear 5.206 k 41.149 k fv:Shear Stress 1.822 ksi 14.400 ksi fv/Fv 0.127 :1 Force& Stress Summary it <<-.-These columns are Dead+Live Load placed as noted-->> DL LL LL+ST LL LL+ST Maximum Only an,Center C.Center @ Cants a Cants Max.M+ 17.90 k-ft 5.56 17.90 3.40 k-ft Max.M- -3.07 -3.07 -7.39 k-ft Max.M @ Left k-ft Max.M @ Right -3.07 -3.07 -7.39 k-ft Shear @ Left 5.21 k 1.85 5.21 1.50 k Shear @ Right 4.20 k 1.75 4.20 2.14 k Center Defl. -0.116 in -0.035 -0.116 -0.116 -0.016 -0.016 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.131 in 0.022 0.131 0.131 -0.037 -0.037 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.21 1.85 5.21 5.21 1.50 1.50 k Reaction @ Rt 6.69 2.65 5.11 5.11 4.24 4.24 k Fa calc'd per Eq.E2-1,K*L/r<Cc I Beam Passes Table B5.1,Fb per Eq.F1-1,Fb=0.66 Fy Section Properties W12X19 Depth 12.160 in Weight 18.92 #/ft Web Thick 0.235 in lxx 130.000 in4 Width 4.005 in lyy 3.760 in4 Flange Thick 0.350 in Sxx 21.300 in3 Area 5.57 in2 Syy 1.880 in3 Rt 1.000 in R-xx 4.820 in Values for LRFD Design.... R-yy 0.822 in J 0.180 in4 Zx 24.700 in3 Cw 131.00 in6 Zy 2.980 in3 K 0.650 in Tee Cd/r 64,)es&),c-5.-0-T 3 (o?Lek/g. .)(//erszzs2•/< obpy),((s4-2(., xk') f ax/E.6 . .) s4Thk 0,644(.6:s?*/*=/ 5, gPSf\ &)15Wr) c:61C1Pg) 7`. CZ.)(Z:2)) . P&C Veac\ 9Z-74 (&i(r)Z°.?1,1 • ay iL 000Ps c Cis CZ L&CCsisp-ks-31,\Allt Cod )(Z / r 672e (.1Y- 006tAYAC:(01X) . ZO(.10)--- 7,c`,7G,4 C Sp 57 t GQs z /Sik/( -/GYVE C3 a=(,&b),y)(n-6N-0.) ciffy(?)))=, 5'46/ (aw Z� Aso 0 (& ' X�lad} /7604 Ni --(6c-3)95:61s-Af Cya 9t Z5s)0,7As-)x/.075-e 7--(ve't)ack) )-41,- t Jo, r_zi (1.19)31<)i 1\f/(' /2/ � --- r 2? .i..4 n 7/ieS) ,;/-'-1 "1 '7::)01:141:)Le'H\ q?). Ze?./N2ZSA:'c:-> il/c1) f,- 7A2924eZ:67.g- -,WLS,-),/% vy --"1-17 . == �' Grid Descr X Grid Descr Y Grid Descr Z (ft) (ft) (ft) 1 A 0.000 1 BM -5.333 0 BP 445.333 2 BM 5.500 2 2 0.000 1 Lt Br 448.042 3 B 12.500 3 BM 6.250 2 Lt 453.083 4 1 12.500 3 L2 Br 456.208 4 L2 461.250 5 L3 Br 464.375 6 L3 469.417 7 Plat 474.083 Desig Col X Y Z Ride L Type Offset Slope X Y Z DL LVx LVy LL LMx LMy MVx MVy ML MMx MMy SL (ft) (ft) (ft) (ft) (ft) (in/in) (ft) (ft) (ft) (K) (K) (K) (K) (K-in) (K-in) (K) (K) (K) (K-in) (K-in) (K) PT1-27 -21.211 32.198 460.220 PT1-24 PT1-27 -39.122 40.742 452.490 PT54 19.845 UP 3.000 0.375 -36.415 39.451 458.807 0.776 -0.617 0.294 1.121 -7.957 -16.679 -0.928 0.443 1.683 -11.945 -25.041 4.027 PT1-27 PT1-27 -21.211 32.198 460.220 PT54 0.000 ON 0.776 -0.464 0.484 1.121 -13.067 -13.067 -0.727 0.727 1.683 -19.618 -19.618 4.027 Al Al 0.000 12.500 PT1-30 Al -7.547 27.195 469.590 PT54 16.520 DOWN 0.375 463.395 0.776 -0.312 0.608 1.121 -16.439 -8.442 -0.470 0.914 1.683 -24.680 -12.674 4.027 Abb Width Length Height DL LL LV LM ML MV MM SL (ft) (ft) (ft) (K) (K) (K) (K-ft) (K) (K) (K-ft) (K) BB 7.141 15.000 2.510 1.100 1.200 1.461 0.000 PT54 3.500 22.830 4.500 0.776 1.121 0.684 1.540 1.683 1.028 2.312 4.027 Desig Level Elev Area X Y WV WV (ft) (sf) (in) (in) (K) (K) T101 0 15 10.015 404 66 0.185 0.185 T 102 1 15 73.474 398 153 1.359 1.359 T103 2 15 16.417 370 203 0.304 2.271 T104 15 1.794 446 204 0.033 T105 20 42.932 375 248 0.841 T106 25 10.348 185 303 0.212 T107 25 43.053 388 297 0.881 T108 3 25 21.195 314 327 0.434 3.648 T109 30 108.970 317 366 2.325 T110 30 -25.058 330 355 -0.535 T111 30 -4.492 434 367 -0.096 T112 40 67.169 389 425 1.521 T201 0 15 9.827 524 65 0.182 0.182 T202 1 15 27.043 504 139 0.500 0.386 T203 15 -6.154 495 129 -0.114 T204 2 15 1.794 485 204 0.033 0.503 T205 15 1.697 541 204 0.031 T206 20 10.394 523 244 0.204 T207 25 7.164 485 303 0.147 T208 25 4.323 549 297 0.088 T209 3 25 14.462 528 328 0.296 3.263 T210 30 59.424 539 366 1.268 T211 40 75.078 538 433 1.700 TA01 0 15 16.203 1121 74 0.300 0.300 TA02 1 15 69.381 1115 149 1.284 1.284 TA03 2 15 24.610 1131 204 0.455 1.204 TA04 20 25.252 1161 239 0.495 1A05 20 -0.139 1135 230 -0.003 TA06 20 -0.169 1144 236 -0.003 TA07 25 7.437 974 304 0.152 TA08 25 4.210 1122 301 0.086 TA09 25 1.033 1193 283 0.021 TA10 25 0.048 1202 316 0.001 TA11 3 25 13.362 1022 327 0.273 2.805 TA12 25 1.024 1194 327 0.021 TA13 30 72.063 1077 366 1.537 TA14 30 -7.931 1097 350 -0.169 TA 15 40 50.487 1151 428 1.143 TB01 0 15 9.415 1264 64 0.174 0.174 TB02 1 15 16.617 1255 145 0.307 0.307 TB03 2 15 4.736 1219 207 0.088 1.877 TB04 15 1.697 1278 204 0.031 TB05 15 0.960 1305 204 0.018 TB06 20 53.972 1272 249 1.057 TB07 25 33.368 1287 295 0.683 TB08 3 25 0.078 1205 319 0.002 2.458 TB09 25 11.217 1305 326 0.230 TB10 30 51.520 1284 369 1.099 TB11 40 49.800 1255 429 1.127 Desig Elev Area X Y WV WM WV WM Grade Elev (ft) (sf) (in) (in) (K) (K-ft) (K) (K-ft) (ft) (ft) 1X01 15 105.170 1915 155 1.946 25.117 2.709 45.208 444.200 457.889 1X02 15 -3.250 1940 142 -0.060 -0.710 1X03 15 -14.308 1928 166 -0.265 -3.664 1X04 20 31.466 1954 244 0.616 12.529 1X05 25 22.768 1992 303 0.466 11.781 1X06 30 0.259 1999 337 0.006 0.155 1Y01 15 181.517 2681 160 3.359 44.648 4.234 69.276 444.200 457.563 1Y02 15 -34.343 2753 156 -0.635 -8.249 1Y03 20 52.514 2788 244 1.029 20.878 1Y04 25 23.198 2867 298 0.475 11.794 1Y05 30 0.340 2897 339 0.007 0.205 Wind Kz P (ft) (psf) 0 10.000 15 0.850 18.502 20 0.900 19.591 25 0.940 20.462 30 0.980 21.332 40 1.040 22.638 50 1.090 23.727 60 1.130 24.597 70 1.170 25.468 80 1.210 26.339 90 1.240 26.992 100 1.260 27.427 1 2 T112 T211 '��/ T210 T110 T108 T T106 T107 T2 T.O: T105 T2 T103 T?C5 T102 -\• rtr WX B TA15 TB11 TA13 ---------- ... TB10 Al 4 T TB09 TA07 E TB07 TB06 T„ �: 04 TA03 TBO T3C4T TA02 >72R0 TA 1 1 1 WY 1X05 1X04 X 1X003�� r 1 wx xc5 1Y03 1Y02 i - I f l WY Y X 347 337 1\4100, 1140, 327 2740 30 UNREFORMED P!W326 SHAPE 40325 ')-) 4(18 324 20 342 441011111 , C 12 ` 340 322 OPTIONS 141 JOINT IDS 10 23 140 320 WIRE FRAME 20 75 SAP90 Z Y X 1°0� Toll 5°° �o T°I° 2740 �, o 30 N �01� 5°°° 5011 '11� UNDEFERMED I ` •�► SHAPE N 010 'CT] • 0 �o p N TO/ o M v �O .N-� N O O�Z Et O 1 tC _ o N „°0 ,LOB cu 'L 0 O° Cie , 0 ' TOO 1 c �,� 3002 200 w 1000 40" ❑PTIONS 11 ,'0o1 — 2001 0 T 10 N o 0o N ELEMENT IDS °°° z� WIRE FRAME x CA J) SAP90 $$$$$$$$ $$$$$$$$$$ $$$$$$$ $$$$$$$$ $$$$$$$ $$$$$$$$$$ $$$$$$$$$$ $$$$$$$$$$ $$$$$$$$$$$ $$$$$$$$$$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$$$$$$$ $$$$$$$$$$ $$$$$$$$$$ $$$$$$$$$$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$$$$$$$$$ $$ $$ $$ $$$$$$$$$$ $$$$$$$$$$ $$$$$$$$ $$ $$ $$ $$$$$$$$ $$$$$$$ STRUCTURAL ANALYSIS PROGRAMS VERSION 5.31 Copyright (C) 1978-1991 EDWARD L. WILSON All rights reserved C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 1 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York SYSTEM DATA EXECUTION CODE 0 NUMBER OF LOAD CONDITIONS 9 STEADY STATE LOAD FREQUENCY .0000E+00 NUMBER OF EIGENVALUES 0 EIGEN CONVERGENCE TOLERANCE .1000E-03 EIGEN CUTOFF TIME PERIOD . 0000E+00 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 2 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York GENERATED JOINT COORDINATES JOINT X Y Z 10 -469.464 488.904 5429. 880 11 -436.980 473 .412 5429.880 12 -254 .532 386.376 5429.880 13 -254 .532 386.376 5505.684 20 -254.532 386.376 5522 .640 21 -254 .532 386.376 5494 .668 22 -254 .532 386.376 5490.756 23 -254.532 386.376 5343 .996 30 -90.564 326.340 5635.080 31 .000 150.000 5635.080 32 .000 150.000 5560.740 117 .000 -63 .996 5688.996 120 .000 .000 5343 .996 122 .000 .000 5436.996 124 .000 .000 5535 .000 127 .000 .000 5688. 996 137 .000 75.000 5688.996 140 .000 150.000 5343 .996 141 . 000 150.000 5376.504 142 .000 150.000 5436.996 144 .000 150.000 5535.000 147 .000 150.000 5688.996 217 66.000 -63 .996 5688. 996 227 66.000 .000 5688.996 237 66.000 75.000 5688.996 320 150 .000 .000 5343 .996 322 150.000 .000 5436.996 324 150.000 .000 5535.000 325 150.000 .000 5572 .500 326 150. 000 .000 5633 .004 327 150.000 .000 5688.996 337 150 .000 75.000 5688 .996 340 150.000 150. 000 5343 .996 342 150. 000 150.000 5436. 996 343 150. 000 150 .000 5474 .496 344 150. 000 150. 000 5535 .000 347 150.000 150.000 5688 .996 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 3 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York RESTRAINT DATA JOINT RX RY RZ RXX RYY RZZ 23 1 1 1 1 1 1 120 1 1 1 0 0 1 140 1 1 1 0 0 1 320 1 1 1 0 0 1 340 1 1 1 0 0 1 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 4 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York FRAME CONTROL DATA NUMBER OF MEMBER SECTION PROPERTIES 42 NUMBER OF SPAN LOADING PATTERNS 35 LOAD GRAVITATIONAL MULTIPLIERS TEMPERATURE PRESTRESS COND X Y Z MULTIPLIERS MULTIPLIERS 1 .000 .000 -1.000 .000 .000 2 .000 .000 .000 .000 .000 3 .000 .000 .000 .000 .000 4 .000 .000 .000 .000 . 000 5 .000 .000 .000 .000 .000 6 .000 . 000 .000 .000 .000 7 .000 . 000 .000 .000 .000 8 .000 .000 .000 .000 .000 9 .000 .000 .000 .000 .000 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 5 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York SECTION PROPERTY DATA PROP AREA TORSIONAL MOMENTS OF INERTIA SHEAR AREAS ID INERTIA I33 I22 A2 A3 1 .317E+01 .14500E+02 .72300E+01 .72300E+01 .159E+01 .159E+01 2 .430E+01 .30300E+02 .15200E+02 .15200E+02 .215E+01 .215E+01 3 .558E+01 .56300E+02 .28100E+02 .28100E+02 .279E+01 .279E+01 4 .840E+01 .14500E+03 .72500E+02 .72500E+02 .420E+01 .420E+01 5 .128E+02 .21100E+03 .10600E+03 . 10600E+03 .640E+01 .640E+01 6 .213E+02 .32400E+03 .16200E+03 .16200E+03 .106E+02 .106E+02 7 .208E+02 . 16133E+04 .80663E+03 .80663E+03 .104E+02 .104E+02 8 .359E+01 .13500E+02 .82200E+01 .82200E+01 .200E+01 .200E+01 9 .459E+01 .27400E+02 .16900E+02 .16900E+02 .250E+01 .250E+01 10 .559E+01 .48500E+02 .30300E+02 .30300E+02 .300E+01 .300E+01 11 .659E+01 .78300E+02 .49400E+02 .49400E+02 .350E+01 .350E+01 12 .759E+01 . 11800E+03 .75100E+02 .75100E+02 .400E+01 .400E+01 13 .959E+01 .23500E+03 .15100E+03 .15100E+03 .500E+01 .500E+01 14 .296E+01 .40000E-01 .30800E+02 .20900E+01 .134E+01 .135E+01 15 .354E+01 .50000E-01 .53800E+02 .21800E+01 .188E+01 .139E+01 16 .416E+01 .70000E-01 .88600E+02 .23600E+01 .238E+01 .149E+01 17 .471E+01 . 10000E+00 . 10300E+03 .28200E+01 .264E+01 .176E+01 18 .557E+01 .18000E+00 .13000E+03 .37600E+01 .286E+01 .234E+01 19 .649E+01 .24000E+00 .11800E+03 .11400E+02 .244E+01 .345E+01 20 .648E+01 .29000E+00 .15600E+03 .46600E+01 .320E+01 .285E+01 21 .649E+01 .21000E+00 .19900E+03 .70000E+01 .316E+01 .279E+01 22 .765E+01 .30000E+00 .20400E+03 .17300E+02 .281E+01 .411E+01 23 .769E+01 .36000E+00 .24500E+03 .89100E+01 .355E+01 .352E+01 24 .768E+01 .26000E+00 .30100E+03 .95900E+01 .392E+01 .316E+01 25 .879E+01 .46000E+00 .23800E+03 .20300E+02 .321E+01 .478E+01 26 .885E+01 .38000E+00 .29100E+03 .19600E+02 .374E+01 .432E+01 27 .912E+01 .46000E+00 .37500E+03 .12400E+02 .437E+01 .405E+01 28 .100E+02 .57000E+00 .34000E+03 .23300E+02 .398E+01 .511E+01 29 .103E+02 .51000E+00 .51000E+03 .15300E+02 .531E+01 .425E+01 30 .118E+02 .79000E+00 .51800E+03 .28900E+02 .488E+01 .589E+01 31 .118E+02 .81000E+00 .61200E+03 .19100E+02 .564E+01 .526E+01 32 .130E+02 .77000E+00 .84300E+03 .20700E+02 .723E+01 .488E+01 33 .147E+02 .12400E+01 .80000E+03 .40100E+02 .639E+01 .712E+01 34 .147E+02 .11400E+01 . 98400E+03 .24900E+02 .792E+01 .582E+01 35 .162E+02 .16600E+01 .89000E+03 .44900E+02 .706E+01 .791E+01 36 .162E+02 .11800E+01 .13500E+04 .29100E+02 .931E+01 .590E+01 37 .183E+02 .18300E+01 .13300E+04 .57500E+02 .840E+01 .845E+01 38 .182E+02 . 17100E+01 .15500E+04 .34500E+02 .102E+02 .692E+01 39 .200E+02 .24500E+01 .14800E+04 .64700E+02 . 909E+01 .944E+01 40 .201E+02 .18700E+01 . 18300E+04 .70400E+02 .985E+01 .874E+01 41 .224E+02 .26800E+01 .21000E+04 .82500E+02 .105E+02 .102E+02 42 .247E+02 .37000E+01 .23700E+04 .94400E+02 .113E+02 .116E+02 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 6 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York MATERIAL PROPERTY DATA PROP MODULUS OF SHEAR WEIGHT PER MASS PER THERMAL ID ELASTICITY MODULUS UNIT LEN UNIT LEN EXPANSION 1 .2900E+05 .1115E+05 .8971E-03 .2322E-05 .8300E-05 2 .2900E+05 . 1115E+05 .1217E-02 .3149E-05 .8300E-05 3 .2900E+05 .1115E+05 .1579E-02 .4087E-05 .8300E-05 4 .2900E+05 .1115E+05 .2377E-02 .6152E-05 .8300E-05 5 .2900E+05 .1115E+05 .3622E-02 .9375E-05 .8300E-05 6 .2900E+05 .1115E+05 .6028E-02 .1560E-04 . 8300E-05 7 .2900E+05 .1115E+05 .5876E-02 .1521E-04 .8300E-05 8 .2900E+05 .1115E+05 .1016E-02 .2629E-05 .8300E-05 9 .2900E+05 .1115E+05 .1299E-02 .3362E-05 .8300E-05 10 .2900E+05 .1115E+05 .1582E-02 .4094E-05 .8300E-05 11 .2900E+05 .1115E+05 .1865E-02 .4826E-05 . 8300E-05 12 .2900E+05 .1115E+05 .2148E-02 .5559E-05 .8300E-05 13 .2900E+05 .1115E+05 .2714E-02 .7024E-05 .8300E-05 14 .2900E+05 .1115E+05 .8377E-03 .2168E-05 .8300E-05 15 .2900E+05 .1115E+05 .1002E-02 .2593E-05 .8300E-05 16 .2900E+05 .1115E+05 .1177E-02 .3047E-05 .8300E-05 17 .2900E+05 .1115E+05 .1333E-02 .3450E-05 .8300E-05 18 .2900E+05 . 1115E+05 .1579E-01 .4087E-04 .8300E-05 19 .2900E+05 . 1115E+05 .1837E-02 .4753E-05 .8300E-05 20 .2900E+05 .1115E+05 .1834E-02 .4746E-05 .8300E-05 21 .2900E+05 . 1115E+05 .1837E-02 .4753E-05 .8300E-05 22 .2900E+05 . 1115E+05 .2165E-02 .5603E-05 .8300E-05 23 .2900E+05 .1115E+05 .2176E-02 .5632E-05 .8300E-05 24 .2900E+05 .1115E+05 .2173E-02 .5625E-05 .8300E-05 25 .2900E+05 .1115E+05 .2536E-01 .6562E-04 . 8300E-05 26 .2900E+05 .1115E+05 .2505E-02 .6482E-05 .8300E-05 27 .2900E+05 . 1115E+05 .2581E-02 .6680E-05 .8300E-05 28 .2900E+05 . 1115E+05 .2858E-01 .7397E-04 . 8300E-05 29 .2900E+05 .1115E+05 .2915E-02 .7544E-05 .8300E-05 30 .2900E+05 .1115E+05 .3339E-02 .8642E-05 . 8300E-05 31 .2900E+05 .1115E+05 .3339E-02 .8642E-05 .8300E-05 32 .2900E+05 .1115E+05 .3679E-02 .9521E-05 .8300E-05 33 .2900E+05 . 1115E+05 .4160E-02 .1077E-04 .8300E-05 34 .2900E+05 . 1115E+05 .4160E-02 .1077E-04 .8300E-05 35 .2900E+05 .1115E+05 .4585E-02 .1187E-04 .8300E-05 36 .2900E+05 . 1115E+05 .4585E-02 .1187E-04 .8300E-05 37 .2900E+05 .1115E+05 .5179E-02 .1340E-04 .8300E-05 38 .2900E+05 .1115E+05 .5151E-02 .1333E-04 . 8300E-05 39 .2900E+05 .1115E+05 .5660E-02 .1465E-04 .8300E-05 40 .2900E+05 . 1115E+05 .5688E-02 .1472E-04 .8300E-05 41 .2900E+05 .1115E+05 .6339E-02 .1641E-04 .8300E-05 42 .2900E+05 .1115E+05 .6990E-02 .1809E-04 .8300E-05 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 7 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York SPAN LOADING DATA UNIFORM LOAD DATA PATTERN 1-DIR 2-DIR 3-DIR X-DIR Y-DIR Z-DIR ID 1 .0000 .0000 .0000 . 0000 .0000 - .0066 4 .0000 .0000 . 0000 .0000 .0000 - .0051 5 .0000 .0000 .0000 .0000 .0000 -.0153 6 .0000 .0000 .0000 .0000 .0000 -.0235 7 .0000 .0000 .0000 .0000 . 0000 - .0118 27 .0000 .0000 .0000 .0000 . 0000 - .0204 28 .0000 .0000 .0000 .0000 .0000 -.0157 29 .0000 .0000 .0000 .0000 .0000 -.0158 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 8 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York SPAN LOADING DATA CONCENTRATED LOAD DATA PATTERN LOC DISTANCE LOAD DIR-2 LOAD DIR-3 ID 12 1 3 .50 .31 .00 2 33 .75 .50 .00 13 1 3 .50 .47 .00 2 33 .75 .77 .00 14 1 3 .50 .24 .00 2 33 .75 .39 .00 15 1 37.50 .62 .00 16 1 37 .50 .95 .00 17 1 37.50 .48 .00 18 1 53 . 00 1.27 .00 19 1 53 .00 1.96 . 00 20 1 53 .00 .99 .00 21 1 37 .50 .71 .00 22 1 37.50 1. 10 .00 23 1 37.50 .55 .00 24 1 53 .00 1.27 .00 25 1 53 .00 1.96 .00 26 1 53 .00 .99 .00 30 1 1.50 .30 .00 2 33 .75 .31 .00 3 49.50 .30 .00 31 1 1.50 .64 .00 2 33 .75 .47 .00 3 49.50 .64 .00 32 1 1.50 .32 .00 2 33 .75 .24 .00 3 49.50 .32 .00 33 1 37.50 1.27 .00 34 1 37.50 1.95 .00 35 1 37.50 .98 .00 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 9 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York SPAN LOADING DATA TRAPEZOIDAL LOAD DATA PATTERN LOC DISTANCE LOAD DIR-2 LOAD DIR-3 ID 2 1 .00 .01 .00 2 - .50 .01 .00 3 . 00 .00 .00 4 .00 .00 .00 3 1 - .50 .01 . 00 2 -1.00 .01 .00 3 .00 .00 .00 4 .00 .00 .00 8 1 .00 .02 .00 2 3 .50 .02 .00 3 3 .50 .01 .00 4 84.00 .01 .00 9 1 .00 .02 .00 2 3 .50 .02 .00 3 3 .50 .02 .00 4 9. 00 .02 .00 10 1 9.00 .02 .00 2 84. 00 .02 .00 3 .00 .00 .00 4 .00 .00 .00 11 1 .00 .01 .00 2 3 .50 .01 .00 3 3 .50 .01 .00 4 84. 00 .01 . 00 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 10 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York FRAME ELEMENT DATA ELT JOINT JOINT LOCAL-AXIS PROPERTY-ID REL REF ELEMENT ID END-I END-J N1 N2 END-I END-J VAR CODES TEMP LENGTH 110 120 122 3 0 4 4 1 000000 .00 93.00 111 122 124 3 0 4 4 1 000000 .00 98.00 112 124 127 3 0 4 4 1 010010 .00 154.00 120 140 141 3 0 4 4 1 000000 .00 32 .51 121 141 142 3 0 4 4 1 000000 . 00 60.49 122 142 144 3 0 4 4 1 000000 .00 98.00 123 144 32 3 0 4 4 1 000000 .00 25.74 124 32 31 3 0 4 4 1 000000 .00 74 .34 125 31 147 3 0 4 4 1 000000 .00 53 .92 210 320 322 3 0 4 4 1 000000 .00 93 .00 211 322 324 3 0 4 4 1 000000 .00 98.00 212 324 325 3 0 4 4 1 000000 .00 37.50 213 325 326 3 0 4 4 1 000000 .00 60.50 214 326 327 3 0 4 4 1 000000 .00 55.99 220 340 342 3 0 4 4 1 000000 .00 93.00 221 342 343 3 0 4 4 1 000000 .00 37.50 222 343 344 3 0 4 4 1 000000 .00 60.50 223 344 347 3 0 4 4 1 000000 .00 154.00 10 10 11 3 0 9 9 1 000000 .00 35.99 11 11 12 3 0 9 9 1 010010 .00 202 .14 12 11 13 3 0 8 8 1 010010 .00 215.89 20 20 13 3 0 7 7 1 000000 .00 16.96 21 13 21 3 0 7 7 1 000000 .00 11.02 22 21 22 3 0 7 7 1 000000 . 00 3 .91 23 22 12 3 0 7 7 1 000000 .00 60.88 24 12 23 3 0 7 7 1 000000 .00 85.88 30 30 31 3 0 8 8 1 010010 . 00 198.24 31 30 32 3 0 8 8 1 010010 .00 211.72 1000 142 340 2 0 1 1 1 110110 .00 176.49 1001 142 342 2 0 1 1 1 110110 .00 150.00 1002 142 344 2 0 1 1 1 110110 .00 179.18 1003 144 344 2 0 1 1 1 110110 .00 150.00 1004 147 344 2 0 1 1 1 110110 .00 214.98 1005 147 347 2 0 16 16 1 110110 .00 150.00 2000 120 322 2 0 1 1 1 110110 .00 176.49 2001 122 322 2 0 1 1 1 110110 . 00 150.00 2002 124 322 2 0 1 1 1 110110 .00 179.18 2003 124 324 2 0 1 1 1 110110 .00 150.00 2004 124 326 2 0 1 1 1 110110 .00 179.18 2005 127 326 2 0 1 1 1 110110 .00 160.11 2010 127 227 2 0 18 18 1 100100 .00 66.00 2011 227 327 2 0 18 18 1 010010 .00 84.00 3000 120 142 -3 0 1 1 1 110110 .00 176.49 3001 122 142 -3 0 1 1 1 110110 . 00 150.00 3002 124 142 -3 0 1 1 1 110110 .00 179.18 3003 124 144 -3 0 1 1 1 110110 .00 150.00 3004 124 147 -3 0 1 1 1 110110 .00 214.98 3010 117 127 -3 0 18 18 1 000000 .00 64.00 3011 127 137 -3 0 18 18 1 000000 .00 75.00 3012 137 147 -3 0 18 18 1 010010 .00 75.00 4000 322 340 -3 0 1 1 1 110110 .00 176.49 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 11 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York FRAME ELEMENT DATA ELT JOINT JOINT LOCAL-AXIS PROPERTY-ID REL REF ELEMENT ID END-I END-J N1 N2 END-I END-J VAR CODES TEMP LENGTH 4001 322 342 -3 0 1 1 1 110110 .00 150.00 4002 322 344 -3 0 1 1 1 110110 .00 179.18 4003 324 344 -3 0 1 1 1 110110 .00 150.00 4004 326 344 -3 0 1 1 1 110110 .00 179.18 4005 326 347 -3 0 1 1 1 110110 . 00 160. 11 4010 327 337 -3 0 16 16 1 100100 .00 75.00 4011 337 347 -3 0 16 16 1 010010 .00 75.00 5000 137 237 2 0 16 16 1 100100 .00 66.00 5001 237 337 2 0 16 16 1 010010 .00 84.00 5010 217 227 -3 0 16 16 1 100100 .00 64.00 5011 227 237 -3 0 16 16 1 010010 .00 75.00 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 12 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York BEAM SPAN LOADING PATTERNS ELT LOAD LOAD LOAD LOAD LOAD LOAD LOAD LOAD LOAD ID 1 2 3 4 5 6 7 8 9 1005 1 3 2 0 0 0 4 0 0 2010 5 6 0 0 0 0 7 0 0 2011 8 9 10 0 0 0 11 0 0 3010 12 13 0 0 0 0 14 0 0 3011 15 16 0 0 0 0 17 0 0 3012 18 0 19 0 0 0 20 0 0 4010 21 0 22 0 0 0 23 0 0 4011 24 25 0 0 0 0 26 0 0 5000 27 28 28 0 0 0 29 0 0 5001 27 28 28 0 0 0 29 0 0 5010 30 31 0 0 0 0 32 0 0 5011 33 34 0 0 0 0 35 0 0 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 13 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York TOTAL WEIGHTS AND MASSES PROP WEIGHT MASS 1 3 .3473 .0087 2 .0000 .0000 3 .0000 .0000 4 3 .2805 .0085 5 .0000 .0000 6 .0000 .0000 7 1.0497 .0027 8 .6359 .0016 9 .3093 .0008 10 .0000 .0000 11 .0000 .0000 12 .0000 .0000 13 .0000 . 0000 14 .0000 .0000 15 .0000 .0000 16 .6934 . 0018 17 .0000 .0000 18 5 .7479 .0149 19 .0000 .0000 20 .0000 .0000 21 .0000 .0000 22 .0000 .0000 23 .0000 .0000 24 .0000 .0000 25 .0000 .0000 26 .0000 .0000 27 .0000 .0000 28 .0000 .0000 29 .0000 .0000 30 .0000 . 0000 31 .0000 .0000 32 .0000 .0000 33 .0000 .0000 34 .0000 .0000 35 .0000 .0000 36 . 0000 .0000 37 .0000 .0000 38 .0000 . 0000 39 .0000 .0000 40 .0000 .0000 41 .0000 .0000 42 .0000 .0000 TOTAL 15.0641 .0390 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 14 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York JOINT LOADS JOINT LOAD FX FY FZ MX MY MZ 141 1 .142E+01 - .134E+01 - .276E+01 .000E+00 .000E+00 .000E+00 141 3 .256E+01 - .238E+01 - .494E+01 .000E+00 .000E+00 .000E+00 141 7 .129E+01 - .120E+01 - .249E+01 .000E+00 .000E+00 .000E+00 142 1 - .142E+01 .134E+01 - .173E+01 .000E+00 .000E+00 .000E+00 142 3 - .256E+01 .238E+01 - .336E+01 .000E+00 .000E+00 .000E+00 142 7 - .129E+01 .120E+01 - .169E+01 .000E+00 .000E+00 .000E+00 343 1 - . 134E+01 - .134E+01 - .267E+01 .000E+00 . 000E+00 .000E+00 343 2 - .238E+01 - .238E+01 - .476E+01 .000E+00 .000E+00 .000E+00 343 7 - .120E+01 - .120E+01 - .240E+01 .000E+00 .000E+00 .000E+00 344 1 .134E+01 .134E+01 - .164E+01 .000E+00 .000E+00 .000E+00 344 2 .238E+01 .238E+01 - .317E+01 .000E+00 .000E+00 .000E+00 344 7 .120E+01 .120E+01 - .160E+01 .000E+00 .000E+00 .000E+00 325 1 - .134E+01 .108E+01 - .176E+01 .000E+00 .000E+00 .000E+00 325 3 - .238E+01 .183E+01 - .421E+01 .000E+00 .000E+00 .000E+00 325 7 - .120E+01 .921E+00 - .212E+01 .000E+00 .000E+00 .000E+00 326 1 .134E+01 - .108E+01 - .138E+01 .000E+00 .000E+00 .000E+00 326 3 .238E+01 - . 183E+01 - .262E+01 .000E+00 .000E+00 .000E+00 326 7 .120E+01 - .921E+00 - .132E+01 .000E+00 .000E+00 .000E+00 142 8 .680E+00 .000E+00 .000E+00 .000E+00 .000E+00 .000E+00 342 8 .680E+00 .000E+00 .000E+00 .000E+00 .000E+00 .000E+00 144 8 .114E+01 .000E+00 .000E+00 .000E+00 .000E+00 .000E+00 344 8 .114E+01 .000E+00 .000E+00 .000E+00 .000E+00 .000E+00 147 8 .182E+01 .000E+00 .000E+00 .000E+00 .000E+00 .000E+00 347 8 .182E+01 .000E+00 .000E+00 .000E+00 .000E+00 .000E+00 122 8 .193E+00 . 000E+00 .000E+00 .000E+00 .000E+00 .000E+00 322 8 .193E+00 .000E+00 .000E+00 .000E+00 .000E+00 .000E+00 124 8 .252E+00 .000E+00 .000E+00 .000E+00 .000E+00 .000E+00 324 8 .252E+00 .000E+00 .000E+00 .000E+00 .000E+00 .000E+00 127 8 .163E+01 .000E+00 .000E+00 .000E+00 .000E+00 .000E+00 327 8 .163E+01 .000E+00 .000E+00 .000E+00 .000E+00 .000E+00 122 9 .000E+00 .642E+00 .000E+00 .000E+00 .000E+00 .000E+00 142 9 .000E+00 .642E+00 .000E+00 .000E+00 .000E+00 .000E+00 124 9 .000E+00 .602E+00 .000E+00 .000E+00 .000E+00 .000E+00 144 9 .000E+00 .602E+00 .000E+00 .000E+00 .000E+00 .000E+00 127 9 .000E+00 .140E+01 .000E+00 .000E+00 .000E+00 .000E+00 147 9 .000E+00 .140E+01 .000E+00 .000E+00 .000E+00 .000E+00 322 9 .000E+00 .154E+00 .000E+00 .000E+00 .000E+00 .000E+00 342 9 . 000E+00 .154E+00 .000E+00 .000E+00 .000E+00 .000E+00 324 9 . 000E+00 .939E+00 .000E+00 .000E+00 .000E+00 .000E+00 344 9 .000E+00 .939E+00 . 000E+00 .000E+00 .000E+00 .000E+00 327 9 .000E+00 . 123E+01 .000E+00 .000E+00 .000E+00 .000E+00 347 9 .000E+00 .123E+01 .000E+00 .000E+00 .000E+00 .000E+00 10 1 .000E+00 . 000E+00 - .776E+00 .000E+00 .000E+00 .000E+00 20 1 .000E+00 .000E+00 - .776E+00 .000E+00 .000E+00 .000E+00 10 4 -.617E+00 .294E+00 - .112E+01 - .796E+01 - .167E+02 .000E+00 20 4 - .484E+00 .484E+00 - .112E+01 - .131E+02 - .131E+02 .000E+00 10 5 - .928E+00 .443E+00 - .168E+01 - .119E+02 - .250E+02 .000E+00 20 6 - .727E+00 .727E+00 - .168E+01 - .196E+02 - .196E+02 .000E+00 10 7 .000E+00 .000E+00 - .403E+01 .000E+00 .000E+00 .000E+00 20 7 .000E+00 .000E+00 - .403E+01 .000E+00 .000E+00 .000E+00 30 1 .000E+00 .000E+00 - .776E+00 .000E+00 .000E+00 .000E+00 30 4 - .312E+00 .608E+00 - .112E+01 - .164E+02 - .844E+01 .000E+00 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 15 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York JOINT LOADS JOINT LOAD FX FY FZ MX MY MZ 30 5 - .470E+00 .914E+00 - .168E+01 - .247E+02 - .127E+02 .000E+00 30 7 .000E+00 . 000E+00 - .403E+01 .000E+00 .000E+00 .000E+00 22 8 .271E+01 .000E+00 .000E+00 .000E+00 .000E+00 .000E+00 21 9 .000E+00 .423E+01 .000E+00 .000E+00 .000E+00 .000E+00 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 16 PROGRAM:SAP90/FILE:2740.SAP 2740 - Six Flags Great Escape, Queensbury, New York OUTPUT FILES CREATED BY PROGRAM INPUT DATA ECHO 2740.SAP SOLUTION ERRORS AND WARNINGS 2740.ERR EQUATION NUMBERING 2740.EQN DISPLACEMENTS AND REACTIONS 2740.SOL FRAME ELEMENT FORCES 2740.F3F $$$$$$$$ $$$$$$$$$$ $$$$$$$ $$$$$$$$ $$$$$$$ $$$$$$$$$$ $$$$$$$$$$ $$$$$$$$$$ $$$$$$$$$$$ $$$$$$$$$$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$$$$$$$ $$$$$$$$$$ $$$$$$$$$$ $$$$$$$$$$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$$$$$$$$$ $$ $$ $$ $$$$$$$$$$ $$$$$$$$$$ $$$$$$$$ $$ $$ $$ $$$$$$$$ $$$$$$$ STRUCTURAL ANALYSIS PROGRAMS VERSION 5.31 Copyright (C) 1978-1991 EDWARD L. WILSON All rights reserved C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 1 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York JOINT DISPLACEMENTS LOAD CONDITION 1 - DISPLACEMENTS "U" AND ROTATIONS "R" JOINT U(X) U(Y) U(Z) R(X) R(Y) R(Z) 10 -.029792 .015476 - .404886 - .001705 - .003578 -.000005 11 - .029864 .015326 - .273690 - .001255 - .002634 - .000005 12 - .034691 .016549 - .000410 - .000385 - .000808 .000000 13 - .115848 .055263 - .000708 - .000555 -.001164 .000000 20 - .135592 .064682 - .000731 - . 000555 - .001164 .000000 21 - .102773 .049026 - .000668 - .000552 - .001157 .000000 22 - . 098161 .046826 - .000654 - .000549 - .001151 .000000 23 .000000 .000000 .000000 .000000 .000000 .000000 30 - .045545 .034648 - .143326 .000724 .000347 .000121 31 - .021495 .041381 - . 009439 .000005 - .000027 .000029 32 - .002758 .006315 - .007763 - .000337 - .000156 .000021 117 .006257 .013697 . 013649 - .000323 .000338 .000003 120 .0000E+00 .0000E+00 .0000E+00 - .6158E-04 .3409E-04 .0000E+00 122 .002155 .004363 -.003038 - .000015 - .000002 .000007 124 .000628 .004059 - . 006093 - .000013 - . 000002 .000014 127 .006050 .013697 - .011496 -.000715 .000338 .000003 137 .001740 .013705 - .068464 - .000104 .000337 .000111 140 .0000E+00 .0000E+00 .0000E+00 .1955E-03 .2101E-03 .0000E+00 141 .005269 - .004899 - .001733 .000015 .000017 .000002 142 - .004856 .004471 - .004244 -.000119 - .000134 .000007 144 - .001668 .002728 - .007054 -.000043 .000020 .000018 147 - .009249 .013712 - .010599 .000731 .000336 .000035 217 .000976 .005904 - .099271 - .000072 .000306 -.000081 227 .006148 .005904 - .103867 - .000321 . 000306 - .000081 237 .001741 .005904 - . 141230 - .000052 . 000384 - .000123 320 .0000E+00 . 0000E+00 .0000E+00 .3798E-04 .2706E-04 .0000E+00 322 .002242 - .002464 - .003736 .000002 .000018 .000008 324 - .000679 .002229 - .007617 - .000114 - .000122 .000014 325 - .004775 .005720 -.009056 .000018 .000019 .000016 326 .005812 - .003508 -.010912 .000124 .000134 .000019 327 .006275 - .005144 - .011991 - .000012 - .000047 .000019 337 . 001739 - .005032 - .091552 .000015 - .000098 .000103 340 .0000E+00 .0000E+00 .0000E+00 - .9828E-05 - .1963E-04 .0000E+00 342 - . 006275 - .003898 - .003261 .000149 - .000167 - .000012 343 - .012141 - .009220 - . 004531 .000011 - .000023 - .000017 344 - . 002171 .001238 - .005888 - .000180 .000173 - .000025 347 - .009172 - .004919 - .007783 .000148 - .000148 - .000016 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 2 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York JOINT DISPLACEMENTS LOAD CONDITION 2 - DISPLACEMENTS "U" AND ROTATIONS "R" JOINT U(X) U(Y) U(Z) R(X) R(Y) R(Z) 10 .000000 .000000 . 000000 .000000 .000000 .000000 11 .000000 .000000 .000000 .000000 .000000 .000000 12 .000000 .000000 .000000 .000000 .000000 .000000 13 .000000 .000000 .000000 .000000 .000000 .000000 20 .000000 .000000 .000000 .000000 .000000 .000000 21 .000000 .000000 .000000 . 000000 .000000 .000000 22 .000000 .000000 . 000000 . 000000 . 000000 .000000 23 .000000 .000000 .000000 .000000 .000000 .000000 30 .002308 - .013366 .010535 .000034 .000053 .000078 31 .016259 - .006202 - .000415 .000028 .000047 .000013 32 .011698 - .004006 - .000228 .000031 .000081 .000008 117 - .007799 - .007604 - .023877 .000298 .000041 - .000036 120 .0000E+00 .0000E+00 .0000E+00 - .6230E-05 .1174E-04 .0000E+00 122 .000373 - .000145 - .002356 .000017 - . 000012 - .000009 124 - .002126 - .003218 - .004838 .000033 - .000027 - .000019 127 - .005468 - .007604 - .008768 - .000025 .000041 - .000036 137 .002228 - .007605 - .022883 .000024 .000040 -.000170 140 .0000E+00 .0000E+00 .0000E+00 -.6656E-05 - .2878E-04 .0000E+00 141 - .8558E-03 . 1927E-03 .2939E-04 - .3722E-05 - .1891E-04 - .2117E-06 142 - .2511E-03 - .1023E-03 . 8408E-04 .1736E-04 .5197E-04 - .6057E-06 144 .009390 - .003192 - .000163 .000032 .000099 .000006 147 .018479 - .007606 - .000551 .000024 .000039 .000016 217 .000431 .001919 - .158871 .000975 .000201 .000092 227 - .005457 .001919 - .096501 .000513 .000201 .000092 237 .002226 .001919 - .086856 - .000049 . 000455 .000152 320 .0000E+00 .0000E+00 .0000E+00 .3573E-04 .1318E-04 .0000E+00 322 .4164E-03 - .7609E-03 - .7533E-03 - .4956E-04 - .1376E-04 -.2630E-05 324 - .002055 .008231 - .001878 - .000078 - .000017 - .000012 325 - .002497 .010393 - .002308 - .000043 - .000010 - .000016 326 - .003368 .012580 - .003003 - .000042 - .000025 - .000022 327 - .005446 .015541 - .003669 - .000058 - .000042 - .000022 337 .002229 .015557 - .066430 - .000143 - .000072 - .000160 340 .0000E+00 .0000E+00 .0000E+00 - .6101E-04 .6652E-04 .0000E+00 342 - .002884 - .003392 - .004891 .000242 - .000237 .000002 343 - .011493 - .012205 - .006864 .000002 .000003 .000003 344 .009499 .008407 - .008864 - .000379 . 000387 .000004 347 .018584 .015572 - .010685 .000117 - .000101 .000006 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 3 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York JOINT DISPLACEMENTS LOAD CONDITION 3 - DISPLACEMENTS "U" AND ROTATIONS "R" JOINT U(X) U(Y) U(Z) R(X) R(Y) R(Z) 10 .000000 .000000 .000000 .000000 .000000 .000000 11 .000000 .000000 .000000 .000000 .000000 .000000 12 .000000 .000000 .000000 .000000 .000000 .000000 13 .000000 . 000000 . 000000 .000000 .000000 .000000 20 .000000 .000000 .000000 .000000 .000000 .000000 21 .000000 .000000 .000000 .000000 .000000 .000000 22 .000000 . 000000 .000000 . 000000 .000000 .000000 23 .000000 .000000 .000000 .000000 .000000 .000000 30 - 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.002544 - .004106 .000048 .000057 .000012 324 .002309 - .002961 - .008492 - .000129 - .000184 .000025 325 - .004187 .001440 - .010171 .000056 .000049 .000030 326 .016224 - .015333 - .011834 .000239 .000292 .000038 327 .021430 - .020348 - .012358 .000024 .000006 .000038 337 .009953 - .020172 - .061938 .000152 - .000018 .000247 340 .0000E+00 .0000E+00 .0000E+00 .2892E-04 - .7353E-04 .0000E+00 342 - .006080 - .002491 - .000085 .000017 -.000046 - .000003 343 - .007474 - .003076 - .000119 . 000017 - . 000031 - .000004 344 - .009150 - .004852 - .000174 . 000049 - .000030 - .000006 347 - .015561 - .019996 - .000776 .000123 - .000041 .000005 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 4 PROGRAM:SAP90/FILE:2740 .SOL 2740 - Six Flags Great Escape, Queensbury, New York JOINT DISPLACEMENTS LOAD CONDITION 4 - DISPLACEMENTS "U" AND ROTATIONS "R" JOINT U(X) U(Y) U(Z) R(X) R(Y) R(Z) 10 - .154715 - .171812 - .777573 - .004771 - . 009427 .000947 11 - .139881 - .141138 - .438190 - .003548 - .006865 .000947 12 - .060510 .036113 - .000320 - .000787 - .001332 .000000 13 - .190760 .112784 - .000627 - .001114 - .001878 .000001 20 - .222793 .131852 - .000659 - .001126 - .001891 .000001 21 - .169792 .100390 - .000582 - .001098 - .001858 .000001 22 - .162414 .096038 - .000567 - .001090 - .001846 .000001 23 .000000 .000000 .000000 .000000 .000000 .000000 30 .108695 .155358 - .206635 - .003310 -.001572 - .000829 31 - .039203 .071008 - .004572 .000101 .000034 .000030 32 - .010326 .017128 - . 003802 - .000676 - .000361 .000021 117 .005324 .022463 .004643 -.000045 .000619 .000038 120 .0000E+00 .0000E+00 .0000E+00 - .2610E-04 - .2235E-05 .0000E+00 122 .000019 .002687 .000854 - .000034 .000006 .000016 124 .001110 .007429 .001754 - .000068 .000013 .000032 127 .002880 .022463 .001753 - .000045 .000619 .000038 137 - .002915 .022469 - .001672 - .000046 .000619 .000126 140 .0000E+00 .0000E+00 .0000E+00 - .5884E-04 - .3688E-04 .0000E+00 141 - .001150 .001821 - .000674 - .000048 - .000031 .000003 142 - .001954 .002692 - .001927 .000034 .000012 .000008 144 - .004317 .006066 - .003412 - .000285 - .000157 .000018 147 - .015263 .022474 - .005141 .001244 .000620 .000037 217 - .003648 .012557 .002458 - .000023 .000012 -.000102 227 .002877 .012557 .000987 - .000023 .000012 -.000102 237 - .002913 .012557 - .000736 - .000023 - .000014 - .000157 320 .0000E+00 .0000E+00 .0000E+00 - .1080E-05 - .2363E-05 .0000E+00 322 .6141E-05 .2786E-05 .6944E-05 .2172E-05 .5159E-05 - .8292E-06 324 .001101 - .000551 .000010 .000006 .000013 - .000002 325 .001560 - .000783 . 000011 .000006 .000012 - .000002 326 .002240 - .001126 .000013 .000005 .000011 - .000003 327 .002878 - .001443 .000013 .000006 . 000012 - .000003 337 - .002916 - .001445 .000454 .000006 - .000032 .000121 340 .0000E+00 .0000E+00 .0000E+00 - .1037E-05 - .1979E-04 .0000E+00 342 - .001945 - .000002 .000436 .000003 - .000023 - .000021 343 - .002875 - .000154 . 000612 .000005 - .000028 - .000029 344 - . 005008 - .000557 .000896 .000008 - .000045 - .000042 347 - .015253 - . 001448 .000895 .000005 - .000076 - .000039 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 5 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York JOINT DISPLACEMENTS LOAD CONDITION 5 - DISPLACEMENTS "U" AND ROTATIONS "R" JOINT U(X) U(Y) U(Z) R(X) R(Y) R(Z) 10 .049723 .268819 - .991888 - .006412 - .013695 - .001095 11 .033018 .233145 - .508837 - .004578 - .009849 - .001094 12 - .070044 .033416 - .000240 - .000747 - .001566 - .000000 13 - .223778 .106778 - .000490 - .001047 - .002193 - .000001 20 - .260959 .124525 - .000490 - .001047 - .002193 - .000001 21 - .199186 .095040 - .000453 - .001040 - .002180 -.000001 22 - .190507 .090898 -.000441 - .001035 - .002169 - .000001 23 .000000 .000000 .000000 .000000 .000000 .000000 30 - .440445 - .076689 - .310326 - .004744 - .002801 .002068 31 - .058738 .106741 - .006868 .000153 .000048 .000065 32 - .015413 .025798 - .005712 - .001018 - .000538 .000052 117 .008037 .033744 .006975 - .000068 .000926 .000058 120 .0000E+00 .0000E+00 .0000E+00 - .3921E-04 -.3307E-05 .0000E+00 122 .000029 .004038 .001283 - .000052 .000008 .000024 124 .001668 .011166 .002635 - .000102 .000020 .000049 127 .004326 .033744 .002633 - .000068 .000926 .000058 137 - .004395 .033752 - .002511 - .000069 .000927 .000189 140 .0000E+00 .0000E+00 .0000E+00 - .8856E-04 - .5517E-04 .0000E+00 141 - .001721 .002741 - .001012 - . 000072 - .000046 .000007 142 - .002939 .004046 - .002896 .000051 .000018 .000021 144 - .006484 .009125 - .005126 - .000430 - .000233 .000045 147 - .022939 .033760 - .007722 .001870 .000929 .000075 217 - .005476 .018863 .003692 - .000035 .000017 - .000153 227 .004323 .018863 .001483 - . 000035 .000017 - .000153 237 - .004393 .018862 - .001106 - .000035 - .000021 - .000237 320 .0000E+00 .0000E+00 .0000E+00 - .1624E-05 -.3550E-05 .0000E+00 322 .9328E-05 .4279E-05 .1043E-04 .3262E-05 .7753E-05 - .1188E-05 324 .001654 - .000828 .000015 .000009 .000019 - .000003 325 .002343 - .001176 .000016 .000009 . 000018 - .000004 326 .003364 - .001691 .000019 .000008 .000016 -.000005 327 . 004323 - .002168 .000019 .000009 .000018 - .000005 337 - .004396 - .002172 .000682 .000009 - .000048 .000182 340 .0000E+00 .0000E+00 .0000E+00 - .1610E-05 - .2979E-04 .0000E+00 342 - .002926 - .000004 .000656 .000004 - .000034 - .000030 343 - .004323 - .000232 .000920 .000008 - . 000042 -.000043 344 - .007526 - .000836 .001347 .000012 - .000067 - .000062 347 - .022924 - .002176 .001346 .000007 - .000114 - .000058 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 6 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York JOINT DISPLACEMENTS LOAD CONDITION 6 - DISPLACEMENTS "U" AND ROTATIONS "R" JOINT U(X) U(Y) U(Z) R(X) R(Y) R(Z) 10 .002030 .068741 - .175653 - .000510 - .000572 - .000219 11 - .001358 .061637 - .149154 - .000510 - .000572 - .000219 12 - .020827 .020827 - .000240 - .000434 - .000434 .000000 13 - .062656 .062655 - .000452 - .000627 - .000627 .000000 20 - .073566 .073564 - .000499 - .000646 - .000646 .000000 21 - .055769 .055768 - .000421 - .000610 - . 000610 .000000 22 - .053371 .053370 - .000410 - .000603 - .000603 .000000 23 .000000 .000000 .000000 .000000 .000000 .000000 30 .000000 .000000 .000000 .000000 .000000 .000000 31 .000000 .000000 .000000 .000000 .000000 .000000 32 .000000 .000000 .000000 .000000 .000000 .000000 117 .000000 .000000 .000000 .000000 .000000 .000000 120 .000000 .000000 .000000 .000000 .000000 .000000 122 .000000 .000000 .000000 .000000 .000000 .000000 124 .000000 .000000 .000000 .000000 .000000 .000000 127 .000000 .000000 .000000 .000000 .000000 .000000 137 .000000 .000000 .000000 .000000 .000000 .000000 140 .000000 .000000 .000000 .000000 .000000 .000000 141 .000000 .000000 .000000 .000000 .000000 .000000 142 .000000 .000000 .000000 .000000 .000000 .000000 144 .000000 .000000 .000000 .000000 .000000 .000000 147 .000000 .000000 .000000 .000000 .000000 .000000 217 .000000 .000000 .000000 .000000 .000000 .000000 227 .000000 .000000 .000000 .000000 .000000 .000000 237 .000000 .000000 .000000 .000000 .000000 .000000 320 .000000 .000000 .000000 .000000 .000000 .000000 322 .000000 .000000 .000000 .000000 .000000 .000000 324 .000000 . 000000 .000000 .000000 .000000 .000000 325 .000000 .000000 .000000 . 000000 .000000 .000000 326 .000000 .000000 . 000000 .000000 .000000 .000000 327 .000000 .000000 .000000 .000000 .000000 .000000 337 .000000 .000000 .000000 .000000 .000000 .000000 340 .000000 .000000 .000000 .000000 .000000 .000000 342 .000000 .000000 .000000 .000000 .000000 .000000 343 .000000 .000000 .000000 .000000 .000000 .000000 344 .000000 .000000 .000000 .000000 .000000 .000000 347 .000000 .000000 .000000 .000000 .000000 .000000 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 7 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York JOINT DISPLACEMENTS LOAD CONDITION 7 - DISPLACEMENTS "U" AND ROTATIONS "R" JOINT U(X) U(Y) U(Z) R(X) R(Y) R(Z) 10 - .116645 .062012 -1. 892842 - .010466 - .021961 - .000023 11 - .117006 .061254 -1.075971 - .008175 - .017158 - .000023 12 - .136460 .065095 - .001149 - .001516 - .003178 .000000 13 - .455692 .217378 - .002225 - .002185 - .004580 .000000 20 - .533354 .254425 - .002338 - .002185 - .004580 .000000 21 - .404260 .192843 - .002068 - .002171 - .004551 .000000 22 - .386119 .184189 - .002013 - .002159 - .004526 .000000 23 .000000 .000000 .000000 .000000 .000000 .000000 30 - .131185 .170713 - .569933 - .002460 - .001307 .000181 31 - .089552 .169108 - .015050 .000078 - .000008 .000095 32 - .013219 .024285 - .012464 - .001497 - .000765 .000069 117 .019385 .051247 .022500 - .000337 .001526 .000084 120 .0000E+00 .0000E+00 .0000E+00 - .6113E-04 .1623E-04 .0000E+00 122 .001484 .005187 .000603 - .000043 .000014 .000038 124 .003710 .011698 .001239 -.000134 .000042 .000079 127 .013990 .051247 - .001075 - .000500 .001526 .000084 137 - .000579 .051266 - .037936 - . 000155 .001527 .000322 140 .0000E+00 .0000E+00 . 0000E+00 .1208E-03 .1540E-03 .0000E+00 141 .003658 - .002745 - .002353 - .000026 - . 000013 .000009 142 - .005706 .005294 - .006113 - .000035 - .000088 .000027 144 - . 003944 .005380 - .011143 - .000391 - .000169 .000061 147 - .032060 .051285 - .016926 .003091 .001528 .000114 217 - .001233 .027781 - .052684 - . 000057 .000208 - .000239 227 . 014067 .027781 - .056310 - .000290 . 000208 - .000239 237 - .000575 . 027780 - .092602 - .000079 .000332 - .000373 320 .0000E+00 . 0000E+00 .0000E+00 .2424E-04 . 8202E-05 .0000E+00 322 .001509 - .001660 - .002434 .000004 . 000033 .000003 324 .002472 .001473 - .005204 - .000091 - .000074 .000001 325 - .000049 .004288 - .006264 .000019 .000045 .000001 326 .011243 - .003790 - .007448 .000110 .000157 .000000 327 .014174 - .005499 - .008047 - .000005 .000007 .000000 337 - .000581 - .005408 - .063661 .000017 - .000135 .000308 340 .0000E+00 .0000E+00 .0000E+00 - .1800E-04 - .2955E-04 .0000E+00 342 - .006958 - .002967 - .001580 .000136 -.000169 - .000051 343 - .013083 - .007993 - .002217 .000020 - .000050 - .000072 344 - .007009 .000599 - .002650 - .000147 .000085 - .000105 347 - .031969 - .005317 - .003873 .000130 - .000276 -.000090 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 8 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York JOINT DISPLACEMENTS LOAD CONDITION 8 - DISPLACEMENTS "U" AND ROTATIONS "R" JOINT U(X) U(Y) U(Z) R(X) R(Y) R(Z) 10 .074959 .047159 .259746 .000057 .001181 - .000214 11 .071650 .040219 .220489 .000057 .001181 - .000214 12 .052463 .000000 .000000 .000000 .001033 .000000 13 .144072 - .000002 .000000 .000000 .001247 .000000 20 .165219 - .000002 .000000 .000000 .001247 .000000 21 .130333 - .000001 .000000 .000000 .001247 .000000 22 .125455 - .000001 .000000 .000000 .001247 .000000 23 .000000 .000000 . 000000 .000000 .000000 .000000 30 .052141 - .013282 .029043 .000028 .000188 .000088 31 .068085 - .005094 .007661 .000032 .000186 - .000001 32 .053164 - .003262 .006520 .000015 .000220 -.000002 117 .052102 - .006921 .003980 .000021 .000179 - .000048 120 .0000E+00 .0000E+00 .0000E+00 .3699E-04 .1428E-03 .0000E+00 122 .013390 - .002745 .002215 .000013 .000148 - .000013 124 .028588 - .002944 .004549 .000006 .000164 - .000027 127 .055167 - .006921 .005309 .000021 .000179 - .000048 137 .063717 - .006924 .006887 .000021 .000179 - .000165 140 .0000E+00 .0000E+00 .0000E+00 .3807E-04 .2326E-03 .0000E+00 141 .007579 - .001213 .001616 .000035 .000235 - .000001 142 .022198 - .002796 .004622 .000013 .000252 - .000002 144 .047286 - .002984 .006126 .000006 .000238 - .000002 147 .077859 - .006928 .008488 .000035 .000179 -.000001 217 .056354 - .004350 - .000371 .000012 .000075 .000008 227 .055817 - .004350 .000375 .000012 .000075 .000008 237 .063717 - .004350 .001250 .000012 .000085 .000044 320 .0000E+00 .0000E+00 .0000E+00 .3054E-04 .1335E-03 .0000E+00 322 .013073 - .001916 - .003208 - .000000 .000155 - .000001 324 .028915 - .000316 - .004556 - .000013 .000155 - .000002 • 325 .034549 - .000070 - .005072 - .000002 .000151 - .000003 326 .044591 - .000197 - .005904 .000002 .000193 - .000004 327 .056642 - .000195 - .005904 - .000001 .000225 - .000004 337 .063720 - . 000191 - .005923 - .000000 .000225 -.000157 340 .0000E+00 .0000E+00 .0000E+00 .2943E-04 .2553E-03 .0000E+00 342 .023278 - .001858 - .002894 .000000 .000238 - .000002 343 .031991 - .001471 - .004060 - .000017 .000228 - .000003 344 .045496 - .000259 - .005943 - .000016 .000221 -.000004 347 .080123 - .000187 - .005942 .000007 .000226 - .000005 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 9 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York JOINT DISPLACEMENTS LOAD CONDITION 9 - DISPLACEMENTS "U" AND ROTATIONS "R" JOINT U(X) U(Y) U(Z) R(X) R(Y) R(Z) 10 .083761 .260199 - .202756 - .001771 - .000099 -.000796 11 .071428 .234338 - .172119 - .001771 - .000099 - .000796 12 .000000 .084608 .000000 - .001675 .000000 .000000 13 - .000003 .234510 .000000 - .002054 .000000 .000000 20 - .000003 .269345 .000000 - .002054 .000000 .000000 21 - .000002 .211878 .000000 - .002054 .000000 .000000 22 - .000002 .203700 .000000 - .002053 .000000 .000000 23 .000000 .000000 .000000 .000000 .000000 .000000 30 - .010404 .044823 - .032944 - .000148 - .000017 .000043 31 - .002623 .048819 -.005686 - .000148 - .000019 .000002 32 - .001656 .037456 - .004810 - .000160 - .000005 .000001 117 - .001797 .057973 .008894 - .000072 - .000021 .000005 120 .0000E+00 .0000E+00 .0000E+00 - .1917E-03 - .2670E-04 .0000E+00 122 - . 001851 .017121 .002096 - .000168 - .000005 .000001 124 - .001226 . 032291 .004305 - .000155 .000006 .000003 127 - .002105 .057973 .004305 - .000072 - .000021 .000005 137 - .002582 .057324 - .001032 - .000071 - .000021 .000011 140 .0000E+00 .0000E+00 .0000E+00 - .1720E-03 - .2884E-04 .0000E+00 141 - .000916 .005596 - .001171 - .000173 - .000026 .000000 142 - .002020 .016119 - .003351 - .000176 - .000007 .000000 144 - .001605 .033253 - .004507 - .000167 .000002 .000001 147 - .003729 .056675 - .006322 - .000145 - .000021 .000002 217 - .003298 .056095 .009115 - .000069 - .000006 -.000019 227 - .002107 .056095 .004695 - .000069 - .000006 - .000019 237 - .002582 .056094 - .000482 - .000069 - .000008 - .000025 320 .0000E+00 .0000E+00 .0000E+00 - .1420E-03 - .2767E-04 .0000E+00 322 - .001893 .014353 .003144 - .000180 - .000005 -.000002 324 - .001268 .032361 .004167 - .000147 .000004 -.000004 325 - .001312 .037011 .004559 - .000111 - .000005 - .000004 326 - .001774 .044173 .005190 -.000147 - .000008 - .000006 327 - .002108 .054109 .005190 - .000191 - .000005 - .000006 337 - .002582 .053381 .000222 - .000066 - .000013 .000011 340 .0000E+00 .0000E+00 .0000E+00 - .1539E-03 - .2805E-04 .0000E+00 342 - .001975 . 014633 - .002034 - .000165 - .000007 -.000000 343 - .001948 .020943 - .002855 - .000170 .000005 - .000001 344 - .001571 . 031019 - . 004178 - .000159 .000001 - .000001 347 - .003723 .052654 - .004746 - .000131 - .000021 - .000000 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 10 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York REACTIONS AND APPLIED FORCES LOAD CONDITION 1 - FORCES "F" AND MOMENTS "M" JOINT F(X) F(Y) F(Z) M(X) M(Y) M(Z) 10 .0000 . 0000 - .7760 .0000 .0000 .0000 11 .0000 .0000 .0000 .0000 .0000 .0000 12 .0000 .0000 .0000 .0000 .0000 .0000 13 .0000 .0000 .0000 .0000 .0000 .0000 20 .0000 .0000 - .7760 .0000 .0000 .0000 21 .0000 .0000 .0000 .0000 .0000 .0000 22 .0000E+00 .0000E+00 .0000E+00 .0000E+00 .2430E-11 .0000E+00 23 . 0000 .0000 3 .1304 104.9654 220.0396 .0000 30 .0000 .0000 - .7760 .0000 .0000 .0000 31 .0000 .0000 .0000 .0000 .0000 .0000 32 .0000 . 0000 .0000 .0000 .0000 .0000 117 .0000 .0000 .0000 .0000 .0000 .0000 120 .0081 - .7158 7.8139 .0000 .0000 - .0824 122 .0000 .0000 .0000 .0000 .0000 .0000 124 .0000 .0000 .0000 .0000 .0000 .0000 127 .0000 .0000 . 0000 .0000 .0000 .0000 137 .0000 .0000 .0000 .0000 .0000 .0000 140 - .7693 .7183 13 .0226 .0000 .0000 - .1182 141 1.4230 -1.3360 -2 .7590 .0000 .0000 .0000 142 -1.4230 1.3360 -1.7310 .0000 .0000 .0000 144 .0000 .0000 .0000 .0000 .0000 .0000 147 .0000 .0000 .0000 .0000 .0000 .0000 217 .0000 .0000 .0000 .0000 .0000 .0000 227 . 0000 .0000 .0000 .0000 .0000 .0000 237 .0000 .0000 .0000 .0000 .0000 .0000 320 - .0044 . 0173 9.8970 .0000 .0000 -.1402 322 . 0000 .0000 .0000 .0000 .0000 .0000 324 .0000 .0000 .0000 .0000 .0000 .0000 325 -1.3360 1.0750 -1.7600 .0000 .0000 .0000 326 1.3360 -1.0750 -1.3830 .0000 .0000 .0000 327 .0000 .0000 . 0000 .0000 .0000 .0000 337 .0000 .0000 .0000 .0000 .0000 .0000 340 .7657 - . 0198 8.2567 .0000 .0000 .1814 342 .0000 .0000 .0000 .0000 .0000 .0000 343 -1.3360 -1.3360 -2 .6720 .0000 .0000 .0000 344 1.3360 1.3360 -1.6440 .0000 .0000 .0000 347 .0000 .0000 .0000 .0000 .0000 .0000 TOTAL .7733E-14 - .1332E-14 .2784E+02 .1050E+03 .2200E+03 - .1594E+00 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 11 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York REACTIONS AND APPLIED FORCES LOAD CONDITION 2 - FORCES "F" AND MOMENTS "M" JOINT F(X) F(Y) F(Z) M(X) M(Y) M(Z) 10 .0000 .0000 .0000 .0000 .0000 .0000 11 .0000 .0000 .0000 .0000 .0000 .0000 12 .0000 .0000 .0000 .0000 .0000 .0000 13 .0000 .0000 .0000 .0000 .0000 .0000 20 .0000 .0000 .0000 .0000 .0000 .0000 21 .0000 .0000 .0000 .0000 .0000 .0000 22 .0000 .0000 .0000 .0000 .0000 .0000 23 .0000 .0000 .0000 .0000 .0000 .0000 30 .0000 . 0000 .0000 .0000 .0000 .0000 31 .0000 .0000 .0000 .0000 .0000 .0000 32 .0000 .0000 .0000 .0000 .0000 .0000 117 .0000 .0000 .0000 .0000 .0000 .0000 120 .0083 .0081 6.1941 .0000 .0000 .1649 122 .0000 .0000 .0000 .0000 .0000 .0000 124 .0000 .0000 .0000 .0000 .0000 .0000 127 .0000 .0000 .0000 .0000 .0000 .0000 137 .0000 .0000 .0000 .0000 .0000 .0000 140 .0393 - .0117 - .2202 .0000 .0000 .0105 141 .0000 .0000 .0000 .0000 .0000 .0000 142 .0000 .0000 .0000 .0000 .0000 .0000 144 .0000 .0000 .0000 .0000 .0000 .0000 147 .0000 .0000 .0000 .0000 .0000 .0000 217 .0000 .0000 . 0000 .0000 .0000 .0000 227 .0000 .0000 .0000 .0000 .0000 .0000 237 .0000 . 0000 .0000 .0000 .0000 .0000 320 - .0131 . 0415 1.9731 .0000 .0000 .0457 322 .0000 .0000 .0000 .0000 .0000 .0000 324 .0000 .0000 .0000 .0000 .0000 .0000 325 .0000 .0000 .0000 .0000 . 0000 .0000 326 .0000 .0000 .0000 .0000 .0000 .0000 327 .0000 .0000 .0000 .0000 . 0000 . 0000 337 .0000 .0000 .0000 .0000 .0000 .0000 340 - .0345 - . 0379 -12 .6726 .0000 .0000 - .0332 342 .0000 .0000 .0000 .0000 .0000 .0000 343 -2 .3780 -2 .3780 -4.7560 .0000 .0000 .0000 344 2 .3780 2 .3780 -3 .1740 .0000 .0000 .0000 347 . 0000 . 0000 . 0000 .0000 . 0000 .0000 TOTAL - .8370E-15 .1110E-15 .1269E+02 .1167E-12 - .8622E-13 .1880E+00 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 12 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York REACTIONS AND APPLIED FORCES LOAD CONDITION 3 - FORCES "F" AND MOMENTS "M" JOINT F(X) F(Y) F(Z) M(X) M(Y) M(Z) 10 .0000 .0000 .0000 .0000 .0000 .0000 11 .0000 .0000 .0000 .0000 .0000 .0000 12 .0000 .0000 .0000 . 0000 .0000 .0000 13 .0000 .0000 .0000 .0000 .0000 .0000 20 .0000 .0000 .0000 .0000 .0000 .0000 21 .0000 .0000 .0000 .0000 .0000 .0000 22 .0000 .0000 .0000 .0000 .0000 .0000 23 .0000 .0000 .0000 .0000 .0000 .0000 30 .0000 .0000 .0000 .0000 .0000 .0000 31 . 0000 .0000 . 0000 .0000 .0000 .0000 32 .0000 .0000 .0000 .0000 .0000 .0000 117 .0000 .0000 .0000 .0000 .0000 .0000 120 - .0135 -1.3432 - .6996 .0000 .0000 - .1147 122 .0000 .0000 .0000 .0000 .0000 .0000 124 .0000 .0000 .0000 .0000 .0000 . 0000 127 .0000 . 0000 . 0000 .0000 .0000 .0000 137 .0000 .0000 .0000 .0000 .0000 .0000 140 -1.4530 1.3486 13 .0660 .0000 .0000 - .0104 141 2 .5620 -2 .3780 -4.9400 .0000 .0000 .0000 142 -2 .5620 2 .3780 -3 .3580 .0000 .0000 .0000 144 .0000 .0000 .0000 .0000 .0000 . 0000 147 . 0000 . 0000 .0000 .0000 .0000 .0000 217 .0000 .0000 .0000 .0000 .0000 .0000 227 .0000 .0000 .0000 .0000 .0000 .0000 237 .0000 .0000 .0000 .0000 .0000 .0000 320 .0213 - .0150 10 .7548 .0000 .0000 - .2099 322 .0000 .0000 .0000 .0000 . 0000 .0000 324 .0000 .0000 .0000 .0000 .0000 .0000 325 -2 .3780 1.8280 -4 .2060 .0000 .0000 .0000 326 2 .3780 -1.8280 -2 .6240 .0000 .0000 .0000 327 .0000 .0000 .0000 .0000 .0000 .0000 337 .0000 .0000 .0000 .0000 .0000 .0000 340 1.4452 .0096 - .6644 .0000 .0000 -. 0281 342 .0000 .0000 .0000 .0000 .0000 .0000 343 .0000 .0000 .0000 .0000 .0000 .0000 344 .0000 .0000 .0000 .0000 .0000 .0000 347 .0000 .0000 .0000 .0000 .0000 .0000 TOTAL - .2616E-15 - .6245E-16 .7329E+01 -.7168E-13 .1464E-12 -.3631E+00 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 13 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York REACTIONS AND APPLIED FORCES LOAD CONDITION 4 - FORCES "F" AND MOMENTS "M" JOINT F(X) F(Y) F(Z) M(X) M(Y) M(Z) 10 - .6170 .2940 -1.1210 -7.9570 -16.6790 .0000 11 . 0000 .0000 .0000 .0000 .0000 .0000 12 .0000 .0000 .0000 .0000 .0000 .0000 13 .0000 . 0000 .0000 .0000 .0000 .0000 20 - .4840 .4840 -1.1210 -13 .0670 -13 .0670 .0000 21 .0000 .0000 .0000 .0000 .0000 .0000 22 .0000E+00 .0000E+00 .0000E+00 .0000E+00 .1620E-11 .0000E+00 23 1.1010 - .7780 2.2420 247 .6715 410.1389 -.0698 30 - .3120 .6080 -1.1210 -16.4390 -8 .4420 .0000 31 .0000 .0000 .0000 .0000 .0000 .0000 32 .0000 .0000 .0000 .0000 .0000 .0000 117 . 0000 .0000 .0000 .0000 .0000 .0000 120 .0002 - .5597 -2 .5891 .0000 .0000 - .2908 122 .0000 .0000 .0000 .0000 .0000 .0000 124 .0000 .0000 .0000 .0000 .0000 .0000 127 .0000 .0000 .0000 .0000 .0000 .0000 137 .0000 .0000 .0000 .0000 .0000 .0000 140 .0239 - .0450 5.0487 .0000 .0000 - .1452 141 .0000 .0000 .0000 .0000 .0000 .0000 142 .0000 .0000 .0000 .0000 .0000 .0000 144 .0000 . 0000 .0000 .0000 .0000 .0000 147 .0000 .0000 .0000 .0000 .0000 .0000 217 .0000 .0000 .0000 .0000 .0000 .0000 227 . 0000 .0000 .0000 .0000 .0000 .0000 237 .0000 .0000 .0000 .0000 .0000 .0000 320 .0037 - .0016 - .0182 .0000 .0000 .0144 322 .0000 .0000 .0000 .0000 .0000 .0000 324 .0000 .0000 .0000 .0000 .0000 .0000 325 .0000 .0000 .0000 .0000 .0000 .0000 326 .0000 .0000 .0000 .0000 .0000 .0000 327 .0000 .0000 .0000 .0000 .0000 .0000 337 .0000 .0000 .0000 .0000 .0000 .0000 340 .2843 - .0017 -1.3204 .0000 .0000 .3801 342 .0000 .0000 .0000 .0000 .0000 .0000 343 .0000 .0000 .0000 .0000 .0000 .0000 344 .0000 .0000 .0000 .0000 .0000 .0000 347 .0000 .0000 .0000 .0000 .0000 .0000 TOTAL .4768E-16 - .1223E-12 - .6732E-14 .2102E+03 .3720E+03 - .1112E+00 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 14 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York REACTIONS AND APPLIED FORCES LOAD CONDITION 5 - FORCES "F" AND MOMENTS "M" JOINT F(X) F(Y) F(Z) M(X) M(Y) M(Z) 10 - . 9280 .4430 -1.6830 -11.9450 -25.0410 .0000 11 .0000 .0000 .0000 .0000 .0000 .0000 12 .0000 .0000 .0000 .0000 .0000 .0000 13 .0000 .0000 .0000 .0000 .0000 .0000 20 .0000 .0000 .0000 .0000 .0000 .0000 21 .0000 .0000 .0000 .0000 .0000 .0000 22 .0000E+00 .0000E+00 .0000E+00 .2899E-11 .1279E-11 .0000E+00 23 .9280 - .4430 1.6830 222 .5462 466.4719 .0689 30 - .4700 .9140 -1.6830 -24.6800 -12 .6740 .0000 31 .0000 . 0000 .0000 .0000 .0000 .0000 32 .0000 .0000 .0000 .0000 .0000 .0000 117 .0000 .0000 .0000 .0000 .0000 .0000 120 .0003 - .8413 -3 .8894 .0000 .0000 - .4454 122 .0000 .0000 . 0000 .0000 .0000 .0000 124 .0000 .0000 .0000 .0000 .0000 .0000 127 .0000 .0000 .0000 .0000 .0000 .0000 137 . 0000 .0000 .0000 .0000 .0000 .0000 140 .0355 - .0678 7.5851 .0000 .0000 - .3681 141 .0000 .0000 .0000 .0000 .0000 .0000 142 .0000 .0000 .0000 .0000 .0000 .0000 144 .0000 .0000 .0000 .0000 .0000 .0000 147 .0000 .0000 .0000 .0000 .0000 .0000 217 .0000 .0000 .0000 .0000 .0000 .0000 227 .0000 .0000 .0000 .0000 .0000 .0000 237 .0000 .0000 .0000 .0000 .0000 .0000 320 .0055 - .0024 - .0273 .0000 .0000 .0207 322 .0000 .0000 .0000 .0000 .0000 .0000 324 .0000 .0000 .0000 .0000 .0000 .0000 325 .0000 .0000 .0000 .0000 . 0000 .0000 326 .0000 .0000 .0000 .0000 .0000 .0000 327 .0000 .0000 .0000 .0000 .0000 .0000 337 .0000 .0000 .0000 .0000 .0000 .0000 340 .4288 - .0025 -1.9854 .0000 .0000 .5605 342 .0000 .0000 .0000 .0000 .0000 .0000 343 .0000 .0000 .0000 .0000 .0000 .0000 344 .0000 .0000 .0000 .0000 .0000 .0000 347 .0000 .0000 .0000 .0000 .0000 .0000 TOTAL .7728E-14 - .9183E-14 .9794E-15 .1859E+03 .4288E+03 - .1634E+00 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 15 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York REACTIONS AND APPLIED FORCES LOAD CONDITION 6 - FORCES "F" AND MOMENTS "M" JOINT F(X) F(Y) F(Z) M(X) M(Y) M(Z) 10 .0000 .0000 .0000 .0000 .0000 .0000 11 .0000 .0000 .0000 .0000 .0000 .0000 12 .0000 .0000 .0000 .0000 .0000 .0000 13 .0000E+00 .0000E+00 .0000E+00 .1030E-11 .0000E+00 .0000E+00 20 - .7270 .7270 -1.6830 -19.6180 -19.6180 .0000 21 .0000 .0000 .0000 .0000 .0000 .0000 22 .0000E+00 .0000E+00 .0000E+00 .1030E-11 .0000E+00 .0000E+00 23 .7270 - .7270 1.6830 149.4922 149.4922 .0000 30 .0000 .0000 .0000 .0000 .0000 .0000 31 .0000 .0000 .0000 .0000 .0000 .0000 32 .0000 .0000 .0000 .0000 .0000 .0000 117 .0000 .0000 .0000 .0000 .0000 .0000 120 .0000 . 0000 .0000 .0000 .0000 .0000 122 .0000 .0000 .0000 .0000 .0000 .0000 124 .0000 .0000 .0000 . 0000 .0000 .0000 127 .0000 .0000 .0000 .0000 .0000 .0000 137 .0000 .0000 .0000 .0000 .0000 .0000 140 .0000 . 0000 .0000 . 0000 .0000 .0000 141 .0000 .0000 .0000 .0000 .0000 .0000 142 .0000 . 0000 .0000 .0000 .0000 .0000 144 .0000 .0000 .0000 .0000 .0000 .0000 147 .0000 .0000 .0000 .0000 .0000 .0000 217 .0000 .0000 .0000 .0000 .0000 .0000 227 .0000 .0000 .0000 .0000 .0000 .0000 237 .0000 .0000 .0000 .0000 .0000 .0000 320 .0000 .0000 .0000 .0000 .0000 .0000 322 .0000 .0000 .0000 .0000 .0000 .0000 324 .0000 .0000 .0000 .0000 .0000 .0000 325 .0000 .0000 .0000 .0000 .0000 .0000 326 .0000 .0000 .0000 .0000 .0000 .0000 327 .0000 .0000 .0000 .0000 .0000 .0000 337 .0000 .0000 .0000 .0000 .0000 .0000 340 .0000 .0000 .0000 .0000 .0000 .0000 342 .0000 .0000 .0000 .0000 . 0000 .0000 343 .0000 .0000 .0000 .0000 .0000 .0000 344 .0000 .0000 .0000 .0000 . 0000 .0000 347 .0000 .0000 .0000 .0000 .0000 .0000 TOTAL .7105E-14 - .4441E-14 .2220E-15 .1299E+03 .1299E+03 .1204E-11 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 16 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York REACTIONS AND APPLIED FORCES LOAD CONDITION 7 - FORCES "F" AND MOMENTS "M" JOINT F(X) F(Y) F(Z) M(X) M(Y) M(Z) 10 .0000 .0000 -4.0270 .0000 .0000 .0000 11 .0000 .0000 .0000 .0000 .0000 .0000 12 .0000 .0000 .0000 .0000 .0000 .0000 13 .0000E+00 .0000E+00 .0000E+00 - .2144E-11 - .7752E-11 .0000E+00 20 .0000 .0000 -4 .0270 .0000 .0000 .0000 21 .0000E+00 - .1398E-11 .0000E+00 - .3453E-11 - .1364E-11 .0000E+00 22 - .1318E-11 .1032E-11 .0000E+00 .5926E-11 .2728E-11 .0000E+00 23 .0000 . 0000 8.0540 412 .8803 865.5312 .0000 30 .0000 .0000 -4 .0270 .0000 .0000 .0000 31 .0000 .0000 .0000 .0000 .0000 .0000 32 .0000 .0000 .0000 .0000 .0000 .0000 117 .0000 .0000 .0000 .0000 .0000 .0000 120 - .0024 - .5752 -1. 9311 .0000 .0000 - .6608 122 .0000 .0000 .0000 .0000 .0000 .0000 124 .0000 .0000 .0000 .0000 .0000 .0000 127 .0000 .0000 .0000 .0000 .0000 .0000 137 .0000 .0000 .0000 .0000 .0000 .0000 140 - .6639 .5831 17 .6321 .0000 .0000 - .4615 141 1.2910 -1.1990 -2 .4900 .0000 .0000 .0000 142 -1.2910 1.1990 -1.6920 .0000 .0000 .0000 144 .0000 .0000 .0000 .0000 .0000 .0000 147 .0000 .0000 .0000 .0000 .0000 .0000 217 .0000 .0000 .0000 .0000 .0000 .0000 227 .0000 .0000 .0000 .0000 .0000 .0000 237 .0000 .0000 .0000 .0000 .0000 .0000 320 .0121 .0096 6.3763 .0000 .0000 - .0471 322 .0000 .0000 .0000 .0000 .0000 .0000 324 .0000 .0000 .0000 .0000 .0000 .0000 325 -1.1990 .9210 -2 .1200 .0000 .0000 .0000 326 1.1990 - .9210 -1.3220 .0000 .0000 .0000 327 .0000 .0000 .0000 .0000 .0000 .0000 337 .0000 .0000 .0000 .0000 .0000 .0000 340 .6542 - .0175 3 .6565 .0000 .0000 .9016 342 .0000 .0000 .0000 .0000 .0000 .0000 343 -1.1990 -1.1990 -2 .3970 .0000 .0000 .0000 344 1.1990 1.1990 -1.6000 .0000 .0000 .0000 347 .0000 .0000 .0000 .0000 .0000 .0000 TOTAL .2787E-13 - .4413E-14 .1009E+02 .4129E+03 .8655E+03 -.2678E+00 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 17 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York REACTIONS AND APPLIED FORCES LOAD CONDITION 8 - FORCES "F" AND MOMENTS "M" JOINT F(X) F(Y) F(Z) M(X) M(Y) M(Z) 10 .0000 .0000 .0000 .0000 .0000 .0000 11 .0000 .0000 .0000 .0000 .0000 .0000 12 .0000 . 0000 .0000 .0000 .0000 .0000 13 .0000 .0000 .0000 .0000 .0000 .0000 20 .0000 .0000 .0000 .0000 .0000 .0000 21 .0000 .0000 .0000 .0000 .0000 .0000 22 2 .7090 .0000 .0000 .0000 .0000 .0000 23 -2 .7090 .0000 .0000 .0000 -397.5728 .0000 30 .0000 .0000 .0000 .0000 .0000 .0000 31 .0000 .0000 . 0000 .0000 .0000 .0000 32 .0000 .0000 . 0000 .0000 .0000 .0000 117 .0000 .0000 .0000 .0000 .0000 .0000 120 -4 .1662 - .0141 -8.4032 .0000 .0000 .1961 122 .1930 . 0000 .0000 .0000 .0000 .0000 124 .2515 .0000 .0000 .0000 .0000 .0000 127 1.6315 .0000 .0000 .0000 .0000 .0000 137 .0000 .0000 . 0000 .0000 .0000 .0000 140 .0092 .0121 -12 .1063 .0000 .0000 .0306 141 .0000 .0000 .0000 .0000 . 0000 .0000 142 .6795 .0000 .0000 . 0000 .0000 .0000 144 1.1355 .0000 .0000 .0000 .0000 .0000 147 1.8240 .0000 .0000 .0000 .0000 .0000 217 .0000 .0000 .0000 .0000 .0000 .0000 227 .0000 .0000 .0000 .0000 .0000 .0000 237 .0000 . 0000 .0000 .0000 .0000 .0000 320 .0106 .0150 8.4032 .0000 .0000 .0250 322 . 1930 .0000 .0000 .0000 .0000 .0000 324 .2515 .0000 .0000 .0000 . 0000 .0000 325 .0000 . 0000 .0000 .0000 .0000 .0000 326 . 0000 .0000 .0000 .0000 .0000 .0000 327 1.6315 .0000 .0000 .0000 . 0000 .0000 337 .0000 .0000 .0000 .0000 .0000 .0000 340 -7 .2836 - . 0129 12 .1063 .0000 .0000 - .0156 342 .6795 .0000 .0000 .0000 . 0000 .0000 343 .0000 .0000 . 0000 .0000 .0000 .0000 344 1.1355 .0000 .0000 .0000 .0000 .0000 347 1.8240 .0000 .0000 .0000 .0000 .0000 TOTAL .8882E-15 .1406E-14 .1708E-14 - .1495E-12 - .3976E+03 .2361E+00 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 18 PROGRAM:SAP90/FILE:2740.SOL 2740 - Six Flags Great Escape, Queensbury, New York REACTIONS AND APPLIED FORCES LOAD CONDITION 9 - FORCES "F" AND MOMENTS "M" ZO-a09£E' TT-3E6ST' E0+S6LE9' T7T-EL8TT7' ZT-astst- TT-SZ6EL' 'IK,LO,L 0000' 0000' 0000' 0000' 06ZZ'T 0000' L6E 0000' 0000' 0000' 0000' S8E6' 0000' T7tE 0000' 0000' 0000' 0000' 0000' 0000' Er£ 0000' 0000' 0000' 0000' SEST' 0000' ZtE Z800' 0000' 0000' 65£Z'8 TT99'T7- ZITO' - OtE 0000' 0000' 0000' 0000' 0000' 0000' LEE 0000' 0000' 0000' 0000' 06ZZ'T 0000 ' LZE 0000' 0000' 0000' 0000' 0000' 0000' 9ZE 0000' 0000' 0000' 0000' 0000' 0000' SZE 0000' 0000' 0000' 0000' S8E6' 0000' tZE 0000' 0000' 0000' 0000' SEST' 0000' ZZ£ 9TE0' 0000' 0000' 6SEZ' 8- 98T0' OTTO' OZE 0000' 0000' 0000' 0000' 0000' 0000' LEZ 0000' 0000' 0000' 0000' 0000' 0000' LZZ 0000' 0000' 0000' 0000' 0000' 0000' LIZ 0000' 0000' 0000' 0000' SZOt'T 0000' LvT 0000' 0000' 0000' 0000' OZ09' 0000' ttI 0000' 0000' 0000' 0000' OZf79' 0000' ZIT 0000' 0000' 0000' 0000' 0000' 0000' ItI t000' 0000' 0000' L8LL'8 6T00' LOU' Ott 0000' 0000' 0000' 0000' 0000' 0000' LET 0000' 0000' 0000' 0000' SZOi7'T 0000' LZT 0000' 0000' 0000' 0000' 0E09' 0000' TiZT 0000' 0000' 0000' 0000' OZT79' 0000' ZZI 69E0' - 0000' 0000' LSLL'8- Si76Z' S- 90T0' - OZT 0000' 0000' 0000' 0000' 0000' 0000' LIT 0000' 0000' 0000' 0000' 0000' 0000' Z£ 0000' 0000' 0000' 0000' 0000' 0000' TE 0000' 0000' 0000' 0000' 0000' 0000' OE 0000' 0000' ZSi76'LE9 0000' OfiEZ' t- 0000' EZ 00+s0000' 00+a0000' TT-a0ZLE' - 00+a0000' II-aL8ZT' 00+H0000' ZZ 0000' 0000' 0000' 0000' 0T7EZ'i7 0000' TZ 0000' 0000' 0000' 0000' 0000' 0000' OZ 0000' 0000' 0000' 0000' 0000' 0000' ET 0000' 0000' 0000' 0000' 0000' 0000' ZI 0000' 0000' 0000' 0000' 0000' 0000' TT 0000' 0000' 0000' 0000' 0000' 0000' OI (VW (A)w (X)W (Z)3 (x)d (X)3 ,LNIOP $$$$$$$ $$$$$$$ $$$$$$ $$$$$$$ $$$$$$$$$$ $$ $$$$$$$$$ $$$$$$$$$ $$$$$$$$$ $$$$$$$$$ $$$$$$$$$$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$$$$$$$ $$$$$$$$$ $$$$$$$$$ $$$$$$$$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$ $$$$$$$$$$ $$ $$ $$ $$$$$$$$$$ $$ $$$$$$$$$ $$$$$$$$ $$ $$ $$ $$$$$$$$ $$ $$$$$$$$$ AISC STRESS CHECK FOR SAP90 VERSION 5.30 Copyright (C) 1986-1991 ASHRAF HABIBULLAH AND EDWARD L. WILSON All rights reserved C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 1 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York CONTROL DATA EXECUTION MODE 0 STRESS CHECK TYPE 1 LIVE LOAD CONDITION NUMBER 0 PRINT SUPPRESSION FLAG 0 OVERRIDE FLAG FOR UNITY K-FACTORS - - 0 TYPE OF UNITS E INTERACTION STRESS RATIO CUTOFF - - - .0005 SHEAR STRESS RATIO CUTOFF . 0005 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 2 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 1 1 1.000 2 1 1.000 2 1.000 3 1 1.000 3 1.000 4 1 1.000 2 1.000 3 1. 000 5 1 1.000 4 1.000 6 1 1.000 2 1. 000 4 1.000 7 1 1. 000 3 1.000 4 1.000 8 1 1. 000 2 1.000 3 1.000 4 1.000 9 1 1.000 4 1.000 5 1.000 10 1 1.000 2 1.000 4 1.000 5 1.000 11 1 1.000 3 1.000 4 1.000 5 1.000 12 1 1.000 2 1.000 3 1.000 4 1.000 5 1.000 13 1 1.000 4 1.000 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 3 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 6 1.000 14 1 1.000 2 1.000 4 1.000 6 1.000 15 1 1.000 3 1.000 4 1.000 6 1.000 16 1 1.000 2 1.000 3 1.000 4 1.000 6 1.000 17 1 1.000 7 1.000 18 1 1.000 8 1.000 19 1 1.000 8 .707 9 .707 20 1 1.000 9 1.000 21 1 1. 000 8 - .707 9 .707 22 1 1.000 8 -1.000 23 1 1.000 8 - .707 9 - .707 24 1 1.000 9 -1.000 25 1 1.000 8 .707 9 - .707 26 1 .600 8 1.000 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 4 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 27 1 .600 8 .707 9 .707 28 1 .600 9 1.000 29 1 .600 8 - .707 9 .707 30 1 .600 8 -1.000 31 1 .600 8 - .707 9 - .707 32 1 .600 9 -1.000 33 1 .600 8 .707 9 - .707 34 1 1.000 2 .750 8 .750 35 1 1.000 3 .750 8 .750 36 1 1.000 2 .750 3 .750 8 .750 37 1 1.000 4 .750 8 .750 38 1 1.000 2 .750 4 .750 8 .750 39 1 1.000 3 .750 4 .750 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 5 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 8 .750 40 1 1.000 2 .750 3 . 750 4 .750 8 .750 41 1 1.000 4 .750 5 .750 8 .750 42 1 1.000 2 .750 4 .750 5 .750 8 .750 43 1 1.000 3 .750 4 . 750 5 .750 8 .750 44 1 1.000 2 .750 3 .750 4 .750 5 .750 8 .750 45 1 1.000 4 .750 6 .750 8 .750 46 1 1.000 2 .750 4 .750 6 .750 8 .750 47 1 1.000 3 .750 4 .750 6 .750 8 .750 48 1 1.000 2 .750 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 6 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 3 .750 4 .750 6 . 750 8 .750 49 1 1.000 7 .750 8 .750 50 1 1.000 2 .750 8 .530 9 .530 51 1 1. 000 3 .750 8 .530 9 .530 52 1 1.000 2 .750 3 .750 8 .530 9 .530 53 1 1.000 4 .750 8 .530 9 .530 54 1 1.000 2 .750 4 .750 8 .530 9 .530 55 1 1.000 3 .750 4 .750 8 .530 9 .530 56 1 1.000 2 .750 3 .750 4 .750 8 .530 9 .530 57 1 1.000 4 .750 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 7 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 5 .750 8 .530 9 .530 58 1 1.000 2 .750 4 .750 5 .750 8 .530 9 .530 59 1 1.000 3 .750 4 .750 5 .750 8 .530 9 .530 60 1 1.000 2 .750 3 .750 4 .750 5 .750 8 .530 9 .530 61 1 1.000 4 .750 6 .750 8 .530 9 .530 62 1 1.000 2 .750 4 .750 6 .750 8 .530 9 .530 63 1 1.000 3 .750 4 .750 6 .750 8 .530 9 .530 64 1 1.000 2 .750 3 .750 4 .750 6 .750 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 8 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 8 .530 9 .530 65 1 1.000 7 .750 8 .530 9 .530 66 1 1.000 2 .750 9 .750 67 1 1.000 3 .750 9 .750 68 1 1.000 2 .750 3 .750 9 .750 69 1 1.000 4 .750 9 .750 70 1 1.000 2 .750 4 .750 9 .750 71 1 1.000 3 .750 4 .750 9 .750 72 1 1.000 2 .750 3 .750 4 .750 9 .750 73 1 1.000 4 .750 5 .750 9 .750 74 1 1.000 2 .750 4 .750 5 .750 9 .750 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 9 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 75 1 1.000 3 .750 4 .750 5 .750 9 .750 76 1 1.000 2 .750 3 .750 4 .750 5 .750 9 .750 77 1 1.000 4 .750 6 .750 9 .750 78 1 1.000 2 .750 4 .750 6 .750 9 .750 79 1 1.000 3 .750 4 . 750 6 .750 9 .750 80 1 1.000 2 .750 3 .750 4 .750 6 .750 9 .750 81 1 1.000 7 .750 9 .750 82 1 1.000 2 .750 8 - .530 9 .530 83 1 1.000 3 .750 8 - .530 9 .530 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 10 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 84 1 1.000 2 .750 3 .750 8 - .530 9 .530 85 1 1.000 4 .750 8 - .530 9 .530 86 1 1.000 2 .750 4 .750 8 - .530 9 .530 87 1 1.000 3 .750 4 .750 8 -.530 9 .530 88 1 1.000 2 .750 3 .750 4 .750 8 - .530 9 .530 89 1 1.000 4 .750 5 .750 8 - .530 9 .530 90 1 1.000 2 .750 4 .750 5 .750 8 - .530 9 .530 91 1 1.000 3 .750 4 .750 5 .750 8 - .530 9 .530 92 1 1.000 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 11 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 2 .750 3 .750 4 .750 5 .750 8 - .530 9 .530 93 1 1.000 4 .750 6 .750 8 -.530 9 .530 94 1 1.000 2 .750 4 .750 6 .750 8 - .530 9 .530 95 1 1.000 3 .750 4 .750 6 .750 8 -.530 9 .530 96 1 1.000 2 .750 3 .750 4 .750 6 .750 8 -.530 9 .530 97 1 1.000 7 .750 8 -.530 9 .530 98 1 1.000 2 .750 8 -.750 99 1 1.000 3 .750 8 -.750 100 1 1.000 2 .750 3 .750 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 12 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 8 - .750 101 1 1. 000 4 .750 8 - .750 102 1 1.000 2 .750 4 .750 8 - .750 103 1 1.000 3 .750 4 .750 8 - .750 104 1 1.000 2 .750 3 .750 4 .750 8 - .750 105 1 1.000 4 .750 5 .750 8 - .750 106 1 1.000 2 .750 4 .750 5 .750 8 -.750 107 1 1.000 3 .750 4 .750 5 .750 8 - .750 108 1 1.000 2 .750 3 .750 4 .750 5 .750 8 -.750 109 1 1. 000 4 .750 6 .750 8 - .750 110 1 1.000 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 13 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 2 .750 4 .750 6 .750 8 - .750 111 1 1.000 3 .750 4 .750 6 .750 8 - .750 112 1 1. 000 2 .750 3 .750 4 .750 6 .750 8 - .750 113 1 1.000 7 .750 8 - .750 114 1 1.000 2 .750 8 -.530 9 - .530 115 1 1.000 3 .750 8 - .530 9 - .530 116 1 1.000 2 .750 3 .750 8 - .530 9 -.530 117 1 1.000 4 .750 8 - .530 9 - .530 118 1 1.000 2 .750 4 .750 8 - .530 9 - .530 119 1 1.000 3 .750 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 14 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 4 .750 8 - .530 9 - .530 120 1 1.000 2 .750 3 .750 4 .750 8 - .530 9 - .530 121 1 1.000 4 .750 5 .750 8 - .530 9 - .530 122 1 1.000 2 .750 4 .750 5 .750 8 - .530 9 -.530 123 1 1.000 3 .750 4 .750 5 .750 8 -.530 9 - .530 124 1 1.000 2 .750 3 .750 4 .750 5 .750 8 - .530 9 - .530 125 1 1.000 4 .750 6 .750 8 - .530 9 - .530 126 1 1. 000 2 .750 4 .750 6 .750 8 - .530 9 - .530 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 15 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 127 1 1.000 3 .750 4 .750 6 .750 8 - .530 9 - .530 128 1 1. 000 2 .750 3 .750 4 .750 6 .750 8 - .530 9 - .530 129 1 1.000 7 .750 8 - .530 9 - .530 130 1 1.000 2 .750 9 - .750 131 1 1.000 3 .750 9 - .750 132 1 1.000 2 .750 3 .750 9 - .750 133 1 1.000 4 .750 9 - .750 134 1 ' 1.000 2 .750 4 .750 9 - .750 135 1 1.000 3 .750 4 .750 9 - .750 136 1 1.000 2 .750 3 .750 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 16 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 4 .750 9 - .750 137 1 1. 000 4 .750 5 .750 9 - .750 138 1 1.000 2 .750 4 .750 5 .750 9 - .750 139 1 1.000 3 .750 4 .750 5 .750 9 - .750 140 1 1. 000 2 .750 3 .750 4 .750 5 .750 9 - .750 141 1 1.000 4 .750 6 .750 9 - .750 142 1 1.000 2 .750 4 .750 6 .750 9 - .750 143 1 1.000 3 .750 4 .750 6 .750 9 - .750 144 1 1.000 2 .750 3 .750 4 .750 6 .750 9 - .750 145 1 1.000 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 17 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 7 .750 9 - .750 146 1 1.000 2 .750 8 .530 9 - .530 147 1 1.000 3 .750 8 .530 9 - .530 148 1 1.000 2 .750 3 .750 8 .530 9 - .530 149 1 1.000 4 .750 8 .530 9 - .530 150 1 1.000 2 .750 4 .750 8 .530 9 - .530 151 1 1.000 3 .750 4 .750 8 .530 9 - .530 152 1 1.000 2 .750 3 .750 4 .750 8 .530 9 - .530 153 1 1.000 4 .750 5 .750 8 .530 9 - .530 154 1 1.000 2 .750 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 18 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 4 .750 5 .750 8 .530 9 - .530 155 1 1.000 3 .750 4 .750 5 .750 8 .530 9 - .530 156 1 1.000 2 .750 3 .750 4 .750 5 .750 8 .530 9 - .530 157 1 1.000 4 .750 6 .750 8 .530 9 - .530 158 1 1.000 2 .750 4 . 750 6 .750 8 .530 9 - .530 159 1 1.000 3 .750 4 .750 6 .750 8 .530 9 - .530 160 1 1.000 2 .750 3 .750 4 .750 6 .750 8 .530 9 - .530 161 1 1.000 7 .750 8 .530 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 19 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York LOAD CONDITION COMBINATION MULTIPLIERS COMBINATION CONDITION FACTOR 9 - .530 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 20 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York SECTION PROPERTY DATA PROP SECTION DEPTH FLANGE FLANGE WEB FLANGE FLANGE ID TYPE WIDTH THICK THICK WIDTH THICK TOP TOP BOTTOM BOTTOM 1 PS4 4.500 4.500 .237 .237 2 PS5 5.560 5.563 .258 .258 3 PS6 6.630 6.625 .280 .280 4 PS8 8 .630 8.625 .322 .322 5 PE8 8.630 8.625 .500 .500 6 PD8 8.630 8.625 .875 .875 7 P 18. 000 18.000 .375 .375 8 TS4X4X1/4 4.000 4.000 .250 .250 9 T85X5X1/4 5.000 5.000 .250 .250 10 TS6X6X1/4 6.000 6.000 .250 .250 11 T87X7X1/4 7.000 7.000 .250 .250 12 TS8X8X1/4 8. 000 8. 000 .250 .250 13 TS10X10X1/4 10.000 10.000 .250 .250 14 W8X10 7.890 3 .940 .205 .170 15 W10X12 9.870 3.960 .210 .190 16 W12X14 11. 910 3 .970 .225 .200 17 W12X16 11.990 3 .990 .265 .220 18 W12X19 12 . 160 4.005 .350 .235 19 W10X22 10.170 5 .750 .360 .240 20 W12X22 12 .310 4.030 .425 .260 21 W14X22 13 .740 5 .000 .335 .230 22 W12X26 12 .220 6.490 .380 .230 23 W14X26 13 .910 5.025 .420 .255 24 W16X26 15.690 5.500 .345 .250 25 W12X30 12 .340 6.520 .440 .260 26 W14X30 13 .840 6.730 .385 .270 27 W16X31 15. 880 5.525 .440 .275 28 W14X34 13 .980 6.745 .455 .285 29 W18X35 17 .700 6.000 .425 .300 30 W16X40 16.010 6 .995 .505 .305 31 W18X40 17.900 6.015 .525 .315 32 W21X44 20.660 6.500 .450 .350 33 W18X50 17 .990 7 .495 .570 .355 34 W21X50 20 .830 6.530 .535 .380 35 W18X55 18.110 7.530 .630 .390 36 W24X55 23 .570 7.005 .505 .395 37 W21X62 20.990 8 .240 .615 .400 38 W24X62 23.740 7.040 .590 .430 39 W21X68 21.130 8.270 .685 .430 40 W24X68 23 .730 8.965 .585 .415 41 W24X76 23 .920 8 .990 .680 .440 42 W24X84 24.100 9.020 .770 .470 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 21 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York SECTION PROPERTY DATA PROP SEC AREA MOMENTS OF INERTIA SHEAR AREAS ID TYP I33 I22 A2 A3 1 PS .3170E+01 .72300E+01 .72300E+01 .1590E+01 .1590E+01 2 PS .4300E+01 . 15200E+02 . 15200E+02 .2150E+01 .2150E+01 3 PS .5580E+01 .28100E+02 .28100E+02 .2790E+01 .2790E+01 4 PS .8400E+01 .72500E+02 .72500E+02 .4200E+01 .4200E+01 5 PE .1280E+02 .10600E+03 .10600E+03 .6400E+01 .6400E+01 6 PD .2130E+02 .16200E+03 .16200E+03 .1065E+02 . 1065E+02 7 P .2076E+02 .80663E+03 .80663E+03 . 1038E+02 .1038E+02 8 TS .3590E+01 .82200E+01 .82200E+01 .2000E+01 .2000E+01 9 TS .4590E+01 .16900E+02 .16900E+02 .2500E+01 .2500E+01 10 TS .5590E+01 .30300E+02 .30300E+02 .3000E+01 .3000E+01 11 TS .6590E+01 .49400E+02 .49400E+02 .3500E+01 .3500E+01 12 TS .7590E+01 .75100E+02 .75100E+02 .4000E+01 .4000E+01 13 TS .9590E+01 . 15100E+03 . 15100E+03 .5000E+01 .5000E+01 14 W .2960E+01 .30800E+02 .20900E+01 . 1340E+01 . 1350E+01 15 W .3540E+01 .53800E+02 .21800E+01 .1880E+01 .1390E+01 16 W .4160E+01 . 88600E+02 .23600E+01 .2380E+01 .1490E+01 17 W .4710E+01 .10300E+03 .28200E+01 .2640E+01 .1760E+01 18 W .5570E+01 .13000E+03 .37600E+01 .2860E+01 .2340E+01 19 W .6490E+01 . 11800E+03 .11400E+02 .2440E+01 .3450E+01 20 W .6480E+01 . 15600E+03 .46600E+01 .3200E+01 .2850E+01 21 W .6490E+01 .19900E+03 .70000E+01 .3160E+01 .2790E+01 22 W .7650E+01 .20400E+03 .17300E+02 .2810E+01 .4110E+01 23 W .7690E+01 .24500E+03 .89100E+01 .3550E+01 .3520E+01 24 W .7680E+01 .30100E+03 .95900E+01 .3920E+01 .3160E+01 25 W .8790E+01 .23800E+03 .20300E+02 .3210E+01 .4780E+01 26 W .8850E+01 .29100E+03 . 19600E+02 .3740E+01 .4320E+01 27 W .9120E+01 .37500E+03 .12400E+02 .4370E+01 .4050E+01 28 W .1000E+02 .34000E+03 .23300E+02 .3980E+01 .5110E+01 29 W .1030E+02 .51000E+03 .15300E+02 .5310E+01 .4250E+01 30 W .1180E+02 .51800E+03 .28900E+02 .4880E+01 .5890E+01 31 W . 1180E+02 .61200E+03 . 19100E+02 .5640E+01 .5260E+01 32 W . 1300E+02 .84300E+03 .20700E+02 .7230E+01 .4880E+01 33 W .1470E+02 .80000E+03 .40100E+02 .6390E+01 .7120E+01 34 W .1470E+02 .98400E+03 .24900E+02 .7920E+01 .5820E+01 35 W .1620E+02 .89000E+03 .44900E+02 .7060E+01 .7910E+01 36 W .1620E+02 . 13500E+04 .29100E+02 . 9310E+01 .5900E+01 37 W . 1830E+02 . 13300E+04 .57500E+02 . 8400E+01 . 8450E+01 38 W . 1820E+02 . 15500E+04 .34500E+02 .1021E+02 .6920E+01 39 W .2000E+02 .14800E+04 .64700E+02 .9090E+01 .9440E+01 40 W .2010E+02 .18300E+04 .70400E+02 .9850E+01 .8740E+01 41 W .2240E+02 .21000E+04 .82500E+02 .1052E+02 . 1019E+02 42 W .2470E+02 .23700E+04 .94400E+02 .1133E+02 .1158E+02 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 22 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York SECTION PROPERTY DATA PROP SEC SECTION MODULI PLASTIC MODULI RADII OF GYRATION ID TYP S33 S22 Z33 Z22 R33 R22 1 PS .3213E+01 .3213E+01 .4310E+01 .4310E+01 1.510 1.510 2 PS .5468E+01 .5465E+01 .7270E+01 . 7270E+01 1.880 1.880 3 PS .8477E+01 . 8483E+01 .1120E+02 . 1120E+02 2.244 2.244 4 PS .1680E+02 .1681E+02 .2220E+02 .2220E+02 2 .938 2 .938 5 PE ,2457E+02 .2458E+02 .3300E+02 .3300E+02 2 .878 2 .878 6 PD .3754E+02 .3757E+02 .5280E+02 .5280E+02 2 .758 2.758 7 P .8963E+02 .8963E+02 .1165E+03 .1165E+03 6.233 6.233 8 TS .4110E+01 .4110E+01 .4970E+01 .4970E+01 1.513 1.513 9 TS .6760E+01 .6760E+01 .8070E+01 .8070E+01 1.919 1.919 10 TS .1010E+02 .1010E+02 .1190E+02 .1190E+02 2 .328 2 .328 11 TS .1411E+02 .1411E+02 .1650E+02 .1650E+02 2 .738 2 .738 12 TS .1877E+02 .1877E+02 .2190E+02 .2190E+02 3 .146 3 .146 13 TS .3020E+02 .3020E+02 .3490E+02 .3490E+02 3 .968 3.968 14 W .7807E+01 . 1061E+01 . 8870E+01 . 1660E+01 3 .226 .840 15 W .1090E+02 . 1101E+01 . 1260E+02 . 1740E+01 3 .898 .785 16 W .1488E+02 .1189E+01 .1740E+02 .1900E+01 4.615 .753 17 W .1718E+02 .1414E+01 .2010E+02 .2260E+01 4.676 .774 18 W .2138E+02 .1878E+01 .2470E+02 .2980E+01 4.831 .822 19 W .2321E+02 .3965E+01 .2600E+02 .6100E+01 4 .264 1.325 20 W .2535E+02 .2313E+01 .2930E+02 .3660E+01 4 .907 .848 21 W .2897E+02 .2800E+01 .3320E+02 .4390E+01 5.537 1.039 22 W .3339E+02 .5331E+0l .3720E+02 .8170E+01 5.164 1.504 23 W .3523E+02 .3546E+01 .4020E+02 .5540E+01 5.644 1.076 24 W .3837E+02 .3487E+01 .4420E+02 .5480E+01 6.260 1.117 25 W .3857E+02 .6227E+01 .4310E+02 .9560E+01 5.203 1.520 26 W .4205E+02 .5825E+01 .4730E+02 .8990E+01 5.734 1.488 27 W .4723E+02 .4489E+01 .5400E+02 .7030E+01 6.412 1.166 28 W .4864E+02 .6909E+01 .5460E+02 .1060E+02 5 .831 1.526 29 W .5763E+02 .5100E+01 .6650E+02 .8060E+01 7 .037 1.219 30 W .6471E+02 .8263E+01 .7290E+02 .1270E+02 6.626 1.565 31 W .6838E+02 .6351E+01 .7840E+02 .9950E+01 7.202 1.272 32 W .8161E+02 .6369E+01 .9540E+02 .1020E+02 8.053 1.262 33 W .8894E+02 . 1070E+02 .1010E+03 ,1660E+02 7.377 1.652 34 W .9448E+02 .7626E+01 .1100E+03 .1220E+02 8.182 1.301 35 W .9829E+02 .1193E+02 .1120E+03 .1850E+02 7 .412 1.665 36 W .1146E+03 .8308E+01 .1340E+03 .1330E+02 9.129 1.340 37 W .1267E+03 .1396E+02 .1440E+03 .2170E+02 8.525 1.773 38 W .1306E+03 .9801E+01 . 1530E+03 . 1570E+02 9.228 1.377 39 W .1401E+03 . 1565E+02 . 1600E+03 .2440E+02 8 .602 1.799 40 W .1542E+03 .1571E+02 .1770E+03 .2450E+02 9.542 1.871 41 W .1756E+03 .1835E+02 .2000E+03 .2860E+02 9.682 1.919 42 W .1967E+03 .2093E+02 .2240E+03 .3260E+02 9.795 1.955 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 23 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York MATERIAL PROPERTY DATA PROP MAT MODULUS YIELD BENDING BENDING AXIAL AXIAL SHEAR ID TYP E FY FB33 FB22 FA(C) FA(T) FV 1 S .290E+05 .360E+02 2 S .290E+05 .360E+02 3 S .290E+05 .360E+02 4 S .290E+05 .360E+02 5 S .290E+05 .360E+02 6 S .290E+05 .360E+02 7 S .290E+05 .360E+02 8 S .290E+05 .460E+02 9 S .290E+05 .460E+02 10 S .290E+05 .460E+02 11 S .290E+05 .460E+02 12 S .290E+05 .460E+02 13 S .290E+05 .460E+02 14 S .290E+05 .360E+02 15 S .290E+05 .360E+02 16 S .290E+05 .360E+02 17 S .290E+05 .360E+02 18 S .290E+05 .360E+02 19 S .290E+05 .360E+02 20 S .290E+05 .360E+02 21 S .290E+05 .360E+02 22 S .290E+05 .360E+02 23 S .290E+05 .360E+02 24 S .290E+05 .360E+02 25 S .290E+05 .360E+02 26 S .290E+05 .360E+02 27 S .290E+05 .360E+02 28 S .290E+05 .360E+02 29 S .290E+05 .360E+02 30 S .290E+05 .360E+02 31 S .290E+05 .360E+02 32 S .290E+05 .360E+02 33 S .290E+05 .360E+02 34 S .290E+05 .360E+02 35 S .290E+05 .360E+02 36 S .290E+05 .360E+02 37 S .290E+05 .360E+02 38 S .290E+05 .360E+02 39 S .290E+05 .360E+02 40 S .290E+05 .360E+02 41 S .290E+05 .360E+02 42 S .290E+05 .360E+02 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 24 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York FRAME ELEMENT DESIGN DATA ELT ELT PROP FACTOR FACTOR FACTOR FACTOR COEFF COEFF FACTOR ID TYPE ID K33 K22 FOR L33 FOR L22 CM CB LLRF 110 3 4 1.000 1.000 1.000 1.000 .850 1.000 1.000 111 3 4 1.000 1.000 1.000 1.000 .850 1.000 1.000 112 3 4 1.000 1.000 1.000 1.000 .850 1.000 1.000 120 3 4 1.000 1.000 2.861 2.861 .850 1.000 1.000 121 3 4 1.000 1.000 1.537 1.537 .850 1.000 1.000 122 3 4 1. 000 1. 000 1. 000 1. 000 .850 1.000 1.000 123 3 4 1.000 1.000 5.983 5.983 .850 1.000 1.000 124 3 4 1.000 1.000 2 .072 2 .072 .850 1.000 1.000 125 3 4 1.000 1.000 2 . 856 2 .856 . 850 1.000 1.000 210 3 4 1.000 1.000 1.000 1.000 . 850 1.000 1.000 211 3 4 1. 000 1. 000 1.000 1.000 .850 1.000 1. 000 212 3 4 1. 000 1. 000 4.107 4.107 .850 1.000 1.000 213 3 4 1. 000 1.000 2 .545 2 .545 .850 1.000 1.000 214 3 4 1.000 1.000 2 .750 2 .750 .850 1.000 1.000 220 3 4 1.000 1.000 1.000 1.000 .850 1.000 1.000 221 3 4 1.000 1.000 2.613 2 .613 .850 1.000 1.000 222 3 4 1.000 1.000 1.620 1.620 .850 1.000 1.000 223 3 4 1.000 1.000 1.000 1.000 .850 1.000 1.000 10 3 9 1.000 1.000 1.000 1.000 .850 1.000 1.000 11 3 9 1.000 1.000 1.000 1.000 .850 1.000 1.000 12 3 8 1.000 1.000 1.000 1.000 .850 1.000 1.000 20 3 7 2 .000 2 .000 10.533 10.533 .850 1.000 1.000 21 3 7 2 .000 2 .000 16.211 16.211 .850 1.000 1.000 22 3 7 2 .000 2 .000 45.689 45.689 .850 1.000 1.000 23 3 7 2 .000 2.000 2 .934 2 .934 .850 1.000 1.000 24 3 7 2 .000 2 .000 2 .080 2 .080 .850 1.000 1.000 30 3 8 1.000 1.000 1.000 1.000 .850 1.000 1.000 31 3 8 1. 000 1.000 1.000 1.000 .850 1.000 1.000 1000 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 1001 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 1002 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 1003 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 1004 3 1 1. 000 1.000 1.000 1.000 . 850 1.000 1.000 1005 3 16 1.000 1.000 1.000 .001 .850 1.000 1.000 2000 3 1 1.000 1.000 1.000 1.000 . 850 1.000 1.000 2001 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 2002 3 1 1. 000 1.000 1.000 1.000 .850 1.000 1.000 2003 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 2004 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 2005 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 2010 3 18 1.000 1.000 2 .273 .001 .850 1.000 1.000 2011 3 18 1. 000 1.000 1.786 .001 .850 1.000 1.000 3000 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 3001 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 3002 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 3003 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 3004 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 3010 3 18 1. 000 1.000 2 .000 .001 .850 1.000 1.000 3011 3 18 1.000 1.000 2 .000 .001 . 850 1.000 1.000 3012 3 18 1. 000 1.000 2 .000 .001 .850 1.000 1.000 4000 3 1 1.000 1.000 1.000 1.000 . 850 1.000 1.000 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 25 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York FRAME ELEMENT DESIGN DATA ELT ELT PROP FACTOR FACTOR FACTOR FACTOR COEFF COEFF FACTOR ID TYPE ID K33 K22 FOR L33 FOR L22 CM CB LLRF 4001 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 4002 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 4003 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 4004 3 1 1. 000 1.000 1.000 1.000 . 850 1.000 1.000 4005 3 1 1.000 1.000 1.000 1.000 .850 1.000 1.000 4010 3 16 1.000 1.000 2 .000 .001 . 850 1.000 1.000 4011 3 16 1. 000 1.000 2 .000 .001 . 850 1.000 1.000 5000 3 16 1.000 1.000 2 .273 .001 .850 1.000 1.000 5001 3 16 1.000 1.000 1.786 .001 . 850 1.000 1.000 5010 3 16 1.000 1.000 1.000 .001 .850 1.000 1.000 5011 3 16 1.000 1.000 1.000 1.000 .850 1.000 1.000 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 26 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York S A P 9 0 FRAME ELEMENT DATA ELT JOINT JOINT ELEMENT ID END-I END-J LENGTH 110 120 122 93 .000 111 122 124 98.004 112 124 127 153 .996 120 140 141 32 .508 121 141 142 60.492 122 142 144 98.004 123 144 32 25.740 124 32 31 74.340 125 31 147 53 .916 210 320 322 93 .000 211 322 324 98.004 212 324 325 37.500 213 325 326 60.504 214 326 327 55.992 220 340 342 93.000 221 342 343 37.500 222 343 344 60.504 223 344 347 153. 996 10 10 11 35.989 11 11 12 202 .145 12 11 13 215.891 20 20 13 16.956 21 13 21 11.016 22 21 22 3.912 23 22 12 60.876 24 12 23 85.884 30 30 31 198.236 31 30 32 211.717 1000 142 340 176.491 1001 142 342 150. 000 1002 142 344 179.178 1003 144 344 150.000 1004 147 344 214 .976 1005 147 347 150.000 2000 120 322 176.491 2001 122 322 150.000 2002 124 322 179.178 2003 124 324 150.000 2004 124 326 179.178 2005 127 326 160.110 2010 127 227 66.000 2011 227 327 84. 000 3000 120 142 176.491 3001 122 142 150.000 3002 124 142 179.178 3003 124 144 150.000 3004 124 147 214.976 3010 117 127 63.996 3011 127 137 75.000 3012 137 147 75.000 4000 322 340 176.491 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 27 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York S A P 9 0 FRAME ELEMENT DATA ELT JOINT JOINT ELEMENT ID END-I END-J LENGTH 4001 322 342 150.000 4002 322 344 179.178 4003 324 344 150.000 4004 326 344 179.178 4005 326 347 160.110 4010 327 337 75 .000 4011 337 347 75 .000 5000 137 237 66.000 5001 237 337 84.000 5010 217 227 63 .996 5011 227 237 75 .000 C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 28 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York AISC SPECIFICATIONS, PART 1 (ELASTIC) AXIAL LOAD & BIAXIAL MOMENT INTERACTION STRESS CHECK ELEM SECTION CHK STRESS = AXL + B33 + B22 STATION COMBO AISC COMPACT ID TYPE TYPE RATIO LOCATION NO EQUATION FLAGS 110 PS8 (C) .126 .112 .010 .010 93 .00 116 (1.6-2) (T) .021 .018 .003 .000 93 .00 27 (1.6-1b) 111 PS8 (C) .123 .111 .009 .009 .00 116 (1.6-2) (T) .027 .014 .010 .008 98 .00 59 (1.6-lb) 112 PS8 (C) .121 .104 .014 .009 .00 12 (1.6-2) 120 PS8 (C) .450 .213 . 159 . 176 32.51 11 (1. 6-ib) (T) .096 .010 .059 .063 32 .51 25 (1.6-lb) 121 PS8 (C) .407 .170 . 159 .176 .00 11 (1.6-lb) (T) .112 .026 .059 .063 .00 25 (1.6-lb) 122 PS8 (C) .293 .118 .149 . 092 98.00 12 (1.6-2) (T) .031 .003 .019 .021 .00 33 (1.6-1b) 123 PS8 (C) .650 .126 .462 .247 25.74 17 (1.6-2) (T) .069 .004 .056 .033 25.74 33 (1.6-lb) 124 PS8 (C) . 915 . 092 .734 .373 74.34 17 (1.6-2) (T) .103 .008 .086 .042 74.34 33 (1.6-lb) 125 PS8 (C) .913 .090 .734 .373 .00 17 (1.6-2) (T) .104 .008 .086 .042 .00 33 (1.6-lb) 210 PS8 (C) . 176 .169 . 007 . 000 93 .00 148 (1.6-la) (T) .036 .032 .003 .001 93 .00 29 (1.6-1b) 211 PS8 (C) .191 .141 .025 .044 98.00 12 (1.6-2) 212 PS8 (C) .327 .133 .121 . 152 37.50 3 (1.6-2) 213 PS8 (C) .308 .111 .124 .152 .00 4 (1.6-2) 214 PS8 (C) .179 .065 .069 .091 .00 4 (1.6-2) 220 PS8 (C) .204 . 145 . 041 .043 93.00 62 (1.6-2) (T) .039 .022 .014 .010 93.00 31 (1.6-lb) 221 PS8 (C) .355 .129 .158 .162 37.50 4 (1.6-2) (T) .085 .005 .056 .058 37.50 23 (1.6-lb) 222 PS8 (C) .309 .083 .158 .162 .00 4 (1.6-2) (T) .134 .000 .094 .095 .00 129 (1.6-lb) 223 PS8 (C) .133 . 045 .061 .063 .00 12 (1.6-2) 10 TS5X5X1/4 (T) .871 .014 .857 .000 35.99 12 (1.6-1b) C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 29 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York AISC SPECIFICATIONS, PART 1 (ELASTIC) AXIAL LOAD & BIAXIAL MOMENT INTERACTION STRESS CHECK ELEM SECTION CHK STRESS = AXL + B33 + B22 STATION COMBO AISC COMPACT ID TYPE TYPE RATIO LOCATION NO EQUATION FLAGS 11 TS5X5X1/4 (C) .914 .260 .655 .000 .00 17 (1.6-la) 12 TS4X4X1/4 (T) .800 .170 .363 .267 .00 17 (1.6-lb) 20 P (C) .045 .010 .025 .025 16.96 16 (1.6-2) 21 P (C) . 111 .029 .035 . 074 11.02 17 (1.6-2) 22 P (C) .141 .029 .048 .100 3 .91 17 (1.6-2) 23 P (C) .595 .030 .243 .510 60 .88 17 (1.6-2) 24 P (C) .649 .016 .374 .511 85 . 88 92 (1.6-2) 30 TS4X4X1/4 (T) .315 .125 .188 .001 .00 12 (1.6-lb) 31 TS4X4X1/4 (C) .726 .417 .261 .048 .00 10 (1.6-la) 1000 PS4 (C) .265 .223 .042 .000 88.25 18 (1.6-la) (T) .178 . 139 .039 . 000 88.25 22 (1.6-lb) 1001 PS4 (C) .095 .062 .033 .000 75.00 98 (1.6-2) (T) .022 .002 .020 .000 75.00 26 (1.6-1b) 1002 PS4 (C) .233 .191 .041 .000 89.59 22 (1.6-la) (T) . 152 . 113 . 039 . 000 89.59 18 (1.6-1b) 1003 PS4 (C) .094 .061 . 033 .000 75.00 49 (1.6-2) (T) .045 .012 .033 .000 75.00 22 (1.6-1b) 1004 PS4 (C) .246 . 195 .050 .000 107.49 18 (1.6-1a) (T) . 148 .101 . 047 .000 107.49 113 (1.6-lb) 1005 W12X14 (C) .137 .015 .122 .000 75.00 100 (1.6-2) (T) .144 .002 .142 .000 75.00 12 (1.6-lb) 2000 PS4 (C) .184 . 145 .039 .000 88.25 22 (1.6-2) (T) . 110 . 071 . 039 .000 88 .25 18 (1.6-lb) 2001 PS4 (C) .036 .003 .033 .000 75.00 18 (1.6-2) (T) . 037 .004 .033 .000 75.00 22 (1.6-lb) 2002 PS4 (C) .174 .134 .039 .000 89.59 18 (1. 6-2) (T) .105 . 066 . 039 .000 89.59 22 (1.6-lb) 2003 PS4 (C) .090 .057 .033 .000 75.00 11 (1.6-2) 2004 PS4 (C) .132 .092 .039 .000 89.59 22 (1.6-2) (T) .113 .074 .039 .000 89.59 35 (1.6-1b) C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 30 PROGRAM:SAPSTL/FILE:274OS.STL 2740 - Six Flags Great Escape, Queensbury, New York AISC SPECIFICATIONS, PART 1 (ELASTIC) AXIAL LOAD & BIAXIAL MOMENT INTERACTION STRESS CHECK ELEM SECTION CHK STRESS = AXL + B33 + B22 STATION COMBO AISC COMPACT ID TYPE TYPE RATIO LOCATION NO EQUATION FLAGS 2005 PS4 (C) .130 .095 .035 .000 80.05 18 (1.6-2) (T) .082 .047 .035 .000 80.05 22 (1.6-lb) 2010 W12X19 (C) .608 .006 .585 .017 66.00 108 (1.6-2) (T) .700 .005 .677 .018 66.00 12 (1.6-lb) 2011 W12X19 (C) .608 .006 .585 .018 .00 108 (1.6-2) (T) .701 .005 .677 .019 .00 12 (1.6-1b) 3000 PS4 (C) .198 . 159 .039 .000 88.25 24 (1.6-la) (T) . 154 .115 .039 .000 88.25 75 (1.6-lb) 3001 PS4 (C) . 046 .013 .033 .000 75 .00 20 (1.6-2) (T) .043 .010 .033 .000 75 .00 24 (1.6-lb) 3002 PS4 (C) .223 .182 .041 .000 89.59 76 (1.6-la) (T) .105 .065 . 039 .000 89.59 24 (1.6-1b) 3003 PS4 (C) . 146 .113 .033 .000 75.00 17 (1.6-2) (T) .021 .001 .020 .000 75.00 28 (1.6-ib) 3004 PS4 (C) . 162 . 134 .028 .000 107.49 32 (1.6-2) (T) . 182 .134 .047 .000 107.49 81 (1.6-lb) 3010 W12X19 (T) .232 .000 .232 .000 64.00 16 (BENDING) 3011 W12X19 (C) .375 .009 .354 .011 75 .00 76 (1.6-2) (T) .419 .000 .405 .014 75.00 12 (1.6-1b) 3012 W12X19 (C) .375 .009 .354 .011 .00 76 (1.6-2) (T) .419 .000 .405 .014 .00 12 (1.6-lb) 4000 PS4 (C) .199 .160 .039 .000 88.25 20 (1.6-la) (T) .120 .081 .039 .000 88.25 24 (1.6-lb) 4001 PS4 (C) .093 .060 .033 .000 75.00 10 (1.6-2) 4002 PS4 (C) .163 .124 .039 .000 89.59 24 (1.6-2) (T) .129 .090 . 039 .000 89.59 76 (1.6-lb) 4003 PS4 (C) .084 .051 .033 .000 75.00 75 (1.6-2) (T) .036 .003 .033 .000 75.00 24 (1.6-lb) 4004 PS4 (C) . 112 .072 .039 .000 89.59 20 (1.6-2) (T) . 095 .056 .039 .000 89.59 131 (1.6-1b) 4005 PS4 (C) .105 .070 .035 .000 80.05 24 (1.6-2) (T) .071 . 036 .035 .000 80.05 20 (1.6-ib) C S I / S A P 9 0 - - FINITE ELEMENT ANALYSIS OF STRUCTURES PAGE 31 PROGRAM:SAPSTL/FILE:2740S.STL 2740 - Six Flags Great Escape, Queensbury, New York AISC SPECIFICATIONS, PART 1 (ELASTIC) AXIAL LOAD & BIAXIAL MOMENT INTERACTION STRESS CHECK ELEM SECTION CHK STRESS = AXL + B33 + B22 STATION COMBO AISC COMPACT ID TYPE TYPE RATIO LOCATION NO EQUATION FLAGS 4010 W12X14 (C) .569 .006 .550 .013 75.00 76 (1.6-2) (T) .665 .005 .643 .016 75.00 12 (1.6-lb) 4011 W12X14 (C) .569 .006 .550 .013 .00 76 (1.6-2) (T) .665 .005 .643 .016 .00 12 (1.6-1b) 5000 W12X14 (C) .328 .000 .328 .000 66.00 2 (1.6-2) (T) .454 .000 .451 .003 66.00 12 (1.6-lb) 5001 W12X14 (C) .454 .000 .451 .003 .00 12 (1.6-2) (T) .328 .000 .328 .000 .00 2 (1.6-1b) 5010 W12X14 (T) .280 .000 .280 .000 64.00 16 (BENDING) 5011 W12X14 (0 0 3) (C) .627 .000 .553 .073 .00 12 (1.6-2) (T) .559 .000 .553 .006 .00 2 (BENDING) Desig TOC TOC h All Defl Defl Ratio Col (ft) (ft) (ft) (in) (in) PT1-27 445.33 460.22 14.89 1.19 0.94 0.79 18x3/8 Desig Col Arm L Brace Ride Type (ft) PT1-24 PT1-27 TS5 TS4 PT54 UP PT1-30 Al TS4 TS4 PT54 DOWN Desig SAP Col Al 120.00 PS8 A2 110.00 PS8 B1 220.00 PS8 B2 210.00 PS8 Frame Brace Sap Size Axial Connx (K) 1 BR1 1004.00 PS4 6.99 A BR2 1003.00 PS4 2.54 A BR3 1002.00 PS4 7.78 A BR4 1001.00 PS4 2.58 A BR5 1000.00 PS4 9.59 A 2 BR1 2005.00 PS4 3.71 A BR2 2004.00 PS4 5.08 A BR3 2003.00 PS4 2.34 A BR4 2002.00 PS4 4.56 A BR5 2001.00 PS4 0.25 A BR6 2000.00 PS4 4.98 A A BR1 3004.00 PS4 9.27 A BR2 3003.00 PS4 4.69 A BR3 3002.00 PS4 6.10 A BR4 3001.00 PS4 0.68 A BR5 3000.00 PS4 7.94 A B BR1 4005.00 PS4 2.72 A BR2 4004.00 PS4 3.86 A BR3 4003.00 PS4 2.10 A BR4 4002.00 PS4 6.21 A BR5 4001.00 PS4 2.50 A BR6 4000.00 PS4 5.60 A Axial Connx (K) 0.00 A 18.60 B 33.00 C 66.00 NG e7y0 2-c3-6s 7z-c. c.?,06•07g›.1 / g;ieeir er-'ke44 42 4,4i6,4/5" Desig Case Vx Vy P Mx My Ped TOC h P M 45 V 45 (K) (K) (K) (K-in) (K-in) (in) (ft) (in) (K) (K-ft) (K) PC1 DL 0.000 0.000 3.130 104.965 220.040 36.000 445.333 49.596 7.513 14.37 0.00 LL 2.029 -1.221 3.925 470.218 876.611 3.925 58.62 1.67 LL 0.000 0.000 8.054 412.880 865.531 8.054 56.51 0.00 WL 0.000 -4.234 0.000 637.945 0.000 0.000 37.59 2.99 Al DL -0.769 0.718 13.023 0.000 0.000 30.000 445.333 49.596 16.066 0.00 0.74 LL -1.394 1.236 25.700 0.000 0.000 25.700 0.00 1.32 WL 0.001 -0.007 14166 0.000 0.000 14.766 0.00 0.01 A2 DL 0.008 -0.716 7.814 0.000 0.000 30.000 445.333 49.596 10.857 0.00 0.51 LL -0.013 -2.744 -7.178 0.000 0.000 -7.178 0.00 1.94 LL 0.008 0.008 6.194 0.000 0.000 6.194 0.00 0.01 WL 2.953 3.753 12.148 0.000 0.000 12.148 0.00 3.38 B1 DL 0.766 -0.020 8.257 0.000 0.000 30.000 445.333 49.596 11.300 0.00 0.54 LL 2.158 0.005 -3.970 0.000 0.000 -3.970 0.00 1.53 LL -0.035 -0.038 12.673 0.000 0.000 12.673 0.00 0.04 WL -5.157 -3.305 14.382 0.000 0.000 14.382 0.00 4.33 B2 DL -0.004 0.017 9.897 0.000 0.000 30.000 445.333 49.596 12.940 0.00 0.01 LL 0.008 0.027 12.728 0.000 0.000 12.728 0.00 0.02 WL 0.000 -0.003 11.764 0.000 0.000 11.764 0.00 0.00 Desig Ride TOC Ped h DL LL LM 45 WM 45 LV 45 WV45 (ft) (in) (in) (K) (K) (K-ft) (K-ft) (K) (K) PT1-3 PT54 442.090 18.000 36.000 1.571 2.804 2.72 3.02 1.21 1.34 BWL1-1 BB 447.560 24.000 76.320 5.507 2.300 0.00 11.13 1.03 1.48 Abb Width Length Height DL LL LV LM ML MV MM SL (ft) (ft) (ft) (K) (K) (K) (K-ft) (K) (K) (K-ft) (K) BB 7.141 15.000 2.510 1.100 1.200 1.461 0.000 PT54 3.500 22.830 4.500 0.776 1.121 0.684 1.540 1.683 1.028 2.312 4.027 Wind Kz P (ft) (psf) 10.000 0 0.850 18.502 15 0.900 19.591 20 0.940 20.462 25 0.980 21.332 30 1.040 22.638 40 1.090 23.727 50 1.130 24.597 60 1.170 25.468 70 1.210 26.339 80 1.240 26.992 90 1,260 27.427 100 The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph(817)854-0142 Scope: Fx(817)491-4194 I Rev 580002 ---" '-----" - - _ ' User KW-0601436,Ver5.80,1-Nov-2006 General Footin Anal sis & Desi Page 1 g n Y g (c)1983-2006 ENERCALC Engineering Software 2740 ecw:Calculations Description PC1 MAX LM General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 3,360.0 psf Dimensions... Short Term Increase 1.333 Width along X-X Axis 8.000 ft Seismic Zone 0 Length along Y-Y Axis 8.000 ft Biaxial Applied Loads Footing Thickness 24.00 in Live&Short Term Combined Col Dim.Along X-X Axis 36.00 in fc 3,000.0 psi Col Dim.Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 49.596 in Concrete Weight 150.00 pcf Min Steel% 0.0014 Overburden Weight 360.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 7.513 k ...ecc along X-X Axis 0.000 in Live Load 3.925 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load 14.370 k-ft 14.370 k-ft Live Load 58.620 k-ft 58.620 k-ft Short Term 37.590 k-ft 37.590 k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load 1.670 k 1.670 k Short Term 2.990 k 2.990 k Caution: X(static)ecc>Wid 8.00ft x 8.00ft Footing, 24.0in Thick, w/Column Support 36.00 x 36.00in x 49.6in high 8.00ft x 8.00ft Footing, 24.0in Thick, w/Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 3,317.4 0.0 psf Max Mu 5.787 Allowable 3,360.0 4,478.9 psf Required Steel Area 0.518 "X'Ecc,of Resultant 17.830 in 29.811 in Shear Stresses.... Vu Vn*Phi "Y'Ecc,of Resultant 17.830 in 29.811 in 1-Way 6.215 93.113 psi X-X Min.Stability Ratio 1.610 1.500 :1 2-Way 6.317 186.226 psi Y-Y Min.Stability Ratio 1.610 Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn*Phi Two-Way Shear 3.72 psi 6.32 psi -5.41 psi 186.23 psi One-Way Shears... Vu @ Left 6.21 psi -2.23 psi -1.91 psi 93.11 psi Vu @ Right -1.66 psi -2.23 psi -1.91 psi 93.11 psi Vu @ Top 6.21 psi -2.23 psi -1.91 psi 93.11 psi Vu©Bottom -1.66 psi -2.23 psi -1.91 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Req'd Mu @ Left -1.29 k-ft -2.17 k-ft -1.86 k-ft 5.7 psi -0.52 in2 per ft Mu @ Right 5.79 k-ft -2.17 k-ft -1.86 k-ft 15.3 psi 0.52 in2 per ft Mu©Top 5.79 k-ft -2.17 k-ft -1.86 k-ft 15.3 psi 0.52 in2 per ft Mu @ Bottom -1.29 k-ft -2.17 k-ft -1.86 k-ft 5.7 psi -0.52 in2 per ft The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Description: Roanoke Texas 76262 Ph (817)854-0142 Scope: Fx(817)491-4194 Rev: 580002 User:KW-0601436,Ver 5.8.0,1-Nov-2006 Page 2 (c)1983-2006 ENERCALC Engineering Software General Footing Analysis & Design 2740.ecw;Calculations Description PC1 MAX LM Soil Pressure Summary Service Load Soil Pressures Bottom- Top-Rig Bottom- Top-Lef DL+LL 1,147.18 3,317.44 0.00 1,147.18 psf DL+LL+ST 0.00 0.00 0.00 0.00 psf Factored Load Soil Pressures ACI Eq.C-1 1,630.17 4,714.15 0.00 1,630.17 psf ACI Eq.C-2 0.00 0.00 0.00 0.00 psf ACI Eq.C-3 0.00 0.00 0.00 0.00 psf !ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add'!"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"'"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 Used in ACI C-2&C-3 The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Description : Roanoke Texas 76262 Ph (817)854-0142 Scope: Fx(817)491-4194 Rev 580002 Page 1 User KW-0601436,Ver5.8.0,1-Nov2006 General Footing Analysis & Design (c)1983-2006 ENERCALC Engineering Software 2740.ecw:Calculations Description PC1 MAX LP General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 3,360.0 psf Dimensions... Short Term Increase 1.333 Width along X-X Axis 8.000 ft Seismic Zone 0 Length along Y-Y Axis 8.000 ft Biaxial Applied Loads Footing Thickness 24.00 in Live&Short Term Combined Col Dim.Along X-X Axis 36.00 in fc 3,000.0 psi Col Dim.Along Y-Y Axis 36.00 in Fy 60,000.0 psi Base Pedestal Height 49.596 in Concrete Weight 150.00 pcf Min Steel% 0.0014 Overburden Weight 360.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 7.513 k ...ecc along X-X Axis 0.000 in Live Load 8.054 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load 14.370 k-ft 14.370 k-ft Live Load 56.510 k-ft 56.510 k-ft Short Term 37.590 k-ft 37.590 k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k k Short Term 2.990 k 2.990 k Soil Pressure Exceeded 8.00ft x 8.00ft Footing, 24.0in Thick, w/Column Support 36.00 x 36.00in x 49.6in high 8.00ft x 8.00ft Footing, 24.0in Thick, w/Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 2,574.6 6,312.4 psf Max Mu 8.082 Allowable 3,360.0 4,478.9 psf Required Steel Area 0.518 "X'Ecc,of Resultant 14.141 in 25.300 in "Y'Ecc,of Resultant 14.141 in 25.300 in Shear Stresses.... Vu Vn Phi 1-Way 8.886 93.113 psi X-X Min.Stability Ratio 1.897 1.500 :1 2-Way 10.221 186.226 psi Y-Y Min. Stability Ratio 1.897 Footing DesignVi Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn*Phi Two-Way Shear 2.52 psi 10.22 psi 6.30 psi 186.23 psi One-Way Shears... Vu @ Left 4.57 psi 8.89 psi 5.96 psi 93.11 psi Vu @ Right -1.62 psi -0.46 psi -0.66 psi 93.11 psi Vu @ Top 4.57 psi 8.89 psi 5.96 psi 93.11 psi Vu @ Bottom -1.62 psi -0.46 psi -0.66 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Req'd Mu @ Left -1.23 k-ft -0.38 k-ft -0.59 k-ft 3.3 psi -0.52 in2 per ft Mu @ Right 4.30 k-ft 8.08 k-ft 5.40 k-ft 21.4 psi 0.52 in2 per ft Mu @ Top 4.30 k-ft 8.08 k-ft 5.40 k-ft 21.4 psi 0.52 in2 per ft Mu @ Bottom -1.23 k-ft -0.38 k-ft -0.59 k-ft 3.3 psi -0.52 in2 per ft The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Description: Roanoke Texas 76262 Ph (817)854-0142 Scope Fx(817)491-4194 Rev: 580002-- --- - I User:KW-0601436,Ver 5.8.0,1-Nov-2006 Page 2 (c)1983-2006 ENERCALC Engineering Software General Footing Analysis & Design 2740.ecw:Calculations ,a Description PC1 MAX LP Soil Pressure Summary Service Load Soil Pressures Bottom- Top-Rig Bottom- Top-Lef DL+LL 930.23 2,574.58 0.00 930.23 psf DL+LL+ST 2,475.79 6,312.38 0.00 2,475.79 psf Factored Load Soil Pressures ACi Eq.C-1 1,339.69 3,707.84 0.00 1,339.69 psf ACI Eq.C-2 2,433.02 6,203.33 0.00 2,433.02 psf ACI Eq.C-3 1,723.13 4,393.38 0.00 1,723.13 psf ACI Factors (per ACI 318-02 applied internally to entered loads) IR ACI 6-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"!"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 Used in ACI C-2&C-3 The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Description: Roanoke Texas 76262 Ph(817)854-0142 Scope: Fx (817)491-4194 Rev: 580002 User KW 0601436,Ver5.8.0,1-Nov-2006 General Footing Analysis & Design Page 1 2 (c)1983-2006 ENERCALC Engineering Software 2740.ecw:Calculations Description Al General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 3,360.0 psf Dimensions... Short Term Increase 1.333 Width along X-X Axis 5.500 ft Seismic Zone 0 Length along Y-Y Axis 5.500 ft Biaxial Applied Loads Footing Thickness 24.00 in Live&Short NOT Combined Col Dim.Along X-X Axis 30.00 in fc 3,000.0 psi Col Dim.Along Y-Y Axis 30.00 in Fy 60,000.0 psi Base Pedestal Height 49.596 in Concrete Weight 150.00 pcf Min Steel% 0.0014 Overburden Weight 360.00 psf Rebar Center To Edge Distance 3.50 in Loads . �. - Applied Vertical Load... Dead Load 16.066 k ...ecc along X-X Axis 0.000 in Live Load 25.700 k ...ecc along Y-Y Axis 0.000 in Short Term Load -14.766 k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load 0.740 k 0.740 k Live Load 1.320 k 1.320 k Short Term 0.010 k 0.010 k Footing Design OK 5.50ft x 5.50ft Footing, 24.0in Thick, w/Column Support 30.00 x 30.00in x 49.6in high 5.50ft x 5.50ft Footing, 24.0in Thick, w/Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 3,005.6 1,088.4 psf Max Mu 3.193 Allowable 3,360.0 4,478.9 psf Required Steel Area 0.518 "X'Ecc,of Resultant 2.393 in 2.411 in "Y'Ecc,of Resultant 2.393 in 2.411 in Shear Stresses.... Vu Vn*Phi 1-Way 0.000 93.113 psi X-X Min.Stability Ratio 2.291 1.500 :1 2-Way 3.454 186.226 psi Y-Y Min.Stability Ratio 2.291 Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn*Phi Two-Way Shear 3.45 psi 0.43 psi -0.66 psi 186.23 psi One-Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Req'd Mu @ Left 1.89 k-ft -0.28 k-ft -0.33 k-ft 5.0 psi 0.52 in2 per ft Mu @ Right 3.19 k-ft -0.05 k-ft -0.18 k-ft 8.4 psi 0.52 in2 per ft Mu©Top 3.19 k-ft -0.05 k-ft -0.18 k-ft 8.4 psi 0.52 in2 per ft Mu @ Bottom 1.89 k-ft -0.28 k-ft -0.33 k-ft 5.0 psi 0.52 in2 per ft The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph (817)854-0142 Scope: Fx(817)491-4194 Rev: 580002 Page 2 User:KW-0601436,Ver5.8.0,1-Nov-2006 General Footing Analysis & Design L(c)1983-2006 ENERCALC Engineering Software 2740.ecw:Calculations Description Al Soil Pressure Summary Service Load Soil Pressures Bottom- Top-Rig Bottom- Top-Lef DL+LL 2,094.40 3,005.64 1,183.16 2,094.40 psf DL+LL+ST 756.68 1,088.45 424.92 756.68 psf Factored Load Soil Pressures ACI Eq.C-1 3,187.04 4,573.67 1,800.41 3,187.04 psf ACI Eq.C-2 550.20 791.42 308.97 550.20 psf ACI Eq.C-3 370.48 532.92 208.05 370.48 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"'"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 Used in ACI C-2&C-3 The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph (817)854-0142 Scope: Fx(817)491-4194 Rev 580002 User KW-0601436.Ver 5 8 0,1-Nov-2006 General Footing Analysis & Design Page 1 (c)1983-2006 ENERCALC Engineering Software 7 2740.ecw.Calculations Description A2 MAX LL 1 General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 , Allowable Soil Bearing 3,360.0 psf Dimensions... Short Term Increase 1.333 Width along X-X Axis 7.000 ft Seismic Zone 0 Length along Y-Y Axis 7.000 ft Biaxial Applied Loads Footing Thickness 24.00 in Live&Short Term Combined Col Dim.Along X-X Axis 30.00 in fc 3,000.0 psi Col Dim.Along Y-Y Axis 30.00 in Fy 60,000.0 psi Base Pedestal Height 49.596 in Concrete Weight 150.00 pcf Min Steel% 0.0014 Overburden Weight 360.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 10.857 k ...ecc along X-X Axis 0.000 in Live Load 6.194 k ...ecc along Y-Y Axis 0.000 in Short Term Load 12.148 k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load 0.510 k 0.510 k Live Load 0.010 k 0.010 k Short Term 3.380 k 3.380 k Summary Footing Design OK 7.00ft x 7.00ft Footing, 24.0in Thick,w/Column Support 30.00 x 30.00in x 49.6in high 7.00ft x 7.00ft Footing, 24.0in Thick, w/Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,152.7 2,125.9 psf Max Mu 2.565 Allowable 3,360.0 4,478.9 psf Required Steel Area 0.518 "X'Ecc,of Resultant 0.750 in 4.544 in "Y'Ecc,of Resultant 0.750 in 4.544 in Shear Stresses.... Vu Vn Phi 1-Way 2.078 93.113 psi X-X Min.Stability Ratio 9.243 1.500:1 2-Way 4.898 186.226 psi Y-Y Min.Stability Ratio 9.243 Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn"Phi Two-Way Shear 2.72 psi 4.90 psi 3.55 psi 186.23 psi One-Way Shears... Vu @ Left 1.16 psi 2.08 psi 1.55 psi 93.11 psi Vu @ Right 0.85 psi 0.38 psi 0.20 psi 93.11 psi Vu @ Top 1.16 psi 2.08 psi 1.55 psi 93.11 psi Vu @ Bottom 0.85 psi 0.38 psi 0.20 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Req'd Mu @ Left 1.28 k-ft 0.78 k-ft 0.50 k-ft 3.4 psi 0.52 in2 per ft Mu @ Right 1.60 k-ft 2.56 k-ft 1.92 k-ft 6.8 psi 0.52 in2 per ft Mu @ Top 1.60 k-ft 2.56 k-ft 1.92 k-ft 6.8 psi 0.52 in2 per ft Mu @ Bottom 1.28 k-ft 0.78 k-ft 0.50 k-ft 3.4 psi 0.52 in2 per ft The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph(817)854-0142 Scope: Fx(817)491-4194 Rev: 580002 User:KW-0601436,Ver5.8.0,1-Nov-2006 General Footing Analysis & Design Page 2 (c)1983-2006 ENERCALC Engineering Software 2740.ecw:Calculations , Description A2 MAX LL Soil Pressure Summary Service Load Soil Pressures Bottom- Top-Rig Bottom- Top-Lef DL+LL 1,041.14 1,152.71 929.56 1,041.14 psf DL+LL+ST 1,289.05 2,125.86 452.25 1,289.05 psf Factored Load Soil Pressures ACI Eq.C-1 1,495.51 1,655.78 1,335.25 1,495.51 psf ACI Eq.C-2 1,354.70 2,234.12 475.28 1,354.70 psf ACI Eq.C-3 1,074.38 1,771.83 376.93 1,074.38 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"!"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 Used in ACI C-2&C-3 The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph (817)854-0142 Scope: Fx(817)491-4194 Rev: 580002 User:KW-0601436,Ver5.8.0.1 Nov-2006 General FootingAnalysis & Design Page 1 _(c)1983-2006 ENERCALC Engineering Software 2740.ecw:Calculations Description A2 MIN LL General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 3,360.0 psf Dimensions... Short Term Increase 1.333 Width along X-X Axis 7.000 ft Seismic Zone 0 Length along Y-Y Axis 7.000 ft Biaxial Applied Loads Footing Thickness 24.00 in Live&Short Term Combined Col Dim.Along X-X Axis 30.00 in fc 3,000.0 psi Col Dim.Along Y-Y Axis 30.00 in Fy 60,000.0 psi Base Pedestal Height 49.596 in Concrete Weight 150.00 pcf Min Steel% 0.0014 Overburden Weight 360.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 10.857 k ...ecc along X-X Axis 0.000 in Live Load -7.178 k ...ecc along Y-Y Axis 0.000 in Short Term Load -12.148 k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load 0.510 k 0.510 k Live Load 1.940 k 1.940 k Short Term 3.380 k 3.380 k 2101420WP ; Caution: X(short)ecc>Widt 7.00ft x 7.00ft Footing, 24.0in Thick, w/Column Support 30.00 x 30.00in x 49.6in high 7.00ft x 7.00ft Footing, 24.0in Thick, w/Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,293.9 2,248.0 psf Max Mu 1.336 Allowable 3,360.0 4,478.9 psf Required Steel Area 0.518 "X'Ecc,of Resultant 4.790 in 16.829 in "Y'Ecc,of Resultant 4.790 in 16.829 in Shear Stresses.... Vu Vn*Phi 1-Way 1.230 93.113 psi X-X Min.Stability Ratio 1.517 1.500:1 2-Way 1.220 186.226 psi Y-Y Min.Stability Ratio 1.517 Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn*Phi Two-Way Shear 0,46 psi 1.22 psi 0.10 psi 186.23 psi One-Way Shears... Vu @ Left 0.74 psi 0.54 psi 1.06 psi 93.11 psi Vu @ Right -0.62 psi -1.23 psi -0.97 psi 93.11 psi Vu @ Top 0.74 psi 0.54 psi 1.06 psi 93.11 psi Vu @ Bottom -0.62 psi -1.23 psi -0.97 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Reo'd Mu @ Left -0.45 k-ft -1.34 k-ft -1.02 k-ft 3.5 psi -0.52 in2 per ft Mu @ Right 0.99 k-ft 0.60 k-ft 1.20 k-ft 3.2 psi 0.52 in2 per ft Mu @ Top 0.99 k-ft 0.60 k-ft 1.20 k-ft 3.2 psi 0.52 in2 per ft Mu @ Bottom -0.45 k-ft -1.34 k-ft -1.02 k-ft 3.5 psi -0.52 in2 per ft The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph (817)854-0142 Scope: Fx(817)491-4194 1 Rev: 580002 __. ..- --- --- ..--_—..Page 2 User:KW-0601436,Ver580,1-Nov-2006 General Footing Analysis & Design (c)1983-2006 ENERCALC Engineering Software 2740.ecw:Calculations Description A2 MIN LL Soil Pressure Summary Service Load Soil Pressures Bottom- Top-Rig Bottom- Top-Lef DL+LL 768.24 1,293.92 242.55 768.24 psf DL+LL+ST 798.18 2,248.05 0.00 798.18 psf Factored Load Soil Pressures ACI Eq.C-1 1,031.59 1,737.48 325.70 1,031.59 psf ACI Eq.C-2 574.59 1,618.31 0.00 574.59 psf ACI Eq.C-3 659.31 1,856.93 0.00 659.31 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add',"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 Used in ACI C-2&C-3 The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph (817)854-0142 Scope: Fx(817)491-4194 Rev: 580002 User:KW-0601436,Ver5.8.0,1-Nov-2006 General Footing Analysis & Design Page 1 (c)1983-2006 ENERCALC Engineering Software_ 2740.ecw:Calculations - - ram,..._. _ Description 81 MAX LL General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 3,360.0 psf Dimensions... Short Term Increase 1.333 Width along X-X Axis 7.000 ft Seismic Zone 0 Length along Y-Y Axis 7.000 ft Biaxial Applied Loads Footing Thickness 24.00 in Live&Short Term Combined Col Dim.Along X-X Axis 30.00 in fc 3,000.0 psi Col Dim.Along Y-Y Axis 30.00 in Fy 60,000.0 psi Base Pedestal Height 49.596 in Concrete Weight 150.00 pcf Min Steel% 0.0014 Overburden Weight 360.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 11.300 k ...ecc along X-X Axis 0.000 in Live Load 12.673 k ...ecc along Y-Y Axis 0.000 in Short Term Load 14.382 k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load 0.540 k 0,540 k Live Load 0.040 k 0.040 k Short Term 4.330 k 4.330 k Summary Footing Design OK 7.00ft x 7.00ft Footing, 24.0in Thick, w/Column Support 30.00 x 30.00in x 49.6in high 7.00ft x 7.00ft Footing, 24.0in Thick, w/Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,306.8 2,529.4 psf Max Mu 3.423 Allowable 3,360.0 4,478.9 psf Required Steel Area 0.518 "X'Ecc,of Resultant 0.737 in 4.997 in "Y'Ecc,of Resultant 0.737 in 4.997 in Shear Stresses.... Vu Vn"Phi 1-Way 2.805 93.113 psi X-X Min.Stability Ratio 8.406 1.500:1 2-Way 6.649 186.226 psi Y-Y Min.Stability Ratio 8.406 Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn*Phi Two-Way Shear 3.85 psi 6.65 psi 4.05 psi 186.23 psi One-Way Shears... Vu @ Left 1.66 psi 2.81 psi 1.80 psi 93.11 psi Vu @ Right 1.31 psi 0.61 psi 0.22 psi 93.11 psi Vu @ Top 1.66 psi 2.81 psi 1.80 psi 93.11 psi Vu @ Bottom 1.31 psi 0.61 psi 0.22 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Reci'd Mu @ Left 1.86 k-ft 1.11 k-ft 0.55 k-ft 4.9 psi 0.52 in2 per ft Mu @ Right 2.23 k-ft 3.42 k-ft 2.21 k-ft 9.0 psi 0.52 in2 per ft Mu @ Top 2.23 k-ft 3.42 k-ft 2.21 k-ft 9.0 psi 0.52 in2 per ft Mu @ Bottom 1.86 k-ft 1.11 k-ft 0.55 k-ft 4.9 psi 0.52 in2 per ft The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Description: Roanoke Texas 76262 Ph (817)854-0142 Scope Fx(817)491-4194 Rev: 580002 ---- ---- User:KW 0601436,Ver5.8.0,1 Nov 2006 General Footing Analysis & Design Page 2 (c)1983-2006 ENERCALC Engineering Software Y g 2740.ecw:Calculations Description B1 MAX LL Soil Pressure Summary Service Load Soil Pressures Bottom- Top-Rig Bottom- Top-Lef DL+LL 1,182.40 1,306.85 1,057.95 1,182.40 psf DL+LL+ST 1,475.91 2,529.43 422.39 1,475.91 psf Factored Load Soil Pressures ACI Eq.C-1 1,732.95 1,915.35 1,550.56 1,732.95 psf ACI Eq.C-2 1,590.91 2,726.51 455.31 1,590.91 psf ACI Eq. C-3 1,141.79 1,956.80 326.77 1,141.79 psf ACI Factors (per ACI 318-02,applied internally to entered loads) `? ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"!"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST': 1.100 Used in ACI C-2&C-3 The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph (817)854-0142 Scope: Fx(817)491-4194 Rev: 580002 Page 1 User:KW-0601436,Ver 5.8.0,1 Nov-2006 General Footing Analysis & Design (c)1983-2006 ENERCALC Engineering Software 2740 ecw Calculations m Description B1 MIN LL General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 3,360.0 psf Dimensions... Short Term Increase 1.333 Width along X-X Axis• 7.000 ft Seismic Zone 0 Length along Y-Y Axis 7.000 ft Biaxial Applied Loads Footing Thickness 24.00 in Live&Short Term Combined Col Dim.Along X-X Axis 30.00 in fc 3,000.0 psi Col Dim.Along Y-Y Axis 30.00 in Fy 60,000.0 psi Base Pedestal Height 49.596 in Concrete Weight 150.00 pcf Min Steel% Overburden Weight 360.00 psf 0.0014 Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 11.300 k ...ecc along X-X Axis 0.000 in Live Load -3.970 k ...ecc along Y-Y Axis 0.000 in Short Term Load -14.382 k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load 0.540 k 0.540 k Live Load 1.530 k 1.530 k Short Term 4.330 k 4.330 k Summary Caution: X(short)ecc>Widt 7.00ft x 7.00ft Footing, 24.0in Thick, w/Column Support 30.00 x 30.00in x 49.6in high 7.00ft x 7.00ft Footing, 24.0in Thick, w/Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,286.9 2,443.4 psf Max Mu 1.297 Allowable 3,360.0 4,478.9 psf Required Steel Area 0.518 "X'Ecc,of Resultant 3.689 in 17.502 in Shear Stresses.... Vu Vn"Phi "Y'Ecc,of Resultant 3.689 in 17.502 in 1-Way 1.190 93.113 psi X-X Min.Stability Ratio 1.531 1.500:1 2-Way 1.058 186.226 psi Y-Y Min.Stability Ratio 1.531 Footing Design Shear Forces AC1 C-1 ACI C-2 ACI C-3 Vn*Phi Two-Way Shear 1.06 psi 0.79 psi -0.38 psi 186.23 psi One-Way Shears... Vu @ Left 0.90 psi 0.78 psi 0.83 psi 93.11 psi Vu @ Right -0.27 psi -1.19 psi -1.00 psi 93.11 psi Vu @ Top 0.90 psi 0.78 psi 0.83 psi 93.11 psi Vu @ Bottom -0.27 psi -1.19 psi -1.00 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Req'd Mu @ Left -0.04 k-ft -1.30 k-ft -1.08 k-ft 3.4 psi -0.52 in2 per ft Mu @ Right 1.20 k-ft 0.87 k-ft 0.92 k-ft 3.2 psi 0.52 in2 per ft Mu @ Top 1.20 k-ft 0.87 k-ft 0.92 k-ft 3.2 psi 0.52 in2 per ft Mu @ Bottom -0.04 k-ft -1.30 k-ft -1.08 k-ft 3.4 psi -0.52 in2 per ft The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph (817)854-0142 Scope: Fx(817)491-4194 Rev: 580002 Page 2 =' tUser:KW-0601436,Ver5,60,1-Nov-2006 General Footing Analysis & Design (c)1983-2006 ENERCALC Engineering Software 2740 ecw:Calculations Description B1 MIN LL Soil Pressure Summary Service Load Soil Pressures Bottom- Top-Rig Bottom- Top-Lef DL+LL 842.75 1,286.90 398.60 842.75 psf DL+LL+ST 879.64 2,443.36 0.00 879.64 psf Factored Load Soil Pressures ACI Eq.C-1 1,155.54 1,764.54 546.54 1,155.54 psf ACI Eq.C-2 655.68 1,821.28 0.00 655.68 psf ACI Eq.C-3 606.45 1,684.52 0.00 606.45 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"!"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"!"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 Used in ACI C-2&C-3 The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph (817)854-0142 Scope: Fx(817)491-4194 Rev: 580002 Page 1 User:KW 0601436,Ver5.80,1-Nov-2006 General Footing Analysis & Design (c)1983-2006 ENERCALC Engineering Software 7 2740.ecw:Calculations `- -- _ .ate-. Description B2 General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 3,360.0 psf Dimensions... Short Term Increase 1.333 Width along X-X Axis 3.500 ft Seismic Zone 0 Length along Y-Y Axis 3.500 ft Biaxial Applied Loads Footing Thickness 24.00 in Live&Short Term Combined Col Dim.Along X-X Axis 30.00 in fc 3,000.0 psi Col Dim.Along Y-Y Axis 30.00 in Fy 60,000.0 psi Base Pedestal Height 49.596 in Concrete Weight 150.00 pcf Min Steel% 0.0014 Overburden Weight 360.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 12.940 k ...ecc along X-X Axis 0.000 in Live Load 12.728 k ...ecc along Y-Y Axis 0.000 in Short Term Load 11.764 k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load 0.010 k k Live Load 0.020 k k Short Term k k Summary Footing Design OK 3.50ft x 3.50ft Footing, 24.0in Thick, w/Column Support 30.00 x 30.00in x 49.6in high 3.50ft x 3.50ft Footing, 24.0in Thick, w/Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 2,913.7 3,874,0 psf Max Mu 0.436 Allowable 3,360.0 4,478.9 psf Required Steel Area 0.518 "X'Ecc,of Resultant 0.062 in 0.047 in Shear Stresses.... Vu Vn*Phi "Y'Ecc,of Resultant 0.000 in 0.000 in 1-Way 0.000 93.113 psi X-X Min.Stability Ratio No Overturning 1.500 :1 2-Way 0.000 186.226 psi Y-Y Min.Stability Ratio 336.491 Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn*Phi Two-Way Shear 0.00 psi 0.00 psi 0.00 psi 186.23 psi One-Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Req'd Mu @ Left 0.42 k-ft 0.43 k-ft 0.25 k-ft 1.1 psi 0.52 in2 per ft Mu @ Right 0.43 k-ft 0.44 k-ft 0.26 k-ft 1.2 psi 0.52 in2 per ft Mu @ Top 0.43 k-ft 0.43 k-ft 0.25 k-ft 1.1 psi 0.52 in2 per ft Mu @ Bottom 0.43 k-ft 0.43 k-ft 0.25 k-ft 1.1 psi 0.52 in2 per ft The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph (817)854-0142 Scope: Fx (817)491-4194 Rev: 580002 Page 2 User:KW 0601436,Ver5.8.0,1-Nov-2006 General Footing Analysis & Design (c)1983-2006 ENERCALC Engineering Software 2740.ecw:Calculations Description B2 Soil Pressure Summary Service Load Soil Pressures Bottom- Top-Rig Bottom- Top-Lef DL+LL 2,913.72 2,913.72 2,862.23 2,862.23 psf DL+LL+ST 3,874.05 3,874.05 3,822.55 3,822.55 psf Factored Load Soil Pressures ACI Eq.C-1 4,393.70 4,393.70 4,316.04 4,316.04 psf ACI Eq.C-2 4,186.28 4,186.28 4,130.63 4,130.63 psf ACI Eq.C-3 2,645.39 2,645.39 2,610.23 2,610.23 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add''"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 Used in ACI C-2&C-3 The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph (817)854-0142 Scope: Fx(817)491-4194 Rev: 580002 Page 1 User KW 0601436,Ver58.0,1-Nov-2006 General Footing Analysis & Design (c)1983-2006 ENERCALC Engineering Software 2740 ecw:Calculations - Description PT1-3 General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 3,360.0 psf Dimensions... Short Term Increase 1.333 Width along X-X Axis 4.000 ft Seismic Zone 0 Length along Y-Y Axis 4.000 ft Biaxial Applied Loads Footing Thickness 24.00 in Live&Short Term Combined Col Dim.Along X-X Axis 24.00 in fc 3,000.0 psi Col Dim.Along Y-Y Axis 24.00 in Fy 60,000.0 psi Base Pedestal Height 36.000 in Concrete Weight 150.00 pcf Min Steel% 0.0014 Overburden Weight 360.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 1.571 k ...ecc along X-X Axis 0.000 in Live Load 2.804 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load 2.720 k-ft 2.720 k-ft Short Term 3.020 k-ft 3.020 k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load 1.210 k 1.210 k Short Term 1.340 k 1.340 k 1 Summary Caution: X(short)ecc>Widt 4.00ft x 4.00ft Footing, 24.0in Thick, w/Column Support 24.00 x 24.00in x 36.0in high 4.00ft x 4.00ft Footing, 24.0in Thick, w/Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 2,590.1 0.0 psf Max Mu 0.737 Allowable 3,360.0 4,478.9 psf Required Steel Area 0.518 "X'Ecc,of Resultant 6.881 in 14.507 in "Y'Ecc,of Resultant 6.881 in 14.507 in Shear Stresses.... Vu Vn*Phi 1-Way 0.000 93.113 psi X-X Min.Stability Ratio 1.654 1.500:1 2-Way 0.486 186.226 psi Y-Y Min.Stability Ratio 1.654 Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn*Phi Two-Way Shear 0.07 psi 0.49 psi -0.42 psi 186.23 psi One-Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Reci'd Mu©Left -0.20 k-ft -0.35 k-ft -0.30 k-ft 0.9 psi -0.52 in2 per ft Mu @ Right 0.74 k-ft -0.35 k-ft -0.30 k-ft 1.9 psi 0.52 in2 per ft Mu @ Top 0.74 k-ft -0.35 k-ft -0.30 k-ft 1.9 psi 0.52 in2 per ft Mu @ Bottom -0.20 k-ft -0.35 k-ft -0.30 k-ft 0.9 psi -0.52 in2 per ft The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph (817)854-0142 Scope: Fx(817)491-4194 Rev. 580002 ——.._ User KW-0601436,Ver 5.8.0,1-Nov-2006 General Footing Analysis & Design Page 2 (c)1983-2006 ENERCALC Engineering Software 2740.ecw:Calculations Description PT1-3 Soil Pressure Summary Service Load Soil Pressures Bottom- Top-Rig Bottom- Top-Lef DL+LL 952.17 2,590.06 0.00 952.17 psf DL+LL+ST 0.00 0.00 0.00 0.00 psf Factored Load Soil Pressures ACI Eq.C-1 1,385.40 3,768.53 0.00 1,385.40 psf ACI Eq.C-2 0.00 0.00 0.00 0.00 psf ACI Eq.C-3 0.00 0.00 0.00 0.00 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 AC1 C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 Used in ACI C-2&C-3 The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph (817)854-0142 Scope: Fx(817)491-4194 Rev: 580002 Page 1 User:KW-0601436,Ver5.8.0,1-Nov-2006 General FootingAnalysis & Design (c)1983-2006 ENERCALC Engineering Software 2740.ecw:Calculations Description BWL1-1 General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 3,360.0 psf Dimensions... Short Term Increase 1.333 Width along X-X Axis 5.500 ft Seismic Zone 0 Length along Y-Y Axis 5.500 ft Biaxial Applied Loads Footing Thickness 24.00 in Live&Short Term Combined Col Dim.Along X-X Axis 24.00 in fc 3,000.0 psi Col Dim.Along Y-Y Axis 24.00 in Fy 60,000.0 psi Base Pedestal Height 76.320 in Concrete Weight 150.00 pcf Min Steel% 0.00 Overburden Weight 360.00psf Rebar Center To Edge Distance 3.54 g 0 in Loads Applied Vertical Load... Dead Load 5.507 k ...ecc along X-X Axis 0.000 in Live Load 2.300 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term 11.130 k-ft 11.130 k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load 1.030 k 1.030 k Short Term 1.480 k 1.480 k Caution: X(short)ecc>Widt 5.50ft x 5.50ft Footing, 24.0in Thick, w/Column Support 24.00 x 24.00in x 76.3in high 5.50ft x 5.50ft Footing, 24.0in Thick, w/Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,617.7 3,877.2 psf Max Mu 2.162 Allowable 3,360.0 4,478.9 psf Required Steel Area 0.518 "X'Ecc,of Resultant 3.427 in 12.782 in "Y'Ecc,of Resultant 3.427 in 12.782 in Shear Stresses.... Vu Vn"Phi 1-Way 0.157 93.113 psi X-X Min.Stability Ratio 2.582 1.500 :1 2-Way 2.318 186.226 psi Y-Y Min.Stability Ratio 2.582 Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn*Phi Two-Way Shear 1.21 psi 2.32 psi 1.50 psi 186.23 psi One-Way Shears... Vu @ Left -0.16 psi -0.12 psi -0.10 psi 93.11 psi Vu @ Right -0.16 psi -0.12 psi -0.10 psi 93.11 psi Vu @ Top -0.16 psi -0.12 psi -0.10 psi 93.11 psi Vu @ Bottom -0.16 psi -0.12 psi -0.10 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Rend Mu @ Left 0.21 k-ft -0.48 k-ft -0.46 k-ft 1.3 psi -0.52 in2 per ft Mu @ Right 1.30 k-ft 2.16k-ft 1.57 k-ft 5.7 psi 0.52 in2 per ft Mu @ Top 1.30 k-ft 2.16 k-ft 1.57 k-ft 5.7 psi 0.52 in2 per ft Mu @ Bottom 0.21 k-ft -0.48 k-ft -0.46 k-ft 1.3 psi -0.52 in2 per ft The Core Group Title: Six Flags Great Escape Job#2740 102 Lindbergh Drive Dsgnr: KC Date: 9:45AM, 8 FEB 08 Roanoke Texas 76262 Description Ph (817)854-0142 Scope: Fx(817)491-4194 Rev: 580002 Page 2 il User KW 0601436,Ver5.8.0,1 Nov-2006 General Footing Analysis & Design ei j (c)1983-2006 ENERCALC Engineering Software 2740 ecw Calculations —. Description BWL1-1 Soil Pressure Summary Service Load Soil Pressures Bottom- Top-Rig Bottom- Top-Lef DL+LL 996.63 1,617.69 375.56 996.63 psf DL+LL+ST 1,360.35 3,877.15 0.00 1,360.35 psf Factored Load Soil Pressures ACI Eq.C-1 1,418.09 2,301.79 534.38 1,418.09 psf ACI Eq.C-2 1,270.92 3,622.27 0.00 1,270.92 psf ACI Eq.C-3 975.95 2,781.55 0.00 975.95 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"!"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add")"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 Used in ACI C-2&C-3