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2003-085 TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development - Building & Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: P20030085 Date Issued: Friday, June 20, 2003 This is to certify that work requested to be done as shown by Permit Number P20030085 has been completed. Tax Map Number: 523400-288-020-0001=020-000-0000 Location: 1172 STATE ROUTE 9 Owner: GREAT ESCAPE THEME PARK L L C Applicant: GREAT ESCAPE THEME PARK - CANYON BLASTER COASTER This structure may be occupied as a: By Order of Town Board Amusement Ride TOWN OF QUEENSBURY Director of Building&Co a Enforcement TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development- Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20030085 Application Number. A20030085 Tax Map No: 523400-288-020-0001-020-000-0000 Permission-is hereby granted to: GREAT ESCAPE THEME PARK - CANYON BLA 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 L Amusement Ride $1,600,000.00 C/O PROPERTY TAX SERVICE CO Total Value 2351 W NORTHWEST Hwy $1,600,000.00 DALLAS, TX 75220 Contractor or Builder's Name/Address Electrical Inspection Agency Plans &Specifications 2003-085 GREAT ESCAPE- CANYON BLASTER COASTER ROLLAR COASTER AS PER APPLICATION $2,400.00 PERMIT FEE PAID- THIS PERMIT EXPIRES: Wednesday, March 24, 2004 (If a longer period is required,an application for an extension must be made to.the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the Town Que Mo a March 24, 2003 j SIGNED BY Wfor the Town of Queensbury. Director of Building&Code Enforcement i Dullding Pern�lt Application Town of Queensbury—Dept of Community Development,742 Bay Road, Queensbury,NY (518)761-8256 A permit must be obtained before beginning construction. Permit File No:�-� No inspection will be made until applicant has received a Fee Paid $ a g n o valid building permit. All applicants' spaces on this Rec. Fee Paid $ , application must be completed and must appear on the' Reviewed By:_ application form. Applicant: (��-� 1��-'�� ' Owner: Sfl~w� Address: 6 2, t2 G'i . Address: Phone#(11� ) --flL-- 7 of Phone# Email Address: Email Address: nnttjj Property Location: Lot Number: / House Number Subdivision Name: 06/j Tax Map Number:, ❑ New Building: residence /commercial Estimated Market Value of Construction: $ �) ��i �'G� Ai ❑ Addition: . residence/ commercial If an Addition,what will use of new addition be? ❑ Alteration: residence/ commercial ❑ No change to exterior size: residence/com'l ( Other work(describe 6O Vl N(1 wft o,,, s re e L f2,-o t,L.r Check Occupancylnformation I"Floor - 2° Floor Other floor Total Below sq.ft. sq.ft, sq.ft. Square Feet ❑ Single family dwelling ❑ Two family dwelling ❑ Townhouse � ❑ Multifamily dwelling Lj #of units ❑ ` Office ❑ Mercantile TC WN OF QUFENSE URy ❑ Manufacturing UILDING AND CODE ❑ 1 car detached garage ❑ 2 car detached garage ❑ 3 car detached garage ❑ 1 car attached garage 0 2 car attached garage ❑ 3 car attached garage ❑ Storage building- commercial ❑ Storage building- 4—residential C� Other /I Zd ,06L_v 0-,Przj7i i I b c - What is the proposed height of the structure feet `� inches Will any second-hand or ungraded lumber be used? If so,for what? �l✓ Type of Heating System: electric/ oil / gas/wood /forced hot air/ baseboard/othet: Number of Fireplaces to be installed 0 Number of Woodstoves to be installed List below the person(s)responsible for supervision of work as regards to building codes: Name Address Phone Number Builder DC ( C/ Plumber Mason - Electrician Declaration: please sign below after you have carefully read the statement: To the best of my knowledge the statements contained in this application,together with the plans and specifications submitted,are a true and complete statement of all proposed work to be done on the described premises and that all provisions of the Building Code,the Zoning Ordinance and all other laws pertaining to the proposed work shall be complied with,whether specified or noted,and that such work is authorized-by the owner. Further,it is understood that I/we shall submit,prior to a Certificate of Occupancy or Certificate of Compliance being issued,as requested by the Zoning Administrator or Director of Building and Codes,an As Built Survey by a licensed surveyor; drawn to scale,showing actual location of nMoction. Signature:, owner, owner's agent, architect,contractor Commercial Final Inspection Report Office No.: (518)761-8256 Date Inspection re st e eive Queensbury Building&Code Enforcement Arrive: p s Depart: 6�n 1 2804 Inspector's In' ials 742 Bay Road, Queensbury,NY 1 p NAME: C PERMIT 0 3— R LOCATION: \ (� /DATE: . — C�� COMMENTS: Y N NA Chimney/"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/'Roof Complete Exterior Fjni§ ra e Complete 6"in 10' or Equivalent Interior/$xteri Guardrails 42an...Platfmm/Decks Interiokmxter Banister 4 in. S acing Platform/Decksj Stair Handrail —38) ./Sfe`itiser's 7"/T'rea�s VI' Vestibules For Exit doors>3000 s . ft. All Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36 (w)x 44"(1)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator 18" Above Grade Floor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum Boiler/Furnace Enclosure 1 hr.. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 '/2 doors > 10%> 1000 s . ft. 3/a Hour Corridor Doors&Closers Firewalls/Fire Separation, 2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors 'Ceiling Fire Stopping, 3,000 s . ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan,if required C J Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e `� �-�\ Public Toilet Room Handicapped Accessible �� Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond Active Listening System and Signage Assembly Space Final Electrical V (� S e Plan/'Yarre uired �`,� ina Surve ,Ne iructur /Flood Plain certification,if req. �?✓ I^ v As-built Septic System Layout Required or On File VJ i Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Y `�..� Building Access All Sides by 20' /Driveable Surface 20' wide Okay To Issue Temp. or Permanent C/O Okay To Issue C/C �f Last printed 6/3/2003 9:27 AML:\PamW\Building&Codes\Commercial Final Inspection Report.doc Town of Queenebury Fire Marshal's mice 742 Say Road Queensbury, NY 12804 Phone (518) 761-8205 Fax(518) 'T45-4437 ffi Fire Marshal's Inspection Report Request �c FINSPECTIONON:—Ai-�-O�--17 Received: Permit# �� ' QU NamAM ANYTIME PM.5-ff,� —%IC-- Location: ' 6`mil We. APPROVE M/A YES NO COMMENTS EXITS AISLE WIDTHS EXIT SIGNS=NORMAL BATTERY P EMERGENCY LIGHTING FIRE EXTINGUISHERS FIRE ALARM SYSTEM r� FIRE SPRINKLER SYSTEM FIRE SUPPRESSION SYSTEM HOOD INSTALLATION INTERIOR FINISHES STORAGE _ COMPRESSED GAS CLEARANCE TO SPRINKLERS CLEARANCE TO HEATING UNITS l CLEARANCE TO ELECTRICAL REQUIRED SiGNAGE y, 0C). EMERGENCY PLAN MAXIMUM OCCUPANCY SIGN CHIMNEY MASONRY ROUGH IN FINAL • CHIMNEY FACTORY BUILT ROUGH IN _ FINAL WOOD 5 �.�„fll1 (Na � VU'►�� STOVE' ROUGH IN FINAL VENTED GAS - APPLIANCE ROUGH IN FINAL FIREPLACE MASONRY ROUGH IN �K THIS ®ATE OK FOR ® OT OK FINAL ' FIREPLACE .� FACTORY BUILT ROUGH IN I E TED Y FINAL _ COMDEV/CHRISJIWORDIL.ETTERS2001/F REEMARtSHALINSPECTIONREPORT1102s001 WRITE—BUILDING DEPARTMENT COPY YELLOW—OCCUPANT COPY Town of Queensbury Fire Marshal's Office 742 Bay Road Queensbury, NY 12804 Phone (518) 761-8205 Fax(518) 745-4437 Fire Marshal's Inspection Report Request � � SCHEDULE ii Received: PelTr►it� �� '" INSPECTION ON:. �" �1 `'O� Name: —K,=cat 0� b •�r 9 .. AM PM ANYTIME Location: I;.0 r, 5bApo APPk6VED N/A YES NO COMMENTS EXITS AISLE WIDTHS EXIT SIGNS-NORMAL X EMERGENCY BIGHTING 5 i9�r v FIRE EXTINGUISHERS 1 FIRE ALARM SYSTEM u f 01�-1 ig isp �v FIRE SPRINKLER SYSTEM p l FIRE SUPPRESSION SYSTEM HOOD INSTALLATION f Z INTERIOR FINISHES Fiw-e i ff�% STORAGE COMPRESSED GAS _ CLEARANCE TO SPRINKLERS j,r J�,y �„� ,11, ► ;�1,��,� CLEARANCE TO HEATING UNITS ELECTRICAL REQUIRED SIGNAGE EMERGENCY PLAN /] MAXIMUM OCCUPANCY SIGN CHIMNEY MASONRY ROUGHIN AFINAL -r LCA joof - CHIMNEY FACTORY BUILT ROUGH INltoe i/ �Fo Wer V, � FINAL WOOD STOVE ROUGH IN CLO�K� u r\ FINAL VENTED GAS APPLIANCE ROUGH IN FINAL FIREPLACE MASONRY ROUGH IN ®K THIS DATE OK FOR CO (NOT OK FINAL FIREPLACE �y- FACTORY BUILT ROUGH IN INSPECTEDBYFINAL COMDEV/CHRISJNVORD/LETTERS20011F IRE MARSHALINS PECTIONREPORT11022001 WHITE-BUILDING DEPARTMENT COPY YELLOW-OCCUPANT COPY Town of Queensbury Fare Marshal's Office 742 Bay Road Queensbury, NY 12804 Phone (518) 761-8205 Fax(518) 745-4437 Fire Marshal's Inspection Report Request / ` SCHEDULE J Received: Permit# ( INSPECTION ON: Name: jo, '�� 1q . A Fill) ANYTIME Location: ��Oct APPROVE -- N/A YES NO COMMENTS EXITS AISLE WIDTHS kot'_,Ovi 1 1 EXIT SIGNS—NORMAL - BATTERY G`n 1�!13.0 c i LV1 �V;} V f-"e-Ouc�'keA C)GL4-5 EMERGENCY LIGHTING FIRE EXTINGUISHERS FIRE ALARM SYSTEM 1 FIRE SPRINKLER SYSTEM �i .�- �•� � �(] ,L1 (%`�b�l FIRE SUPPRESSION SYSTEM HOOD INSTALLATION INTERIOR FINISHES jy� b1 u�t L STORAGE I°J��I fl�i COMPRESSED GAS CLEARANCE TO SPRINKLERS CLEARANCE TO HEATING I UNITS C�►� `C1 , CLEARANCE TO ELECTRICAL ` REQUIRED SIGNAGE EMERGENCY PLAN LkA MAXIMUM OCCUPANCY SIGN -- b�tAv), CHIMNEY MASONRY ROUGH IN FINAL CHIMNEY FACTORY BUILT ROUGH IN �� N I t26,A � , `�1, / Q FINAL / f o c yvA WOOD STOVE ROUGH IN �f\lam FINAL VENTED GAS PCm 10 APPLIANCE ROUGH IN FINAL 1 \ .I7(r�l I' C;j""0.9 d y t"Cy FIREPLACE MASONRY ROUGH IN OK THIS DATE ®K F ® NOT OK _ FINAL I FIREPLACE �(d, FACTORY BUILT ROUGH IN 1 gP CTED FINAL COMDEV/CHRISJfWORD1LETTERS2001lFIREMARSHALINSPECTIONREPORT11022001 YELLOW—OCCUPANT COPY WHITE—BUILDING DEPARTMENT COPY Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspection requ ece� j� 4 3 Queensbury Building&Code Enforcement Arrive: a p Depa : D a p 742 Bay Road, Queensbury,N1Y� 12804 Inspector's Initi NAME: 6zn � �`�`�` PERMIT LOCATION: DATE: COMMENTS: Y N NA Chimney/"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish Grade Complete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in.Platform/Decks Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in. /Step Risers 7"/Treads 11" Vestibules For Exit doors>3000 sq. ft. All Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36 (w)x 44" (1)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator(18")Above Grade Floor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 '/Z doors > 10%> 1000 s . ft. 3/4 Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping, 3,000 s . ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan, if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in.Beyond 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 Last printed 6/3/2003 9:27 AML:\PamW\Building&Codes\Commercial Final Inspection Report.doc STATE OF NEW YORK-DEPARTMENT OF LABOR DIVISION OF SAFETY AND HEALTH t. &�4ERMIT TO OPERATE AN AMUSEMENT DEVICE PERMIT TO USE A ❑ VIEWING STAND AND/OR ❑ TENT This permit to operate is issued to the owner, agent or lessee for the amusement device, viewing stand and/or tent specified below and is not transferable. It is valid for a period of one year from its date of issuance unless the device,stand or tent is substantially rebuilt or modified,or the holder voluntarily discontinues operation of the device,viewing stand or tent. The Commissioner may revoke a permit if the device,viewing stand or tent is being operated or used without the liability insurance required by law or with a mechanical,structural or design defect which presents an excessive risk of serious injury to passengers or occupants. ANY AMUSEMENT DEVICE,VIEWING STAND OR TENT ACCIDENT WHICH RESULTS IN A SERIOUS INJURY MUST BE REPORTED TO THE PROGRAM MANAGER FOR INDUSTRY INSPECTIONS PRIOR TO THE CLOSE OF THE NEXT BUSINESS DAY. THE MANAGER IS LOCATED IN BUILDING 12, W. AVERELL HARRIMAN STATE OFFICE BUILDING CAMPUS, ALBANY, N.Y. 12240; TELEPHONE NUMBER(518)457-1212;FAX NUMBER(518)485-8054. PERMIT INFORMATION 1. AMEANDMAI INGADDRESS WN R oAGENT ❑LESSEE 2,d.b.a.,ifany 3.TYPE JV 6 X sro Ll>t- "L /2 Sys 4.STATUS 5.CLASSIFICATION 6.CAPACITY 7.MAXIMUM SPEED B.NAME OFMANU7A TURER (A.D.ONLY) (A.D.ONLY) ❑ Temporary. No.of Persons `J t 1'tSL� � Permanent ❑ Kiddie Adult Maximum Weight C, -3zi-1P 9_INSURANCE 10. IDENTIFICATION NO. a. LIABILITY Initials b.WORKERS'COMP. Initials c. DISABILITY Initals P lj ti l ��ra U� !� 1 � 0 �11� Ex iratian Date J V 12.DIST.OFF. 1 13. DA/rE CFI 5UANCE NewExpiiation Date I�.rTQ 11i PERMIT ISSUED BY-' ,Prjn I am S'g t re 14:PERMIT NO. � -_ _ - - - f - — - — - RD CUCOLO,Director SH-82A(4-ao) FOR THE COMMISSIONER OF LABOR :t � MILLER ENGINEERING & TESTING INC. MANCHESTER, NH(603)668-6016 NORTHBOROUGH,MA(508)393-2607 FAX:(603)668-8641 FAX: (508)393-8490 BOSTON,MA(617)269-8829 FAX:(617)269-8837 PROJECT: c'117jr/12Q141 IJZq07F/,� PROJECT NO: s NONDESTRUCTIVE INSPECTION REPORT CLIENT: �fif-�y¢� P.O. Alb 1 ✓J61< JOB LOCATION: Li1di�= G�Gr�(r/-' /tf y /a�L/I- RIDE_ NAME: Cl7AI DN �'��s�=/� RIDE NO: S/N: — ;NIATERI'i AS WELDED: PAINTED: ;SPECIFICATION: (�jI ,j � �C70Y STANDARD: NO INDICATIONS ALLOWED ;ULTRASONIC 1EQUIPMENT: MAGNETIC PARTICLE EQUIPMENT: ��/� �jJ✓j !�✓i�/yI✓9 IAI ly!/ !WAVE FORM: 'LONGITUDINAL: SHEAR WAVE: TRANSDUCER: TRANSDUCER: ,REQ: : ` -JCOUPLANT� : FREQ: SIZE: ' CONTACT: �I I IND EXING: y I 'ALIBRATION: THE PARTIPARTS HAVE NOT COME IN CONTACT WITH MERCURY DURING TESTING. i COMMENTS_ 1dJs�'C' 1%J.�s✓��_:✓.,1_,...1�!.F1��L��F/� l"/�YJy---�C1_/�i-?/=.Ue'-"1 11%13�i!!.F77.0 -/�1q/Z/'7�� GaJ� ✓/2. .��laJG__d _._. .CJ,� .�S/��iG�'S_._./_.73✓_-'�7a�. �/V 7Zl T /�c��/_ L'�J�7/y7.idt'_��1�,�_��✓�S/^�/�'�L/,S'.-TD_._.�s�.I�CJ(CN,c---13N1�...__,.S��l/' TI — �Tt=2--f /lacC-y�iJ3/7C/- . i��'-t'= ��- Div %'•�2��9� __j�f?. - -Sti!�xcJ. -4j LEVEL 11: DATE: 7 f[{ I 'I Post-it"Fax Note 7671 Date Bb rnarnvar of rho,GLYAW 6ROU!' ro 1 rtit From Co.IDept. �(J Co, Phone Il Phone June Fax w Z Se1.EL—p Great Escape } 1172, 'totit:9 Que-un5bu1 y,New",York 12,804 f� v Amu Mi.jolui Oldt rn DiTector of A�Watenance Sul�lsctt Grent Ei�cape-.r rruw'Miue Train Ccrdficaw of coulphat ce GGE 03,2002 C Dear Mo.Olden ra .4- In evidence of the completion our construction. tx oatxitoriz l; azc.d design reviev,, efforts, I am hereby Yt st11eitting rhis docurcnt as evidence o-my certification that the Six Pugs Crear Eicape Mine Toxin C:oauer has been corii.pleted in w;cordance wirh tl-ie approved design docutuenrs. Furthermore It is my professional opinion that the ride b structurally adequate to accommodate tiie desip loads identified acid verified by Glynit Oeote:.hrti.c.1 '.1iis cerdricatioi;6 based on tb.e fall•�wirg. 1. Periodic site visin by 3GE ILI :. Aevi;w of construction modification as work progressed 6j 3. Sahsractary c�ticlence of tveld.izig inspections W 4. Opera io gal testa that confirm design values u.5ed V i1-is certification is Limited to the ride as designed and corstructed. No modificatiori of the structure or loading.,onclikdo is cart be made without irrealidating this certifi,carioa• SO This cerrifrcat:on.is Prepared with reference to tl e 3003 wltil_ding C&oCNewYork State(Code). v :r Please cotxtact ine d rectly if there are any questions rega.,ding tliis certificaticr•., ei•, j 5inccr9l, �'�a iorsult_no('�lgdaeei, rincrprl �� a GLYNN GEOT CHNICAL ENGINEERING 415 Souih Tretisli ;t:Fet, Lockport,NewYork 14094 voice 716.625.6933./fax 716,625,6983 �CP.'LF:G.mQcano CvmglV�:c.ix �.vurw.gtyl•�tigro a p.com � 1 S The New York Board of Fire Underwriters Bureau of Electricity is in the process of issuing a certificate of compliance for the electrical installation as provided for in the application for inspection # Hq 36 73 New York Board of Fire Underwriters Bureau of Electricity Inspection activity pursuant to Application # // 4 -�Z 7 �5 has been completed and a certificate of compliance setting forth the detail of the electrical sy tem is being prepared. 6_It-�3 Inspector Date Form 00(Rev.06/00) ENGINEERING METALLURGY ENVIRONMENTAL CONSTRUCTION Atdick Associates Consulting & gesign engineers ffiank C. Atdick, 9. E 518-792-541 1 (OFFICE) 48 MAIN STREET 518-792,4030(FAJQ June 16, 2003 SO.GLENS FALLS,N.Y. 12803 Mr. David Hatin, Code Enforcement Officer Town of Queensbury 742 Bay Road Queensbury, New York 12804 Re: Great Escape, "Canyon Blaster" Project. Dear Mr. Hatin: This project was activated on January 31 , 2003 by the Great Escape. This office designed the complete Train Station and concrete foundations and concrete piers for the ride. The last concrete piers were poured about June 9, 2003 and are grade beam piers. I inspected various foundations and piers on this project while they were in various stages of being constructed and was on the site from February 3 to June 6 at least 3 times per week and made drawing revisions which represent the as built condition of these concrete, steel , and wood structures on Hardick Associates Drawings 0-1001 through D-1016. I concur that this project was built to the revised plans. All drawings were updated, revised, and re- issued with stamps and signatures. If you have any questions please feel free to call . Very truly yours : Frank C. Hardick, PE CC: Mr. Robert Culver, Great Escape ENGINEERING METALLURGY ENVIRONMENTAL CONSTRUCTION .9i(aidick Associates Consulting &2 'Vesign (5ngineets Stank C. Atdick, 2 E 51 B-792-541 1 [OFFICE] 46 MAIN STREET 51 B-792-4030[FA?Q SO.GLENS FALLS,N.Y. 1212103 June 19, 2003 Mr. David Hatin, Code Enforcement Officer Town .of Queensbury 742 Bay Road Queensbury, N. Y. 12804 Re: Great Escape, "Canyon Blaster" Project. bear Mr. Hatin: This letter is in addition to my letter of June 16, 2003 which I will Further state that all concrete, steel and wood structures on Hardick Associates ;a Drawings 0-1001 through 0-1018 were built to the revised drawings and are stamped and signed by me. This includes the complete train station, stairs, railings, .ramps, foundations, piers, and walkways. The roof trusses in the train station are stamped by a New York State PE from the truss supplier. The anchor bolt pattern and anchor bolt sizes of the piers_ on the ride are by a -New York State PE from Arrow Corporation. The ride structural complete is by Arrow Corporation, If you have any further questions, please. feel free to call . Very truly yours, �� Frank C . Hardick, PE CC : Mr. Robert Culver, .Great Escape ENGINEERING METALLURGY ENVIRONMENTAL CONSTRUCTION Atdick LAssociates Consulting & design Engineets C(0 P ye _gtank C. Atdick, E 51 S-792-541 1 (OFFICE) 46 MAIN STREET 518-792-4030(FAX) June 16, 2003 SO.GLENS FALLS,N.Y. 12BO3 Mr. David Hatin, Code =nforcement Officer Town of Queensbury 742 Bay Road Queensbury, New York 12804 Re: Great Escape, "Canyon Blaster" Project. .. ..Dear Mr. Hatin: This project was activated on January 31 , 2003 by the Great Escape. T-his office designed the complete Train Station and concrete foundations and concrete piers for the ride. 4; The last concrete piers were poured about ,4une S, 2003 • and are grade beam piers. I inspected various foundations and piers on this project while they were in various stages of being constructed and was on the site from February 3 to June 8 at least 3 times 'per week and made drawing revisions which represent the as built condition' of these concrete, steel , and wood structures on Hardick Associates Drawings 0-1001 through 0-1018. I concur that this project was built to the revised plans. All drawings were updated, revised, and re- issued with stamps and signatures. If you have any questions please feel free to call . Very truly yours -` Frank C . Hardick, PE CC : Mr. Robert Culver, Great Escape . Commercial Final Inspection Report l Office No.: (518) 761-8256 Date Ins p tion request received: Queensbury Building&Code Enforcement Arrive: r�, am/pm Depart: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initials: NAME:�, c m PERMIT LOCATION: 2 a lnP_� DATE: COMMENTS: Y N NA C3� Chimney/"B"Vent/Direct Vent Location \0 Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish Grade Complete 6"in 10' or Equivalent (L Interior/Exterior Guardrails 42 in. Platform/Decks Interior/Exterior Ballisters 4 in. Spacing Platform/Decks Stair Handrail 34 in.—38 in./Step Risers 7"/Treads 11" `� r tC1-i l� Vestibules For Exit doors>3000 sq. ft. All Doors 36 in.w/Lever Handles/Panic Hardware, if required G Exits At Grade Or Platform 36 (w)x 44"(1)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator 18")Above Grade Floor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water Temp.110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 %doors > 10%> 1000 s . ft. 3/4 Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping, 3,000 s . ft. Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" �G� Smoke Vents Or Fan, if required l Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible G.•R �"e �'4f^ j j Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in. Beyond ��,� Active Listening System and Signage Assembly Space final Electrical �� l�r, Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As-built Septic System Layout Required or On File Elk Z oej —Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Building Access All Sides by 20' /Driveable Surface 20' wide Okay To Issue Temp. or Permanent C/O Okay To Issue C/C Last printed 6/3/2003 9:27 AML:\PamW\Building&Codes\Commercial Final Inspection Report.doc t Foundation Inspection Report Office No. (51-8) 761-8256 Date Inspe1ction reque c ' ed: Queensbury Building&Code Enforcement Arrive: 11=0"0 a epart: a 742 Bay Rd., Queensbury,NY 1.2804 Inspector's Initial CN- NAME: PE IT#: 03 � LOCATION: o INSPECT ON: — 3 TYPE OF STRUCTURE: Comments Y N N/A Footings i Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48.hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place a Foundation Dampproofing (,. Foundation/Waterproofing j� �� Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfrll Approval d Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 V/1 Foundation Inspection Report Office No. (51S)761-8256 Date Inspection requ rec ve _ Queensbury Building&Code Enforcement Arrive: pm �„ art: : am/� 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: C� ERMIT#: S LOCATION: INSPECT ON: — TYPE OF STRUCTURE: R Comments Y N N/A Foot' gs l& rs Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6.inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building R Code Enforcement Arrive: o� am/pm Depart: am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: l� NAME: PERMIT#: 0 3 D LOCATION: - INSPECT ON: — TYPE OF STRUCTURE: Comments Y N N/A ootings 2� Piers (� 2-YU Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval p Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.InspectionTORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (51S)761-8256 Date Inspection requ rece' ed: Queensbury Building&Code Enforcement Arrive: a pm art: a pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initial NAME: p � T#: LOCATION: SPECT ON: b � TYPE OF STRUCTURE: Comments Footings —7 � 2 Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:ISueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 1 Foundation Inspection Report (, Office No. (51S)761-8256 Date Inspection re st r ei d: Queensbury Building& Code Enforcement Arrive: pm epart: �t m 742 Bay Rd., Queensbury,NY 12804 Inspector's Initia NAME: ' — ERMIT#: CZ - LOCATION: EC_T ON: TYPE OF STRUCTURE: Comments Y N N/A Fo ngs Li C Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. - Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacicfill Approval 4 Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Cn ade 6 inch drop within 10 ft. LASueHemingway\Bui]ding.Codes,Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (51S) 761-8256 Date Inspection rr 03 Queensbury Building&Code Enforcement Arrive: Depart-1 a n 742 Bay Rd., Queensbury,NY 12804 Inspector's Init*al NAME: LOCATION: bS SPECT ON: _ O TYPE OF STRUCTURE: Comments Y N N/A Footings (!?�4onolithic rs �— Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofmg Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacicfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:4SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report - Office No. (518) 761-8256 Date Inspectio eques e, Queensbury Building&Code Enforcement Arrive: a epart. T V a 742 Bay Rd., Queensbury,NY 12804 Inspector's Iliitia NAME: — P IT#: ; 3 ! �� LOCATION: INSPECT ON:— TYPE OF STRUCTURE: Comments Y N N/A o ings _ iers . onolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place s Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacicfill Approval P Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Glade 6 inch drop within 10 ft. L;\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (51-8) 761-8256 Date Ins ect(3 re u s eive -Queensbury Building&Code Enforcement Arrive: a Depart: a 742 Bay Rd., Queensbury,NY 12804 Inspector s Ini ' s NAME: — IT 2 d C) LOCATION: = — INSPECT N: may-Z,?-03 TYPE OF STRUCTURE: Comments y d 1V 1\/A Footings Piers Monolithic Slab Reinforcement n Place The contrac or is responsible for providing pr tection from freezing for 48 hours fo owing the placement of the concrete. Materials for this p ose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproo rig Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under s/ab Backfill Approval p Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundafion Inspection Report.doc January 28,2003 _,7 Foundation Inspection Report rC� Office No. (51-8) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: vo am/pm Depart: am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: PERMITC�- C) . 0 LOCATION: INSPECT ON: S-� M TYPE OF STRUCTURE: n c - Comments Y N /A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacldill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes,Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Deport Office No. (51'8) 761-8256 Date Inspec ' eq st ece' Queensbury Building&Code Enforcement Arri . a p Depart: am/pm 742 Bay Rd., Queensbury,NY 12804 spector's Initial NAME: C A.� ` _ RMIT#: Z_ Zt LOCATION: —h INSPECT N 7? _ TYPE OF STRUCTUR . Comments Y N N/A Footings/,,, ` �� Piers _� I.. Monol thic Sl Reinfo cement in Place The ontractor is responsible for provi '\urs tection from freezing for 48 ollowing the placement of the e. Materithis purpose on site. Foundation/Wallpour Reinforcement in Pl e s Foundation Dampproofi Foundation/Waterproofing Type of Dampproofing/Waterp oofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Uv �� Foundation Inspection Report Office No. (51S) 761-8256 Date Ins ection requ eive Queensbury Building&Code Enforcement Arrive: '.- a Depart: I Wa 742 Bay Rd., Queensbury,NY 12804 Inspector's Initial NAME: �"— PERMIT#: O v LOCATION: INSPECT ON: TYPE OF STRUCTURE: Comments Y IN N/A Footings Piers ci Z J 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 s Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacicfill Approval Plumbing Under Slab PVC/Cast/Copper . Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 • �-ao- y-3� Foundation Inspection Report Office No. (518)761-8256 Date Inspe tir d: Queensbury Building&Code Enforcement Arrive: f Depart: 742 Bay Rd., Queensbury,NY 12804 Inspector's NAME: At. � - LOCATION: C-,R _ � INSPECT ON: Zn� - -0 TYPE OF STRUCTURE: Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing )„ for 48 hours following the placement of the concrete. - -Materials for-this-purpose-on site. - - -- - -- — - v Foundation/Wallpour f�v Reinforcement in Place Foundation Dampproofing fj Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 V/ Foundation Inspection Report Office No. (51"8)761-8256 Date Inspection re re ei Queensbury Building&Code Enforcement Arrive: a m Depart: am/pm 742 Bay Rd., Queensbuiy,NY 12804 Inspector's Initials- NAME: ( ✓l/ c PERMIT#: LOCATION: J INSPECT ON: �� TYPE OF STRUCTURE: j Comments Y N /A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place • Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval , Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.Inspection.FORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection reque e e /100 3 Queensbury Building&Code Enforcement Arrive: ' 6 a Depart: a m 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: 15 ' PE T#: LOCATION: / INSPECT ON: O .1 TYPE OF STRUCTURE: Comments Y L N N/A J Footings Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under.Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Insjrcei d: Queensbury Building Code Enforcement Arrive: ✓ Depart: '7 am/742 Bay Rd., Queensbury,NY 12804 InspectoNAME: (� #.C>3. zs LOCATION: 2 _ INSPECT ON: Ll— Cam` TYPE OF STRUCTURE: CS Comments Y N N/A Footings LA Piers iv Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. C��~Materials for this purpose on site. Foundation/Wallpour 1��C Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes,Inspection.FORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (51'8) 761-8256 Date Inspection reque e ei d: Queensbury Building&Code Enforcement Arrive: 00 am/ epart: ' a m 742 Bay Rd., Queensbury,NY 12804 Inspecto s Initials: NAME: 6;r PE IT#: LOCATION: IN ECT ON: TYPE OF STRUCTURE: Comments X N N/A Fo ings AIR!) � Piers j �� 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 e Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 4 Foundation Inspection Report Office No. (518)761-8256 Date.Inspection request r e Queensbury Building&Code Enforcement Arrive: a epart: - ' o ai" 742 Bay Rd., Queensbury,NY 12804 Inspector's Initi r : - i NAME: 2, PERMIT#: _ 09- LOCATION: INSPECT ON: TYPE OF STRUCTURE: 01 D Comments Y N N/A tings r� " AZ Piers _ /� No Slab Reinforcement in Place The contractor is responsible for ` providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval 40 Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. U\ ueHemingway\Building.Codes•InspectionTORMSToundation Inspection Report.doe January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection re u eived . Queensbury Building&Code Enforcement Arrive: '-r\ D art: dam/ 742 Bay Rd., Queensbury,NY 12804 Inspector's In' NAME: — RMIT#: 's� OK5 LOCATION: n SPECT ON: TYPE OF STRUCTURE: X-s 3 Comments Y N N/A botings Piers nolithic Sla 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 d Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.InspectionTORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (51-8) 761-8256 Date Inspection re ecel d: Queensbury Building&Code Enforcement Arrive: m/p e - a 742 Bay Rd., Queensbury,NY 12804 Inspector's Initla s: NAME: G e---2 6S ERMIT#: <aOO 3-i LOCATION: r SPECT ON: o TYPE OF STRUCTURE: Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval $ Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Cnade 6 inch drop within 10 ft. LASueHemingway\Building.Codes,InspectionTORMSToundation Inspection Report.doc January 28,2003 Q Foundation Inspection Report Office No. (518) 761-8256 Date Inspection request v Queensbury Building&Code Enforcement Arrive: `1�am/ art:`��a C 742 Bay Rd., Queensbury,NY 12804 Inspector's Initial NAME: IT#: LOCATION: N- I SPECT ON: TYPE OF STRUCTURE: Comments / V Y N N/A Fo mgs iers 17e Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Glade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.Inspection.FORMSToundation Inspection Report.doc January 28,2003 rn Foundation Inspection Report Office No. (51-8) 761-8256 Date Inspection reques rec e Queensbury Building&Code Enforcement Arrive: a Depart: a pm Inr 742 Bay Rd., Queensbury,NY 12804 Inspector's tia . NAME: RMIT#: C 22 LOCATION: INSPECT ON: TYPE OF STRUCTURE: Ql� Comments r Y N N/A otings ,Piers L 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 s Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacicfill Approval + Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.InspectionTORMSToundation Inspeetion Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection requ re ived: Queensbury Building&Code Enforcement Arrive:l^U(Z a pm Depart: a p 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initia s: y NAME: #: C)O b LOCATION: INSPECT ON: p?� TYPE OF STRUCTURE: Comments ® It Y N N/A Footings iers . 1-k-1 A V onolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. 171,5 ALBANY OFFICE j PO Box 2199 Ballston Spa, New York 12020 0 V 1 c E So I W C. 5 Knabner Road A SUBSIDIARY OF SJB SERVICES,INC. Mecbanicville, New York 12118 Tel: [5181 899-7491 Fax: [5181 899-7496 FAX MEMO TO: Bob Culver, Great Escape Theme Park, LLC (fax: 518-793-7237) DATE: May 1, 2003 FROM: Hery Glavota Empire Geo-Services REGARDING: Proposed Roller Coaster Ride Report Clarification As requested,the undersigned visited the above referenced site to examine the conditions at column C-12A in relation to grade beams GB 105 to GB 110. The preliminary drawings had shown the top of the grade beams to be approximately 4 feet below the bottom of the column footing and the use of insulation along the footing and to a depth of 5 feet below the footing and to apply gunite to the slope which was approximately 2V:1H. However,the actual as built grades to be approximately 1V:5H with the bottom of the footings approximately 6 feet below proposed grades. Based on our report for this project dated April 16, 2003, we believe the slope is flat enough not to require gunite for stabilization and the 6 feet of soil cover is adequate for frost protection and no insulation should be required. Also,clarification of the compaction testing requirement for the bearing surface below foundations was requested. As stated in our report, if the foundations bear in native soils with limited disturbance then they should be adequate for the required bearing. Compaction testing is only recommended if the areas.are filled to achieve the required grade. Please refer to our report for further detail in this matter. If you have any further questions please call me. y Hery Glavota Senior Geotechnical Engineer Reviewed By: Robert F. van der Horst, P.E. Senior Geotechnical Engineer Buffalo, NY Cortland, NY Cuba, NY Falconer, NY Rochester, NY Syracuse, NY Gilber [7161 64 9-8 110 [6071 758-7182 [7161 968-9686 [7161 487.1481 [5851 359-2730 [3151 6 9 8-7 3 5 9 16101 6 Foundation Inspection Report Office No. (51-8) 761-8256 Date Inspection qu 5#: Queensbury Building&Code Enforcement Arrive: ` a epart: am/� 742 Bay Rd., Queensbury,NY 12804 Inspector's Init ls. NAME: `"-'T Y 6 bS LOCATION: +'>--/ SPECT ON: TYPE OF STRUCTURE: Comments �;-� Y N/A tt \ 1 Footings Piers tig 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 e Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacicfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:4SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection reque ei Queensbury Building&Code Enforcement Arrive: Ile- a in Depart: a pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Imtia s: NAME: G P IT#: ZOt),3 — 09�T LOCATION: -1, — — — INSPECT ON: TYPE OF STRUCTURE: Comments Y N N/A Footings C Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. Foundation Inspection Report Office No. (518) 761-8256 Date Inspection reque re ei d: Queensbury Building&Code Enforcement Arrive: a pm Depart: a 742 Bay Rd., Queensbury,NY 12804 Inspector's Init s- NAME: �..�—,� - C � RMIT#: 4 3e)—03 LOCATION: G IN C ON: ` TYPE OF STRUCTURK Comments Y N N/A ootings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. n � Materials for this purpose on site. Y' Foundation/Wallpour Reinforcement in Place r Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas un er slab Bacicfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulatioli Interior/Exterior f R- Rough Cn ade 6 m' ch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (51-8) 761-8256 Date Inspection re est r cei d: 6 U Queensbury Building&Code Enforcement Arrive: am/p epart: 742 Bay Rd., Queensbury,NY 12804 Inspector's In' 'als- NAME: �� . G�� RMIT#: LOCATION: j - ;.� . `k INSPECT ON: ! t�L TYPE OF STRUCTURE: �� 41) . v Comments Y N N/A Footings 73 s Piers Monolithic Slab Reinforcement in-Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place a Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under sla Backfill Approval + Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interio /Exterior R- Rough Glade 6 inch drop ithin_10 ft. 77 LASueHemingway\Building.Codes,InspectionTORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (51-8)761-8256 Date Inspection request eiv Queensbury Building&Code Enforcement Arrive: ,"?�a De arr pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initial,. NAME: IT a S7- LOCATION: SPECT ON: — 3 TYPE OF STRUC Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place s Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under/ab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulatio tenor/Exterior R- Rough Grade 6 i drop within 10 ft. L:\SueHemingway\Bui]ding.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspectio eques eived: Queensbury Building&Code Enforcement Arrive: � a Depart: am/, m/ 742 Bay Rd., Queensbury,NY 12804 Inspectors Initi s: NAME: RMIT#: cl�s LOCATION: INSPECT ON: — — TYPE OF STRUCTURE: V Comments Y N N/A F tings ^—�L4 Vol Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place - t Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Bui]ding.Codes.Inspection.FORMS\Foundation Inspection Report,doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection requ e . Queensbury Building&Code Enforcement Arrive: -2 Co a in epart: 0�a 742 Bay Rd., Queensbury,NY 12804 Inspector's Initia NAME: ��, _ RMIT LOCATION: INSPECT ON: TYPE OF STRUCTURE: �� ,��n Comments Y N N/A otings / 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 Reinforcement in Place r Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacicfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.Inspection.FORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection requ re iv d: �J Queensbury Building&Code Enforcement Arrive: a pm Depart. a m 742 Bay Rd., Queensbury,NY 12804 Inspector's Initia J r NAME: P T#: �-_ LOCATION: PECT ON: D TYPE OF STRUCTURE: y Comments Y N N/A Footings `', "Piers dV t V-Tk ,NSA,�7-:1A Z_sl 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 r Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Glade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.Inspection.FORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection rerrece'Queensbury Building&Code Enforcement Arrive: amDepart: am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's InitialsNAME: — PE0 �/ LOCATION: INSPECT ON: �� /'j TYPE OF STRUCTURE: (� j� C�� T �� C omments Y N N/A ` Fo gs Z Piers �. ZD� ✓ \�-A� Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval a Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L;1.SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (51S) 761-8256 Date Inspection rEERMIT#: Queensbury Building&Code Enforcement Arrive: -p Depart: ; 'L ;a pm 742 Bay Rd., Queensbury,NY 12804 Inspector's In' ia NAME: _ �_ LOCATION: \ 2 2 INSPECT ON: 3 TYPE OF STRUCTURE: Comments Y N N/A t otings ZVk Piers _ 1 C✓ 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 a Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacicfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 I ; 30 Foundation Inspection Report Office No. (518)761-8256 Date Inspection F- vQueensbury Building&Code Enforcement Arrive: 40DDepart: a In 742 Bay Rd., Queensbury,NY 12804 Inspector's Initia NAME: � � , PERMIT#: J �� LOCATION: _ INSPECT ON: TYPE OF STRUCT � 1 Comments Y N NIA F otings Piers onolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place a Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval 40 Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.Inspection.FORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Ins ection reque d: Queensbury Building&Code Enforcement Arrive: a Depart: ', a pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initial NAME: — P T#: 0 —� LOCATION: P INSPECT ON: ) / TYPE OF STRUCTURE: Comments N N/A Footin 1 rs 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 a Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Sla PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 f Foundation Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/pF��? Depart: /pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: y NAME: PERMIT#: LOCATION: INSP _CT ON: TYPE OF STRUCTURE: r- 1 ZK CS Comments Y N ,N/A ootin tee.} �JMonolithic 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 r Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil,_ol,&for�,wet a s under slab Bac -ri1ll Approvalf• 1 Plumbing Under Slab ks- t �^ PVC/Cast/Copper �` /g�C' (jC4 Foundation Insulation Interior/Exterior R- `O Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes,Inspection.FORMS\Foundation Inspection Report.doe January 28,2003 Z 1 ov -1Z° Foundation Inspection Report Office No. (518) 761-8256 Date InspectionfiveQueensbury Building&Code Enforcement Arrive: �Uart: \1��i`� m742 Bay Rd., Queensbury,NY 12804 Inspector's InitiNAME: ' 1 Z bn3 — C� ;S LOCATION: . f4y Ehcjp�p�-- INSPECT ON: �A — ILA —1!� TYPE OF STRUCTURE: Comments Y N N/A Footings G'`�O P QkL Piers 1� LJ j 7T V + j\j\ ►v l3 Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. Foundation Inspection Report Office No. (518) 761-8256 Date Inspection re q t e eiv d: Queensbury Building&Code Enforcement Arrive: a p Depart: 742 Bay Rd., Queensbury,NY 12804 Inspector's Initi s: NAME: RMTT#: Z-. C- C LOCATION: ��,��`� '�� C,t� _ INSPECT ON: TYPE OF STRUCTURE: /Lomments Y N N/A Footings Piers 1y b \3 K Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. Foundation Inspection Report Office No. (518)761-8256 Date Inspection re recei ed- Queensbury Building&Code Enforcement Arrive: �a /pm �- Depart: a m 742 Bay Rd., Queensbury,NY 12804 Inspector's Inimala. NAME: A ICE RMIT#: LOCATION: IN SPECT PECT ON: ) -� TYPE OF STRUCTURE: . C- Comments Y N N/A oot' s � iers Monolithic Slab Reinforcement in-Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place a Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet are s unde slab ` Backfill Approval f. 1' o 1 , .Plumbing Under Slab 1 PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.InspectionTORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (51-8) 761-8256 Date Inspection requ re eiv d: Queensbury Building&Code Enforcement Arrive: a Depart: an'%pm 742 Bay Rd., Queensbury, NY 12804 Inspector's Initial NAME: P IT#: a) �. LOCATION: SPECT ON- TYPE OF STRUCTURE: z Comments T Y N N/A gs Z..L, 7 Q iers a Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place • Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain'Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (51"8) 761-8256 Date Inspection reque • eiv d: Queensbury Building&Code Enforcement Arrive: J�a �rri Depart. 1.� a m 742 Bay Rd., Queensbury,NY 12804 Inspector's Initial NAME: — ° JERMIT#: n3- LOCATION: SPECT ON: TYPE OF STRUCTURE: Comments Y N N/A ,� ' ootings Piers Monolithic Slab Reinforcement in Place V The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacicfill ApprovalCowl A� wZ Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (51-8) 761-8256 Date Inspection requ recei Queensbury Building&Code Enforcement Arrive: a ping Depart: Z `N� am/ ✓� 742 Bay Rd., Queensbury,NY 12804 Inspector's Initialf / v i NAME: �' > �. iE :T#: O LOCATION: 0 INSPECT ON: TYPE OF STRUCTURE: 11 Comments (t 1 Y LN N/A 14%�J 6 I E;� �i;�` �;, � �� ootings L j .y� 2 Piers �l Monolithic Slab q-a Reinforcement in Place l The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacicfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:1SueHemingway\Building.Codes.Inspection.FORMSToundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date InspectionFp, ' d: l Queensbury Building&Code Enforcement Arrive: Depart: Gr` a 742 Bay Rd., Queensbury,NY 12804 Inspector's InitNAME: - C)3, LOCATION: \ c' SPECT ON: — TYPE OF STRUCTURE: Comme,/ts Y N N/A Footings n 7 D tl Pie ! i Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacicfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 I1 Foundation Inspection Report Office No. (51S) 761-8256 Date Inspection re uest re e' ed: / Queensbury Building&Code Enforcement Arrive: ai pm - epart: a pl�r, 'l- 742 Bay Rd., Queensbury,NY 12804- Inspector's In s:�`i J� NAME: ERMIT#: 03 LOCATION: . \ INSPECT ON: — TYPE OF STRUCTURE: domments Y N N/A Footings / Piers Y Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6-mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingwayU3ui]ding.Codes,Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 I Foundation Inspection Report Office No. (51S)761-8256 Date Inspection re es t rec ve Q.ueensbury Building&Code Enforcement Arrive: m/pm part* ami 742 Bay Rd., Queensbury,NY 12804 Inspector's In* is NAME: �/� v J J" 0i'�2 ERMIT#: C�Ja LOCATION: SPECT ON: TYPE OF STRUCTURE:�p Com nts i i Y N N/A 4 Footings l \mil s Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518)761-8256 Date Inspection request ece' d: Queensbury Building&Code Enforcement Arrive: a m Depart: am/ m 742 Bay Rd., Queensbury,NY 12804 Inspector's Initial NAME: P T#: ��— LOCATION: G �_' Ce�.� INSPECT ON: 7 7 TYPE OF STRUCTURE: Comments / Y N N/A Foo ings iers ( � to 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 s Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacicfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 Foundation Inspection Report Office No. (518) 761-8256 Date Inspection requ rec ve Queensbury Building&Code Enforcement Arrive: a pm part: c p 742 Bay Rd., Queensbury,NY 12804 Inspector's Initia '-� �' l NAME: T#: 0-003- 6 LOCATION: �=�_� �. ' INSPECT ON: S�i TYPE OF STRUCTURE: Comments J Y N N/A F tin Monolithic Slab ��- Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials-for-this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Bacicfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 ' l Foundation Inspection Report Office No. (518)761-8256 Date Inspection req s r cei ed: Queensbury Building& Code Enforcement Arrive: a p Dep rt: a pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initia 2-3 NAME: IT LOCATIO INSPECT ON: TYPE OF STRUCTURE: Comments / I Y N N/A Foot' gs � q17 ' t Piers Monolithic Slab Reinforcement in Place ! The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\SueHemingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 !. � LJ ALBANY OFFICE 5 Knabner Road M ( ville,-New York 12118 Phone:one:(518)899-7491 J E R V I C E S Fax: (518)899-7496 A SUBSIDIARY OF SJB SERVICES,INC. i i f ' GEOTECHNICAL EVALUATION PROPOSED ROLLER COASTER RIDE 'I LAKE GEORGE,NEW YORK l_ � I +Y Prepared For: GREAT ESCAPE AND SPLASHWATER KINGDOM LAKE GEORGE,NEW YORK van101 Robert F. van der Horst, P.E. f`Y Prepared By: f EMPIRE GEO-SERVICES, INC. BALLSTON SPA,NEW YORK LEmpire Project No: AE-03-009 J April 16, 2003 �J i ' L j TABLE OF CONTENTS r-I �i 1.0 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 f 2.0 PROJECT DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 3.0 METHOD OF INVESTIGATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 l—' 3.1 Test Borings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4.0 RESULTS OF INVESTIGATION 2 -- 4.1 General Geology and Seismicity of Site . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 4.2 Existing Site and Subsurface Profile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 4.3 Groundwater Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 P 15.0 CONCLUSIONS AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 5.1 General Discussion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 5.2 Spread Foundation Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 5.3 Site Fill and Backfill Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 , I 5.4 Seismic Design Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 5.5 Construction Quality Control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 } + 6.0 CLOSURE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 TABLES I ' Table 1 - Depth of Suitable Bearing Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Table 2 - Site Fill and Backfill Requirements . . . . . . . . . . . . . . . . . . . . . . . . . 4 1� APPENDICES Appendix A- Site Drawings Appendix B - Test Boring Logs and Key Appendix C - Information Concerning Geotechnical Report ii i �J •.l Lil 1.0 INTRODUCTION j i Empire Geo-Services,Inc. (Empire)has completed a geotechnical evaluation for a portion of the new roller coaster ride under construction at the Great Escape Theme Park in Lake George,New York. The evaluation consisted of a test boring investigation to determine subsurface conditions r at the site, evaluation of the fill material, and a geotechnical engineering analysis of the conditions encountered as they relate to the planned construction. On this basis recommendations have been prepared to assist in planning for design and construction of the foundations for a portion of the f j roller coaster ride. The evaluation was completed in general accordance with Empire proposal number PA-03-061, and was authorized by Great Escape and Splashwater Kingdom of Lake George,New York. I k Provided herein is a summary of the method and findings of the subsurface investigation, followed by Empire's design and construction recommendations. Site drawings and test boring logs are provided in Appendices A and B. Appendix C contains geotechnical report limitations and important information regarding the use and interpretation of this report. 2.0 PROJECT DESCRIPTION s It is Empire's understanding that the project will entail construction of new roller coaster ride at the Great Escape Theme Park. The roller coaster is currently under construction and concerns were expressed regarding the condition of fill placed in the area investigated. We understand the 1 column foundations to be.constructed at these locations require a bearing pressure of 2500 pounds per square foot (psf) and approximately 6 feet by 6 feet in size. t 3.0 METHOD OF INVESTIGATION 3.1 Test Borings jl -' The subsurface conditions were investigated through the completion of six test borings to depths of 12 to 52 feet at the proposed column locations. The approximate boring locations are depicted on the subsurface investigation plan(Drawing No. 2)in Appendix A. They were established and —' staked in the field by W. J. Rourke, Associates of South Glens Falls,New York. IThe test borings were completed by SJB Services, Inc. (Empire's affiliated drilling firm) on March 28 thru March 31, 2003. A Central Mine Equipment model 550 drill rig equipped with hollow stem augers was used to complete the borings. As the augers were advanced, the soils Uwere sampled on a continuous basis in general accordance with the Standard Method for Penetration Test and Split-Barrel Sampling of Soils, ASTM D1586. j Representative portions of the recovered soil samples were transported to Empire's office for visual classification by a geotechnical engineer and samples were selected for laboratory testing. Individual subsurface logs were prepared based on the visual classifications,and the driller's field ' i �I Empire Project No:AE-03-009 Page 1 of 7 Proposed Roller Coaster Ride-Great Escape Theme Park i j records. The logs are provided in Appendix B together with a sheet which explains the terms and symbols used in their preparation. i 4.0 RESULTS OF INVESTIGATION 4.1 General Geology and Seismicity of Site l � The Soil Survey of Warren County, New York,published in 1989 by the United State Department U11 of Agriculture, delineates soils in the project area as Hinckley cobbly sandy loam, formed in sandy glacial deposits. Mapping by the New York State Geologic Survey indicates these sediments to be greater than 250 feet thick. The Bedrock geology in the project area is mapped by the NYS Geological Survey as unknown. On the Geologic Map of New York, published in 1970 by the New York State Museum and Science Service (Map and Chart Series No. 15), the nearest mapped faults are located approximately two miles north. According to the Earthquake Engineering and Research Center in Buffalo,New York, there are no known"active" faults in the area. 4.2 Existing Site and Subsurface Profile _I The area investigated was located along the eastern edge of the project site. The foundation locations are approximately five to ten feet from the top of a steep twenty feet slope. We {{ understand the area had been filled recently. j The subsurface profile generally consisted of 5 to 17.5 feet of fill material overlying native sands. The fill material consisted loose to firm, brown fine to medium grained sand with varying amounts of gravel and cobbles throughout. The native soils generally consisted of loose to firm, fine to coarse grained sand with some silt and little gravel. The gravel and cobble content tended I to increase with depth. In the Boring C-40 a loose, saturated, gray and brown fine to coarse sand was encountered at a depth of approximately 36 feet. The driller's log indicated"running sands" were encountered at a depth of 45 feet. It should be noted that organic material was found at or near the transition between the fill and the native soils at three of the boring locations and snow and frost was found at the location of Boring C-38. r � 4.3 Groundwater Conditions i At completion of drilling and sampling measurable groundwater was found at depths of 34.7 feet a the location of Borings C-40. Based on the recovery of wet soil samples, it appears that groundwater was first encountered about 34 feet below grade at the location of Boring C-40. --i Groundwater was not encountered at the other boring locations. i � a � �r-� — Empire Project No:AE-03-009 Page 2 of 7 Proposed Roller Coaster Ride-Great Escape Theme Park j 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General Discussion Based on the conditions encountered, it is Empire's opinion that the proposed foundations should bear on native soils or properly compacted fill material. Further detail is provided below as to the requirements for the foundation preparation. An analysis of the slope stability should be conducted if the horizontal distance from the bottom of foundation to the toe of the slope is less f than twice the vertical distance. More detailed recommendations to assist in planning for site development and design of foundations are provided in the following report sections. 5.2 Spread Foundation Design . I Assuming that bearing grades are prepared in accordance with the guidelines detailed below,the ` proposed foundations may be designed for a maximum net allowable bearing pressure equal to 1_I 2,500 pounds per square foot (psf). All isolated column foundations should have a minimum width of three feet and should be seated at least five feet below final adjacent grades for frost protection. Each of the foundations will require to bear in suitable material or be undercut to a suitable depth and then backfilled as indicated below. Foundations should either bear of be undercut to the depths below existing grade presented in Table 1. I Li TABLE 1 DEPTH OF SUITABLE BEARING MATERIAL GREAT ESCAPE ROLLER COASTER RIDE i 1 Location Suitable Bearing Material Approximate Depth i C-34 Brown,orange,fine sand with little silt 6 feet (Native soils) ` I C-36B Brown fine to medium sand with little gravel 5 feet (Properly compacted fill) C-37 Light brown fine to coarse sand with some silt 10 feet (Native soils beneath organic material) -I C-38 Light brown fine to coarse sand with some silt 11 feet (Native soils beneath organic material/frost) C-39 Brown fine to coarse sand with some gravel 5 feet - ! (Properly compacted fill) C-40 Brown fine to medium sand with little gravel 18 feet (Native soils beneath organic material) i- � I I A Empire Project No:AE-03-009 Page 3 of 7 Proposed Roller Coaster Ride-Great Escape Theme Park . I �J U HAll foundation bearing grades should be inspected by the Empire, and any unsuitable materials L which are identified should be undercut and replaced as directed by the engineer. Where existing fill materials must be undercut,the excavation should extend beyond each side of the foundation a distance at least equal to half of the depth of undercut below final bearing grade elevation. The undercuts should be backfilled with Structural Fill Material as recommended in Table 2 below. Soil bearing grades should be established using a backhoe equipped with a steel plate welded across the buckets teeth to limit disturbance, or the bearing grades should be manually trimmed to remove soil left in ridges by the excavation equipment. It is estimated that foundations designed and constructed as recommended will experience `- settlements of less than one inch. The settlements should occur within a few days to weeks after construction is complete and each load increment is applied. -I If groundwater is encountered,dewatering should be performed to allow construction to proceed in relatively dry conditions,and any resulting wet/soft bearing grade soils should be removed and Ll replaced with concrete. If construction occurs during a rainy period, the placement of a"mud mat" of lean concrete can be considered to protect native soil bearing grades when foundations cannot be constructed the same day as excavation is completed. All final bearing grades should be firm, stable, and free of any loose soil, mud, water or frost. i ! L 5.3 Site Fill and Backfill Requirements Site fill and backfill work should be completed in accordance with the material and compaction guidelines stipulated in Table 2 below. i { U,, TABLE 2 SITE FILL AND BACKFILL REQUIREMENTS GREAT ESCAPE ROLLER COASTER RIDE Material Application Compaction i Structural Fill Backfill foundations beneath foundations. Place in maximum 6"lifts and Ucom act to 95%ASTM D1557. General Fill Fill and backfill in landscape areas. Place in maximum 12"lifts and U compact to 90%ASTM D1557. r Note: Compaction in Table 2 is referenced to the material's maximum dry density determined by the Modified Compaction Test,ASTM D 15 57 General Fill may be composed of native soils or fill materials that are excavated on-site. � I i � ( i )_I Empire Project No:AE-03-009 Page 4 of 7 Proposed Roller Coaster Ride-Great Escape Theme Park U Structural Fill should be comprised of a well graded imported bank-run sand or sand and gravel which contains no particles larger than four inches, and less than 10 percent, by weight, of material finer than a No. 200 mesh sieve. 5.4 Seismic Design Considerations The following section addresses seismic considerations pertaining to the above referenced project area. Presented are historical information for the region, as well as generally accepted seismic interpretations. This section is ,not intended to be an in-depth discussion or prediction of -J earthquake frequency, probable intensity, or seismic risk. However, adequate consideration i ' should be given to the possible influence of seismic activity for the structural design of the ! structure. Several major seismic events have been recorded for New York State in the last 400 years. The most significant recent earthquake was the April 4, 2002, earthquake with epicenter located approximately 15 miles southwest(44.51N;73.66W)of Plattsburg,New York. The earthquakes's magnitude was 5.0 on the Richter Scale, and was felt from Cleveland, Ohio to Maine and from Ontario and Quebec to Maryland. Some damage to roads,bridges, chimneys and water mains in Clinton and Essex Counties were observed. Many people reported cracked walls and foundations, small items knocked from shelves and some broken windows. The largest recorded earthquake !, in New York was the September 5, 1944 earthquake near Massena,New York, located in the St. Lawrence Valley area. The Earthquake's magnitude was 5.6 on the Richter Scale (VIII on the Modified Mercalli Scale or MMI), and resulted in damage estimated to two million dollars at ' Massena, Cornwall, and surrounding areas. Many chimneys in area required rebuilding, and several structures were unsafe for occupancy until repaired. Residents of St. Lawrence County reported that many water wells went dry. This severe earthquake was felt from Canada south to Maryland and from Maine west to Indiana. More powerful earthquakes have occurred in this general area in this century, including the Grand Bands,Newfoundland in 1929 (Magnitude 7.2 or X on the MMI) and Charleviox, Quebec in 1925 (Magnitude 7.0 or IX on the MMI). There is also a history of smaller events in the western New York and St.Lawrence areas. The majority of these events are too slight to be detected, except by seismometers. However, some events were j strong enough to be noticed by people, occasionally resulting in minor damage. The Seismic Design Category of the proposed structure was determined in accordance with the Building Code of New York State, since it is EMPIRE's professional opinion that there were no factors identified during the course of our study to warrant the application of seismic design criteria more restrictive than that required by the above referenced Building Code. We anticipate is that the proposed roller coaster will have a Seismic Group of II (refer to Table 1604.5). Based upon the results of our investigation, and from studies performed on similar soils encountered at -' the project site, an average shear wave velocity ranging from 600 to 1200 feet per second may be i used for the fine sands encountered in our borings. Therefore, from Table 11615.1.1: Site Class Definitions, we have determined a Site Class "D" - Stiff Soil Profile, for the project site. The spectral accelerations in the project area for Site Class "B"were obtained from the United States {r1 Empire Project No:AE-03-009 Page 5 of 7 Proposed Roller Coaster Ride-Great Escape Theme Park i U I �j Geological Survey(USGS)web site(www.usgs.gov)by using the zip code(12845)of the project site. The value(2%Probability of Exceedance in 50 years) for Site Class `B" for short Periods (Ss) is found to be approximately) 0.3506g, and the 1-second period (S,) is found to be about lJ 0.1031 g. These values are adjusted for the Site Class "D" soil profile as follows: New York Building Code Site "D" - Stiff Soil Profile Site Coefficients: FA= 1.55 as defined in Table 1615.1.2(1) Fv=2.4 as defined in Table 1615.1.2(2) J Maximum Earthquake Spectral Response Acceleration Parameters: ` Short Period Response Acceleration SMs= 0.5434g L i 1-Second Period Response Acceleration Sm, =0.2474g Five Percent Damped Design Spectral Response Acceleration Parameters: Short Period Response Acceleration SDS =0.3623g J1-Second Period Response Acceleration SD, = 0.1650g We have determined the structure Seismic Design Category from Table 1616.3 (1) using the i above value of SDs and Seismic Group II, and from Table 1616.3 (2)using the above value of SDI and Seismic Group II. The final Seismic Design Category of the proposed structure is C. Based on the groundwater conditions and composition and consistency of the subgrade soils, the potential for liquefaction to occur during seismic events is considered to be minimal at the project site. j 5.5 Construction Quality Control The materials used for site fill and backfill should be tested in a qualified laboratory to verify that they meet applicable gradation specifications, where stipulated, and to determine their maximum dry density for compaction. In-place density tests should be performed to confirm that the compaction equipment and methods achieve the specified densities. Foundation bearing grades and proof-rolling of subgrades should be observed by a geotechnical -� engineer to confirm that conditions are as expected and that the bearing/subgrade surfaces are `- u suitable for construction. 1� 6.0 CLOSURE U, This report was prepared to assist in planning for design and construction of a portion of the new j roller coaster ride under construction at the Great Escape Theme Park in Lake George,New York. U ' I v Empire Project No:AE-03-009 Page 6 of 7 Proposed Roller Coaster Ride-Great Escape Theme Park r� U i-� The report was prepared for the exclusive use of Great Escape and Splashwater Kingdom and members of the design team for specific application to this site and project only. The recommendations were prepared based on Empire's understanding of the project, as described herein, and through the application of generally accepted soils and foundation engineering practices. No other warranties, expressed or implied, are made. r Empire should be informed of any changes to the planned construction so that it may be determined whether the changes require a modification of the recommendations contained herein. Empire should also review final plans and specifications to verify that the recommendations were properly interpreted and applied. +� Important information which should be reviewed regarding the use and interpretation of this report is provided in Appendix C. IPrepared By: I Hery Glavota Senior Geotechnical Engineer � I G Robert F. van der Horst, P.E. �ri President Engineering Li i ; ; i � J LiI L Empire Project No:AE-03-009 Page 7 of 7 Proposed Roller Coaster Ride-Great Escape Theme Park i i �S«n� H �! - :. .f:•., F� _ �'�„ � �.i. Jli:;�1��±`t.�'ti�.p�',[�.}�4�v, y'� `} � lei � ''Ft�FS•I S. I N`.Yt "�S � -� \.. :{- O�j • y�,�, \ f� t 4 rc I I - ?.. olf Coit rye a 3111, r'` `. -•/� � �.. - .� 2',� rivers �/`� X P�•a• c ��. theater, /,�•. \� /1 I�,� 1• � ��-� .y".� - � .1 y •� .'} •w•fib _ -- �— .-- /00� tti /, 2 SCALE 1:24,000 1 1/2 D 1 MILE 1000 0 1000 2000 3000 4000 5000 6000 7000 FEET ' 1 .5 0 1 KILOMETER CONTOUR INTERVAL 10 FEET - DATUM IS MEAN SEA LEVEL SCALE: pC%Ov as shown E M P I R E� DATE: C�J m ° ll 0 @ � % @ 4103 a subs/diary of S)l Sar>rlces, Inc. DRAWN BY: SITE LOCATION MAP REV'D BY: DWG. FILE: PROPOSED ROLLER COASTER RIDE locmap1 PROJ. No.: GREAT ESCAPE THEME PARK AE-03-009 SOURCE: GLENS FALLS, NY (1966) DRAWING No.: USGS 7.5' QUADRANGLE LAKE GEORGE, NEW YORK 1 60 L I I � I // /// / ED1 D/F/WOODS I 1 v C—A66 / 14 6 70 �j// _C-37 1/;/ -6 75 74 73 U // � C-38 I J 1 • �' ' � l � � l rin / � � rr '° 1 i f l i C-39 dli —434- a +Ll � / �►/ /'�,� �4p C-40 5 Li rr r ;{ Li , r� Ll ,; SCALE: not to scale EMPIREUiZDATE: J C-40 SOIL BORING PERFORMED C R W U 0@ m 9 9 UiJ lJ 4103 AT PROPOSED COLUMN a subsidiary of SJ3 Services, Inc. DRAWN BY: SUPPORT (tyP.) SUBSURFACE INVESTIGATION PLAN REV'D BY: DWG. FILE: J PROPOSED ROLLER COASTER RIDE ae-03-009 PROJ. No.: GREAT ESCAPE THEME PARK AE-03-009 LAKE GEORGE, NEW YORK DRAWING.No.:2 ; i 8 7 6 5 4 3 2 F••RUl+- -z REVISM zw Iml ONE" low I MR I �relgrEp \ I e IMM QlM tEs sht/w B IEAGUNIRMR NM MIME 3/21 NOTES: 1. SEE F—RUN—DOC-2 FOR SUPPORT ORDINATES. D D V G N a V �o C 420 C G�ti x S C� — C Cr G g V C� toQ Qj x • LEFT ON GRADE TIE LEG SUPPORTED BY COLUMN A 4T 2 � 0 � x r OV I alF� ijp G x x w x G Is G �n E G p�� Or & 3w LEGEND: q. A ♦ NEW SUPPORT °0e S do S Power Inc. �E EXISTING SUPPORT N $ �` 860 i"t 5600 °t° M rn t4ae — I x EXISTING ON GRADE 27W AM~ScHm Vmm X TIE LOCATION �..�"'a` � SUPPORT LOCATIONS W RUNAWAY TRAIN RETRO FOR SFGE lw awwNK xa SAM F—RuuN—M—zowc F—RUN—FND-2 I lwd t r t �+ v4dLt,:6c-,zoEoozm&'Bmp,eAamz-(3N-A-NniAiBu—cAuiPjieui olnovuewasnujvtUOISIAI 3 DATE: PJT NO. AE-03-009 START 3/31/03 SJB SERVICES, INC. Si HOLE NO. C-34 FINISH 3/31/03 SUBSURFACE LOG SURF. ELEV - SHEET 1 OF 1 G.W.DEPTH See Notes PROJECT: Proposed Roller Coaster Ride LOCATION: Great Escape Lake George,New York DEPTH SMPL BLOWS ON SAMPLER REC SOIL OR ROCK NOTES FT. NO. 016 6112 12116 14rs4 N (FT) CLASSIFICATION 1 1 1 1 1 2 0.7 FILL-Brown,fine-medium sand,little gravel No groundwater encountered at this -' 2 1 1 . 2 4 3 1.1 (Loose-Moist) location. 3 2 2 4 5 6 1.3 Becoming dark brown I� 5 +/-5.5' 4 4 5 5 5 10 1.5 Brown,orange Fine sand with little silt fl (Firm-Moist) l l 5 5 5 5 5 10 1.5 Becoming light brown with some silt 10 6 6 5 6 5 11 1.7 I Boring Terminated @ 12.0' { I I —� 15 I I j 20 25 30 - 35 U I I 40 —� N=NO.BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB.PIN WT.FALLING 30-INCHES PER BLOW CLASSIFICATION: Visual by DRILLER: Tom Farrell DRILL RIG TYPE: CME 550 Geotechnical Engineer J METHOD OF INVESTIGATION 4 1/4" ID Hollow Stem Augers —1 DATE: PJT NO. AE-03-009 START 3/31/03 SJB.SERVICES, INC. HOLE NO. C-36B -4 FINISH 3/31/03 SUBSURFACE LOG Si SURF.ELEV - SHEET 1 OF 1 G.W.DEPTH See Notes PROJECT: Proposed Roller Coaster Ride LOCATION: Great Escape Lake George,New York DEPTH SMPL BLOWS ON SAMPLER REC SOIL OR ROCK NOTES Fr. NO. 016 6117 12118 14124 N (FT) CLASSIFICATION _Z 1 2 2 1 2 3 1.1 FILL-Brown fine-medium sand with little gravel No groundwater encountered at this 2 7 9 10 12 19 1.7 (Loose-Firm,Moist) location. 5 3 0 5 7 6 12 1.4 similar 4 6 7 6 7 13 1.5 similar i 5 1 7 8 1 10 1 10 1 18 1.4 1 similar 10 I Light brown,fine sand with some silt I 20 (Firm-Dry) 7 7 7 10 10 17 1.1 Becoming Fine to coarse sand with little gravel 11 25 8 6 7 6 7 13 1.4 Becoming sand with some gravel 30 9 5 9 10 10 1 19 1.5 similar JBoring Terminated @ 32.0' L 35 J 40 N=NO.BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB.PIN WT.FALLING 30-INCHES PER BLOW CLASSIFICATION: Visual by DRILLER: Tom Farrell DRILL RIG TYPE: CME 550 Geotechnical Engineer — METHOD OF INVESTIGATION 4 1/4"ID Hollow Stem Augers DATE: PJT NO. AE-03-009 START 3/31/03 SJB SERVICES, INC. HOLE NO. C-37 FINISH 3/31/03 SUBSURFACE LOG Si SURF.ELEV - SHEET 1 OF 1 G.W.DEPTH See Notes PROJECT: Proposed Roller Coaster Ride LOCATION: Great Escape - Lake George,New York DEPTH SMPL SLOWS ON SAMPLER REC SOIL OR ROCK NOTES Ff. NO. 016 6112 12JIS =24 N (FT) CLASSIFICATION 1 2 2 2 2 4 0.5 Fill-Brown Fine-medium sand with little gravel No groundwater encountered at this - 2 5 4 3 3 7 1.5 (Loose-Firm,Moist-Dry) location. 5 3 10 10 8 8 18 1.5 similar,with some cobbles 4 5 4 2 2 6 1.0 similar 5 2 4 5 4 9 1.2 10 6 9 4 3 2 7 1.6 Light brown fine coarse sand with some silt Organic material at transition. (Loose-Firm,Moist) - 15 7 14 11 15 16 26 0.4 similar 20 8 11 7 6 7 13 0.5 Becoming sand with some gravel Limited recovery due to gravel. 25 9 6 5 6 6 11 1.0 Becoming sand and gravel 30 - 10 7 8 11 12 19 0.5 similar Limited recovery due to cobble. Boring Terminated @ 32.0' I� 35 L 40 N=NO.BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB.PIN WT.FALLING 30-INCHES PER BLOW CLASSIFICATION: Visual by DRILLER: Tom Farrell DRILL RIG TYPE: CME 550 Geotechnical Engineer - METHOD OF INVESTIGATION 4 1/4" ID Hollow Stem Augers I . L✓ —I DATE: PJT NO. AE-03-009 START 3/28/03 SJB SERVICES, INC. HOLE NO. C-38 J FINISH 3/28/03 SUBSURFACE LOG Si SURF. ELEV - i SHEET 1 OF 1 G.W.DEPTH See Notes PROJECT: Proposed Roller Coaster Ride LOCATION: _Great Escape Lake George,New York DEPTH SMPL BLOWS ON SAMPLER REC SOIL OR ROCK NOTES Fr. NO. 016 W12 12J16 1E124 N (Fr) CLASSIFICATION 1 2 2 2 2 4 1.0 Fill: Brown fine-coarse sand No groundwater (Loose-Firm, Dry-Moist) encountered at this 2 4 3 2 2 5 1.7 similar location. r 3 3 2 5 5 7 1.5 0.5'snow,frost encountered I✓ 5 4 7 8 10 18 18 0.5 similar,no frost 5 5 9 7 7 16 0 No recovery due to 10 cobble. 6 2 3 4 4 7 1.4 +/_10.5' Light brown fine-coarse sand,some silt Organic material at transition. (Loose-Firm,Moist) 15 7 3 4 6 7 10 1.5 similar ( 20 1 8 9 50/.3 - - - 0.3 similar with some cobbles Limited recovery due to cobbles. 25 - 9 4 8 6 10 1 14 1.1 similar with some gravel 30 10 6 11 7 13 1 18 0.3 similar with gravel Limited recovery due _ I to cobble. Boring Terminated @ 32.0' 35 i 1 i 40 N=NO.BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB.PIN WT.FALLING 30-INCHES PER BLOW CLASSIFICATION: Visual by DRILLER: Tom Farrell DRILL RIG TYPE: CME 550 Geotechnical Engineer L; METHOD OF INVESTIGATION 4 1/4"ID Hollow Stem Augers L: DATE: PJT NO. AE-03-009 START 3/28/03 SJB SERVICES, INC. Si HOLE NO. C-39 FINISH 3/28/03 SUBSURFACE LOG SURF.ELEV - i SHEET 1 OF 1 G.W.DEPTH See Notes PROJECT: Proposed Roller Coaster Ride LOCATION: Great Escape Lake George,New York i DEPTH SMPL BLOWS ON SAMPLER REC SOIL OR ROCK NOTES Ff. NO. 0/6 vu wee tvza N (FT) CLASSIFICATION 1 3 4 2 8 6 1.0 Fill: Brown Fine-coarse sand with some gravel, No groundwater little cobble encountered at this 2 11 7 50 - 57 0.3 (Loose to Firm,Moist) location. r— 5 3 14 22 28 18 50 0.8 similar 4 18 12 12 6 24 0.1 similar I ! �—! 5 7 4 5 5 9 0.2 similar +/-9.0' 10 Light brown, Fine sand with some silt and trace gravel (Loose-Firm,Moist) - 15 6 4 5 4 6 9 1.4 similar l 20 7 7 6 7 7 13 0.7 similar, Fine-coarse sand with little gravel I 25 8 9 8 11 15 19 0.8 similar 30 9 14 15 14 11 29 0.3 similar Limited recovery due to gravel. Boring Terminated @ 32.0' 35 I � i 40 N=NO.BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB.PIN WT.FALLING 30-INCHES PER BLOW CLASSIFICATION: Visual by DRILLER: Tom Farrell DRILL RIG TYPE: CME 550 Geotechnical Engineer _ METHOD OF INVESTIGATION 4 1/4"ID Hollow Stem Augers DATE: PJT NO. AE-03-009 START 3/28/03 SJB SERVICES, INC. HOLE NO. C-40 FINISH 3/28/03 SUBSURFACE LOG Si SURF.ELEV - I SHEET 1 OF 2 G.W.DEPTH See Notes i PROJECT: Proposed Roller Coaster Ride LOCATION: Great Escape Lake George,New York DEPTH SMPL BLOWS ON SAMPLER REC SOIL OR ROCK NOTES FT, NO. 016 ens 12He eaa N (FT) CLASSIFICATION 1 2 3 3 3 6 1.4 Fill-Brown fine-medium sand with little gravel -I 2 4 4 6 10 10 1.0 (Loose-Firm,Dry-Moist) 5 3 4 5 4 3 9 1.7 similar with organic seam at 5' —! +/-6.0' 4 4 4 4 6 8 1.2 Fill-Orange,brown Fine sand with cobbles,some silt 5 1 10 10 4 3 14 0.8 (Loose-Firm,Dry-Moist) 10 i 6 4 4 4 4 8 1.6 similar 7 4 3 4 3 7 1.2 similar I_j 15 8 4 3 2 2 5 1.3 similar with some organics 9 3 3 2 3 5 1.4 similar with some organics +/-17.5' ll Brown,Fine-coarse sand with little gravel l 20 10 3 4 4 4 8 1.4 (Loose-Firm,Dry) I I 25 11 9 8 8 9 16 1.5 similar 30 12 10 12 13 19 25 1.5 similar 35 13 8 4 2 2 6 1.3 1 +/-36.0' Gray brown Fine-coarse Sand 40 (Loose-Saturated) u N=NO.BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB.PIN WT.FALLING 30-INCHES PER BLOW CLASSIFICATION: Visual by DRILLER: Tom Farrell DRILL RIG TYPE: CME 550 Geotechnical Engineer METHOD OF INVESTIGATION 4 1/4" ID Hollow Stem Augers DATE: PJT NO. AE-03-009 START 3/28/03 SJB SERVICES, INC. Si HOLE NO. C-40 FINISH 3/28/03 SUBSURFACE LOG SURF. ELEV - SHEET 2 OF 2 G.W.DEPTH See Notes i PROJECT: Proposed Roller Coaster Ride LOCATION: Great Escape Lake George,New York DEPTH SMPL BLOWS ON SAMPLER REC SOIL OR ROCK NOTES FT. NO. 016 6112 1211B 18124 N (FT) CLASSIFICATION 14 3 2 3 2 5 1.3 similar 45 15 3 4 3 3 7 1.6 similar Driller indicates Running sands at 45'. 50 /1_16 3 4 7 8 11 1.7 Boring Terminated @ 52.0' Groundwater measured at 34.7'upon 55 completion. - - 60 65 i 70 75 I _I 80 N=NO.BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB.PIN WT.FALLING 30-INCHES PER BLOW CLASSIFICATION: Visual by DRILLER: Tom Farrell DRILL RIG TYPE: CME 550 Geotechnical Engineer __ METHOD OF INVESTIGATION 4 1/4"ID Hollow Stem Augers GENERAL INFORMATION & KEY TO SUBSURFACE LOGS The Subsurface Logs attached to this report present the observations and mechanical data collected by the driller at the site, j supplemented by classification of the material removed from the borings as determined through visual identification by technicians in the laboratory. It is cautioned that the materials removed from the borings represent only a fraction of the total volume of the deposits at the site and may not necessarily be representative of the subsurface conditions between adjacent borings or between the sampled intervals.The data presented on the Subsurface Logs together with the recovered samples provide a basis for evaluating the character of the subsurface conditions relative to the project. The evaluation must consider all the recorded details and their significance relative to each other. Often analyses of standard boring data indicate the need for additional testing or sampling procedures to more accurately evaluate the subsurface conditions. Any evaluation of the contents of this report and recovered samples must be performed by qualified professionals.The following information defines some of the procedures and terms used on the Subsurface Logs to describe the conditions encountered,consistent with the numbered identifiers shown on the Key opposite this page. �- 1. The figures in the Depth column define the scale of the Subsurface Log. 2. The Samples column shows,graphically,the depth range from which a sample was recovered. See Table I for descriptions _ of the symbols used to represent the various types of samples. j 3. The Sample No.is used for identification on sample containers and/or Laboratory Test Reports. 4. Blows on Sampler-shows the results of the"Penetration Test",recording the number of blows required to drive a split spoon sampler into the soil. The number of blows required for each six inches is recorded. The first 6 inches of penetration is 1 considered a seating drive. The number of blows required for the second and third 6 inches of penetration is termed the penetration resistance,N.The outside diameter of the sampler,hammer weight and length of drop are noted at the bottom of the Subsurface Log. i 5. Blows on Casing - Shows the number of blows required to advance the casing a distance,of 12 inches. The casing size, hammer weight,and length of drop are noted at the bottom of the Subsurface Log.If the casing is advanced by means other than driving,the method of advancement will be indicated in the Notes column or under the Method of Investigation at the bottom of the Subsurface Log.Alternatively,sample recovery may be shown in this column,or other data consistent with the —' column heading. 6. All recovered soil samples are reviewed in the laboratory by an engineering technician,geologist or geotechnical engineer, unless noted otherwise.Visual descriptions are made on the basis of a combination of the driller's field descriptions and noted observations together with the sample as received in the laboratory.The method of visual classification is based primarily on the Unified Soil Classification System(ASTM D 2487)with regard to the particle size and plasticity(See Table No.II), and the Unified Soil Classification System group symbols for the soil types are sometimes included with the soil classification. Additionally, the relative portion,by weight, of two or more soil types is described for granular soils in accordance with "Suggested Methods of Test for Identification of Soils"by D.M.Burmister,ASTM Special Technical Publication 479,June 1970. (See Table No. III). Description of the relative soil density or consistency is based upon the penetration records as defined in Table No.IV.The description of the soil moisture is based upon the relative wetness of the soil as recovered and is described as dry,moist,wet and saturated.Water introduced into the boring either naturally or during drilling may have affected the moisture condition of the recovered sample. Special terms are used as required to describe soil deposition in greater detail;several such terms are listed in Table V.When sampling gravelly soils with a standard two inch diameter split spoon, the true percentage of gravel is often not recovered due to the relatively small sampler diameter. The presence of boulders and large gravel is sometimes,but not necessarily,detected by an evaluation of the casing and sampler blows or through the"action"of the drill rig as reported by the driller. 7. Rock description is based on review of the recovered rock core and the driller's notes. Frequently used rock classification terms are included in Table VI. J 8. The stratification lines represent the approximate boundary between soil types and the transition may be gradual. Solid stratification lines delineate apparent changes in soil type,based upon review of recovered soil samples and the driller's notes. Dashed lines convey a lesser degree of certainty with respect to either a change in soil type or where such change may occur. 9. Miscellaneous observations and procedures noted by the driller are.shown in this column,including water level observations. LJ It is important to realize the reliability of the water level observations depends upon the soil type(water does not readily stabilize in a hole through fine grained soils), and that any drill water used to advance the boring may have influenced the - observations.The ground water level will fluctuate seasonally,typically.One or more perched or trapped water levels may exist in the ground seasonally.All the available readings should be evaluated. If definite conclusions cannot be made, it is often prudent to examine the conditions more thoroughly through test pit excavations or groundwater observation wells. �— 10. The length of core run is defined as the length of penetration of the core barrel.Core recovery is the length of core recovered divided by the core run. The RQD(Rock Quality Designation) is the total length of pieces of NX core exceeding 4 inches divided by the core run.The size core barrel used is also noted in the Method of Investigation at the bottom of the Subsurface Log. DATE - PROJ.No. AE-01-099 I STARTED 7/29/01 SJB SERVICES, INC. HOLE No. B-1 FINISHED 7/30/01 SUBSURFACE LOG SURF.ELEV. 325.6 - G.W.DEPTH see notes SHEET 1 OF 1 PROJECT LOCATION v y Z BLOWS ON Z V w w SAMPLER (no SOIL OR ROCK NOTES a a 3oa CLASSIFICATION Lau- 1 o e 1z 1e O d) (0 8 12 18 24 N in U O 1 3 3 4 8 7 10 3" TOPSOIL Groundwater at 10' 15 Brown SILT, some Sand, trace clay, ML upon completion, and 50i.5 (Moist-Loose) 5' 24 hrs. after completion j 5 Gray SHALE, medium hard, weathered, thin bedded, some fractures Run#1, 2.5'-5.0' 95% Recovery 1 2 3 4 5 B !�7 (numbered features 8 9 50% RQD 10 explained on reverse) - TABLE 1 TABLE 11 TABLE III Identification of soil type is made on basis of an estimate The following terms are used in classifying soils Split Spoon of particle sizes,and in the case of fine grained soils consisting of mixtures of two or more soil types. Sample also on basis of plasticity. The estimate is based on weight of total sample. .Shelby Tube Soil Type Soil Particle Size Term Percent of Total Sample Sample Boulder >12" Cobble 3"-12" "and" 35-50 ® Geoprobe Gravel-Coarse 3"-3/4" Coarse Grained "some" 20-35 Macro Care -Fine 3/4"-#4 (Granular) "little" 10-20 Auger or Test Sand -Coarse #4-#10 "trace" less than 10 Pit Sample -Medium #10-#40 -Fine #40-#200 (When sampling gravelly soils with a standard split ' spoon,the true percentage of gravel is often not Rock Core Silt-Non Plastic(Granular) <#200 Cohesive recovered due to the relatively small sampler Clay-Plastic(Cohesive) diameter.) _ TABLE IV TABLE V The relative compactness or consistency is described in accordance with the Varved Horizontal uniform layers or seams of following terms: soil(s). Granular Soils Cohesive Soils Term Blows per Foot, N Term Blows per Foot,N Layer Soil deposit more than 6"thick. Loose <11 Very Soft <3 Firm 11 -30 Soft 3-5 Seam Soil deposit less than 6"thick. Compact 31 -50 Medium 6-15 - Very Compact >50 Stiff 16-25 Parting Soil deposit less than 1/8"thick. Hard >25 (Large particles in the soils will often significantly influence the blows per foot Laminated Irregular,horizontal and angled seams recorded during the penetration test) and partings of soil(s). TABLE VI Rock Classification Term Meaning Rock Classification Term Meaning Hardness -Soft Scratched by fingernail Bedding -Laminated -Medium Hard Scratched easily by penknife -Thin Bedded (1"-4") -Hard Scratched with difficulty by penknife -Bedded (4"-12") Natural breaks -Very Hard Cannot be scratched by penknife -Thick Bedded (12"-36") in Rock Layers Weathering -Very Weathered Judged from the relative amounts of -Massive (>36") -Weathered disintegration,Iron staining,core (Fracturing refers to natural breaks in the rock oriented at some - -Sound recovery,clay seams,etc. angle to the rock layers) J� GEOTECHNICAL REPORT LIMITATIONS jEmpire Geo-Services, Inc. (Empire)has endeavored to meet the generally accepted standard of care for the L services completed,and in doing so is obliged to advise the geotechnical report user of our report limitations. Empire believes that providing information about the report preparation and limitations is essential to help the user reduce geotechnical-related delays,cost over-runs,and other problems that can develop during the design and construction process. Empire would be pleased to answer any questions regarding the following limitations and use of our report to assist the user in assessing risks and planning for site development and construction. fPROJECT SPECIFIC FACTORS: The conclusions and recommendations provided in our geotechnical report were prepared based on project specific factors described in the report, such as size, loading, and intended use of structures; general configuration of structures, roadways, and parking lots; existing and proposed site grading;and any other pertinent project information. Changes to the project details may alter the factors considered in development of the report conclusions and recommendations. Accordingly, Empire cannot accept responsibility for problems which may develop if we are not consulted regarding any changes to the project specific factors that were assumed during the report preparation. SUBSURFACE CONDITIONS: The site exploration investigated subsurface conditions only at discrete test locations. Empire has used judgement to infer subsurface conditions between the discrete test locations,and on this basis the conclusions and recommendations in our geotechnical report were developed. It should be understood that the overall subsurface conditions inferred by Empire may vary from those revealed during construction,and these variations may impact on the assumptions made in developing the report conclusions and recommendations. For this reason, Empire should be retained during construction to confirm that conditions are as expected, and to refine our conclusions and recommendations in the event that conditions are encountered that were not disclosed during the site exploration program. USE OF GEOTECHNICAL REPORT: Unless indicated otherwise, our geotechnical report has been —� prepared for the use of our client for specific application to the site and project conditions described in the report. Without consulting with Empire, our geotechnical report should not be applied by any party to other sites or for any uses other than those originally intended. LJ CHANGES IN SITE CONDITIONS: Surface and subsurface conditions are subject to change at a project site subsequent to preparation of the geotechnical report. Changes may include,but are not limited to,floods, earthquakes, groundwater fluctuations, and construction activities at the site and/or adjoining properties. Empire should be informed of any such changes to determine if additional investigative and/or evaluation work is warranted. MISINTERPRETATION OF REPORT: The conclusions and recommendations contained in our geotechnical report are subject to misinterpretation. To limit this possibility, Empire should review project i- plans and specifications relative to geotechnical issues to confirm that the recommendations contained in our report have been properly interpreted and applied. Subsurface exploration logs and other report data are also subject to misinterpretation by others if they are separated from the geotechnical report. This often occurs when copies of logs are given to contractors during -- the bid preparation process. To minimize the potential for misinterpretation, the subsurface logs should not be separated from our geotechnical report and the use of excerpted or incomplete portions of the report should be avoided. OTHER LIMITATIONS: Geotechnical engineering is less exact than other design disciplines,as it is based partly on judgement and opinion. For this reason,our geotechnical report may include clauses that identify the limits of Empire's responsibility,or that may describe other limitations specific-to a project. These clauses are intended to help all parties recognize their responsibilities and to assist them in assessing risks and decision making. Empire would be pleased to discuss these clauses and to answer any questions that may arise. ( l � J ' l I f Six Flags Great Escape - Mine Train Roller Coaster Foundation Review Calculations _ ! April 2003 a Prepared by I Glynn Geotechnical Engineering i- 415 South Transit Street r- Lockport, NY 14094 ! I in association with ilk ' Systems & Engineering, PC 965 Maryvale Drive ;Systems&Engineering,Pec Buffalo, NY 14225-2301 ! �QT KI+$r i 1 r 9, � Structural Review Procedure This roller coaster will be relocated from O.pryland, Tennessee to Six Flag's "Great Escape" Theme Park in Queensbury,New York. Design modifications were made by S&S Power Inc.,N. Logan,UT(S&S)to suit specific site conditions. As required by the State of New York,the structure was reviewed for compliance with state and -, local codes. S&S provided the structural analysis methodology, and foundation loads for the revised coaster. Glynn Geotechnical Engineering (GGE) selected a representative sample of the foundation loads for review for compliance with State of New York Building Code. it Each of the supports was studied with.the following review procedure: I. The support structure in question was loaded with all applicable loads, (i.e. Dead, Dynamic, Wind& Seismic). The resulting foundation loads were compared to the foundation loads given by S&S. Index: Heading Description Loading NYS UBC loading criteria, Application of dynamic load Transfer Track Typical transfer track support Cantilever Columns 8-10, 15-17A,22-24, O.G. 73-104, 26-29 30-33, 40-53, 53A-60A Frame 46 (A-C) "Helix" Support#46 Lift Hill Support Lift hill support 35-36(a&b) } Aj I E � I ( I 4 1 # ii ( I I, S t .�.._....>«>,i....... -s ....:...:...... I £ t , t 1 ! .:...........L..�...,..Lp , I _.... ..._._�_ F__s __." e -..F. � 7.� .1..«.r.... Ip,. � � __..�,_ # .. _� ' >.j-./'' �......_a.a ,._��• I ,`''�� M�'`�N�j'" .r., ' __ _ d 1 q ' @ ry } t 4 Gk ry PROJECT: SHE ET NO: SUBJECT: F.N INF.F.RIN - DI=.SI N f rCOCA- d GLYNN GEOTECHNICAL ENGINEERING CLIENT: 415 South Transit Street Lockport,New York 14094 DATE' voice 716.625.6933/fax 716.625.6983 PROJECT NO: SCALE: E: BY: www.glynngroup.com1 �q� E i i 3 , t ¢ I t t $ t s �w 4 9 i # z i z 1 ' � 1 # S F t e—h e t J � � I S � I a 1 PROJECT: SHE ET NO: �_R � �: SUBJECT: � �� Z C, >✓NGINi✓>✓RINCI — DESICIN ;�� a� �a� �� ` ��'�� GLYNN GEOTECHNICAL ENGINEERING CLIENT: 415 South Transit Street Lockport,New York 14094 voice 716.625.6933/fax 716.625.6983 PROJECT NO: SCALE:, DATE: BY: www.glynngroup.com .�- a `� g pyt 171 _ ` S as IT /Sce ' �rZsc�[ R �` - mod + _ E t �a q x ,T—6� , 54 —p Az vm aal A i "�A i._...,...my..,>....:. ,,..».,.-. �� max....-..`....,.e,._... �........-...n... M.:.:.,...,..� ...,_ ....,. #—...-d.� ,..�.,:...._ �. _ .� S, .....� 4.,:...,...,..�a.,�..-. { .....:.. ,.._....l�..t....dy alco I PROJECT. _ SHEET NO: SUBJECT: >✓NGIN6>✓RING ' - D>✓51f�N �A'e� �� id � � �"� �f� ��'"��'��E�'��:a� / � � GLYNN GEOTECHNICAL ENGINEERING CLIENT: 415 South Transit Street n Lockport,New"York 14094 voice 716.625.6933/fax 716:625.6953 .. PROJECT NO: SCALE: BY.-DATE: - www.glynngroup.com .ram- I J ;'t� { ( m _ t i V��.o t �� Sf go s (j. .� 'yam^y�j�✓.r� � .� ..,.�_... .�_�.. _ d [ Y I P I f k � I �.Le _ 16 ! } 33 4 t y I s f " �' i5f �a O`S� ,. � � f g f f t ' t t '( f ; tp E 7zp i,=64�c PROJECT: f, SHEETNO: SUBJECT: i✓NGINE>✓RING Di✓SIGN �� tt �� P- , e' � a �� Z_0r-3 GLYNN GEOTECHNICAL ENGINEERING CLIENT: 415 South Transit Street —Lockport.New York 14094 voice 716.625.6933/fax 716.625.6983 PROJECT NO: =QALE: DATE: BY: www.glynngroup.com. 0 t f _" �16,17 In D i # I � t ! # t @ il-„�dd1! �d�"a` ` _ 1 L©3tS�il7L�1LCA� i j b j si �(•(�@ I _ =,r1. (.C�.Eo.c� U0k-'42, { A 76, a t a+L�O� � l� ' � i ' � � r � ' j ' � i � 1 i `�- �ct•,�+�a�`�' i t 4e � ' G06� .... 1 r i JIc x,w y*, tc PROJECT SHE ET NO: SUBJECT: ENGINEERING - 1 6'asI N �d �) noc ZIS"a./C 104 ) GLYNN GEOTECHNICAL ENGINEERING CLIENT: 415 South Transit Street Lockport,New York 14094 voice 716.625.6933/fax 716.625.6983 PROJECT NO: SCALE: DATE: BY: www.glynngroup.com a B Y _ 1 1 j � 3 C1' Jt , j � r--._.__! � �•- _ j_..-._...r_._._..i _...�._...�,� �G__._y.._._ ...1..._....�..._.. jwn_j.8~.�- /��- _--t- �_.-�- ..-A..�_ ,..I _.� _.. • I t t ! i I f JJ !! f [1 i PROJECT: SHEET NO: SUBJECT: ` /� l ENCjINEERINCj -rim DESIGN -noev I-A (1-04W f!M t `y I GLYNN GEOTECHNICAL ENGINEERING CLIENT: 415 South Transit Street Lockport,New York 14094 voice 716.625.6933/fax 716.625.6983 PROJECT NO: SCALE: DATE: BY: www.glynniroup.com � "d Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number ansfer track Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 12 ft Bank Angle 0 0 radians. M Track Slope Angle 0 0 radians Axial ' V(along) V(across) Moment(along) Moment(across) Column Length 5.7 ft 3790 0 0 0 0 Height to CG of Train 10.20 ft Height to CG of Track 7.2 ft Train Load C.G. Train Offset(horz) 0.00 ft Axial' 'V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 3000 0 0 0 0 Weight of Track 180 lb/ft. Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-OperWind Press. On Train 0 psf 0 0 252 0 2003 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.5 psf Wind (non-operational) Oper. Wind Press. On Track 15 psf Axial V(along) V(across) Moment(along). Moment(across) Dynamic Gv (Normal to Track) 1 g 0 0: 1116 0 8035 GI (90 deg. From Gv) 0 g Gx 0.000 g Seismic(operational) Gy 0.000 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.000 g 951. 951 951 3803 8184 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 3000 lb Axial V(along), V(across) Moment(along) Moment(across). Weight of Track 2160 lb 531 531 531 5618 3289 Weight of Column+saddle 1630 lb Weight of Train*Height of Trq'in 30600 lb-ft Combined Base Reactions(units:,lb, ft) Weight of Track* Height of Track 15552 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. o Col. 4646 lb-ft D 3790 0 0 0 '0 operational Seismic Dist. Factor(Ftrain) 0.60 D+L 6790 0 . 0 0 0 Seismic Dist. Factor(Ftrack) 0.31 D+L+W(oper) 679V 0 252 0 2003 Seismic Dist. Factor(Fcolumn) •0.09 0.6D+W(max) 2274 0 1116e 0 8035 Non-opera. Seismic Dist. Factor(Ftrack) 0.77 D+L+0.7E(oper) 7455 665V' 665 2662 5729 Seismic Dist. Factor(Fcolumn 0.23 0.6D+0.7E (non-oper) 2645 371 371 3933 2303 i Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 8 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 31 ft Bank Angle 0 0 radians DIL Track Slope Angle 0.66 0.01 radians Axial V(along) V.(across) Moment(along) Moment(across) Column Length 5.14 ft 9850 0 0 0 0 Height to CG of Train 9.64 ft Height to CG of Track 6.64 ft Train Load C.G. Train Offset(horz) 0.00 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 7750 76 155 1120 2291 Weight of Track 240 lb/ft Depth of Train 3 ft Wind erationall Depth of Track 3 ft Axial V(along). V(across) Moment(along) Moment-(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 409 0 6048 Non-Oper Wind Press. On Track 26.6 psf Oper. Wind Press. On Train 2.2 psf Wind (non-operational) Oper. Wind Press. On Track 2.2 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1 g 0 0 2474 0 36563 GI (90 deg. From Gv) 0.02 g Gx 0.010 g Seismic(operational) Gy 0.020 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.000 g 2464 2464 2464 16525 32185 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 7750 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 7440 lb 1379 1379 1379 14830 14830 Weight of Column+saddle 2410 lb Weight of Train* Height of Train 74710 lb-ft Combined Base Reactions(units: lb, ft) - Weight of Track* Height of Track 49402 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 6194 lb-ft D 9850 0 0 0 0 operational Seismic Dist. Factor(Ftrain) 0.57 D+L 17600 76 155 1120 2291 Seismic Dist. Factor(Ftrack) 0.38 D+L+W(oper) 17600 76 564 1120 8339 Seismic Dist. Factor(Fcolumn) 0.05 0.6D+W(max) 5910 0 2474 0 36563 Non-opera. Seismic Dist. Factor(Ftrack) 0.89 D+L+0.7E (oper) 19324 1801 1880 12687 24821 Seismic Dist. Factor(Fcolumn) 0.11 0.6D+0.7E (non-oper) 6875 965 965 10381 10381 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 9 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 25 ft Bank Angle 0 0.radians DL Track Slope Angle 0.83 0.014 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 4.48 ft 7580 0 0 0 0 Height to CG of Train 8.98 ft Height to CG-of Track' 5.98 ft Train Load C.G. Train Offset(horz) 0.00 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 6874 100 625 1340 8413 Weight of Track 240 lb/ft " Depth of Train 3 ft Wind (operational) Depth of Track. 3 ft Axial V(along) V.(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 330 0 4442 Non-Oper Wind Press. On Track 26.6 psf Oper. Wind Press. On Train 2.2 psf Wind (non-operational) Oper. Wind Press. On Track 2.2 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic 'Gv(Normal to Track) 1.1 g. 0 0 1995 0 26853 'GI-(90 deg. From Gv) 0.1 g Gx 0.016 g Seismic(operational) Gy 0.100 g Axial V(along) V(across) Moment(along) Moment(across) " Gz 1.100 g 1936 1936 1936 11593 23075' Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 6250 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 6000 lb 1061 1061 1061 10317 10317 Weight of Column+saddle 1680 lb Weight of Train*Height of Train 56125 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track*Height of Track 35880 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Cola* Height C.G. of Col. 3539 lb-ft D 7580 0 0 0 0 operational Seismic Dist. Factor(Ftrain) 0.59 D+L 14454 100 625 1340 8413 Seismic Dist. Factor(Ftrack) 0.38 D+L+W(oper)' 14454 100 955 -1340 12854 Seismic Dist. Factor(Fcolumn) 0.04 0.6D+W(max) 4548 0 1995 0 26853 Non-opera. Seismic Dist. Factor(Ftrack) 0.91 D+L+0.7E (oper) 15810 1455 1980 9456 24565 Seismic Dist. Factor(Fcolumn) 0.09 0.6D+0.7E (non-oper) 5291 743 743 7222 7222 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 10 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 20 ft Bank Angle 0 0 radians DL Track Slope Angle 0.66 0.012 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 4.09 ft 6360 0 0 0 0 Height to CG of Train 8.59 ft Height to CG of Track 5.59 ft Train Load C.G. Train Offset(horz) 0.00 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train, 260 lb/ft 5500 63 500 803 6340 Weight of Track 240 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 264 0 3348 Non-Oper Wind Press. On Track 26.6 psf Oper. Wind Press. On Train 2.2 psf Wind (non-operational) Oper. Wind Press. On Track 2.2 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1.1 g 0 0 1596 0 20237 GI (90 deg. From Gv) 0.1 g Gx 0.013 g Seismic(operational) Gy 0.100 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.100 g 1590 1590 1590 8770 17672 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5000 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 4800 lb 890 890 890 . 7897 7897 Weight of Column+saddle 1560 lb Weight of Train * Height of Train 42950 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 26832 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 3190 lb-ft D 6360 0 0 0 0 operational Seismic Dist. Factor(Ftrain) 0.59 D+L 11860 63 500 803 6340 Seismic Dist. Factor(Ftrack) 0.37 D+L+W(oper) 11860 63 764 803 9688 Seismic Dist. Factor(Fcolumn) 0.04 0.6D+W(max) 3816 0 1596 0 20237 Non-opera. Seismic Dist. Factor(Ftrack) 0.89 D+L+0.7E (oper) 12973 1177 1613 6943 18711 Seismic Dist. Factor(Fcolumn) 0.11 0.6D+0.7E (non-oper) 4439 623 623 5528 5528 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 15 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 23 ft Bank Angle 4.4 0.077 radians DL Track Slope Angle 4.98 0.087 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 18.87 ft 8040 0 0 0 2776 Height to CG of Train 23.36 ft Height to CG of Track 20.36658 ft Train Load C.G. Train Offset(horz) 0.35 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 5711 498 441 21015 16656 Weight of Track 240 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 304 0 12820 Non-Oper Wind Press. On Track 26.6 psf Oper. Wind Press. On Train 2.2 psf Wind (non-operational) Oper. Wind Press. On Track 2.2 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1 g 0 0 1835 0 77503 GI (90 deg. From Gv) 0 g Gx 0.087 g Seismic(operational) Gy 0.077 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.993 g 1931 1931 1931 43201 73558 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5750 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 5520 lb 1126 1126 1126 38308 38308 Weight of Column+saddle 2520 lb Weight of Train * Height of Train 134301 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 112418 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 23776 lb-ft D 8040 0 0 0 2776 operational Seismic Dist. Factor(Ftrain) 0.50 D+L 13751 498 441 21015 19432 Seismic Dist. Factor(Ftrack) 0.42 D+L+W(oper) 13751 498 745 21015 32252 Seismic Dist. Factor(Fcolumn) 0.09 0.6D+W(max) 4824 0 1835 0 79168, Non-opera. Seismic Dist. Factor(Ftrack) 0.83 D+L+0.7E (oper) 15103 1849 1793 51256 70922 Seismic Dist. Factor(Fcolumn) 0.17 0.6D+0.7E (non-oper) 5612 788 788 26815 28481 i Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 16 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 25 ft Bank Angle 16 0.279 radians DL Track Slope Angle 3.37 0.059 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 17.97 ft 6960 0 0 0 8633 Height to CG of Train 22.30 ft Height to CG of Track 19.41189 ft Train Load C.G. Train Offset(horz) 1.24 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 6425 388 2496 15643 92526 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 330 0 13288 Non-Oper Wind Press. On Track 26.6 psf Oper. Wind Press. On Train 2.2 psf Wind (non-operational) Oper. Wind Press. On Track 2.2 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1.1 g 0 0 1995 0 80339 GI (90 deg. From Gv) 0.1 g Gx 0.062 g Seismic(operational) Gy 0.399 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.028 g 1849 1849 1849 36175 67456 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 6250 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 4500 lb 974 974 974 30837 30837 Weight of Column+saddle 2460 lb Weight of Train *Height of Train 139348 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 87354 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. *Height C.G. of Col. 22103 lb-ft D 6960 0 0 0 8633 operational Seismic Dist. Factor(Ftrain) 0.56 D+L 13385 388 2496 15643 101159 Seismic Dist. Factor(Ftrack) 0.35 D+L+W(oper) 13385 388 2826 15643 114446 Seismic Dist. Factor(Fcolumn) 0.09 0.6D+W(max) 4176 0 1995 0 85510 Non-opera. Seismic Dist. Factor(Ftrack) 0.80 D+L+0.7E (oper) 14680 1683 3790 40965 148377 Seismic Dist. Factor(Fcolumn) 0.20 0.6D+0.7E (non-oper) 4858 682 682 21586 26766 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 17 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 22 ft Bank Angle 14 0.244 radians D4 Track Slope Angle 3.94 0.069 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 16.33 ft 6200 0 0 0 6750 Height to CG of Train 20.70 ft Height to CG of Track 17.78544 ft Train Load C.G. Train Offset(horz) 1.09 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 5723 403 1997 14935_ 67722 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf .0 0 290 0 10752 Non-Oper Wind Press. On Track 26.6 psf Oper. Wind Press. On Train 2.2 psf Wind (non-operational) Oper. Wind Press. On Track 2.2 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv(Normal to Track) 1.1 g 0 0 1756 0 65003 GI (90 deg. From Gv) 0.1 g Gx 0.073 g Seismic(operational) Gy 0.363 g Axial V(along) V(across) Moment,(along) Moment(across) Gz 1.041 g 1638 1638 1638 29160 54722 . Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-o erational) Weight of Train 5500 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3960 lb 868 868 868 24969 24969 Weight of Column+saddle 2240 lb Weight of Train * Height of Train 113830 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track .70430 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 18290 lb-ft D 6200 0 0 0 6750 operational Seismic Dist. Factor(Ftrain) 0.56 D+L 11923 403 1997 14935 74471 Seismic Dist. Factor(Ftrack) 0.35 D+L+W(oper) 11923 403 2288 14935 85224. Seismic Dist. Factor(Fcolumn) 0.09 0.6D+W(max) 3720 0 1756 0 69053 Non-opera. Seismic Dist. Factor(Ftrack) 0.79 D+L+0.7E (oper) 13070 1550 3144 35347 112777 Seismic Dist. Factor(Fcolumn) 0.21 0.6D+0.7E(non-oper) 4328 608 608 17478 21528 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 17A Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 22 ft Bank Angle 14 0.244 radians D Track Slope Angle 3.94 0.069 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 14.95 ft 5780 0 0 0 6292 Height to CG of Train 19.32 ft Height to CG of Track 16.40544 ft Train Load C.G. Train Offset(horz) 1.09 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 5524 385 1664 13193 51.003 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oyer Wind Press. On Train 0 psf 0 0 290 0 9951 Non-Oper Wind Press. On Track 26.6 psf Oper. Wind Press. On Train 2.2 psf Wind (non-operational) Oper. Wind Press. On Track 2.2 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv(Normal to Track) 1.06 g 0 0 1756 0 60158 GI (90 deg. From Gv) 0.06 g Gx 0.070 g Seismic(operational) Gy 0.303 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.004 g _ 1579 1579 1579 26052 49383 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5500 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3960 lb, 809 809 809 22027 22027 Weight of Column+saddle 1820 lb Weight of Train *Height of Train 106240 lb-ft Combined Base Reactions(units: lb, ft) Weight of Track " Height of Track 64966 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 13605 lb-ft D 5780 0 0 0 6292 operational Seismic Dist. Factor(Ftrain) 0.57 D+L 11304 385 1664 13193 57296 Seismic Dist. Factor(Ftrack) 0.35 D+L+W(oper) 11304 385 1954 13193 67247 Seismic Dist. Factor(Fcolumn) 0.07 0.6D+W(max) 3468 0 1756 0 63933 Non-opera. Seismic Dist. Factor(Ftrack) 0.83 D+L+0.7E (oper) 12409 1490 2769 31430 91864 Seismic Dist. Factor(Fcolumn) 0.17 0.6D+0.7E (non-oper)1 4034 566 566 15419 19194 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 22 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 21 ft Bank Angle 29.3 0.511 radians DL Track Slope Angle 9.5 0.166 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 10.7 ft 5340 0 0 0 11760 Height to CG of Train 14.62 ft Height to CG of Track 12.0081 ft Train Load C.G. Train Offset(horz) 2.20 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 Ib/ft 4259 756 3027 19136 67281 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 277 0 7020 Non-Oper Wind Press. On Track 26.6 psf Oper. Wind Press. On Train 2.2 psf Wind (non-operational) Oper. Wind Press. On Track 2.2 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1 g 0 0 1676 0 42438 GI (90 deg. From Gv) 0.1 g Gx 0.144 g Seismic(operational) Gy 0.577 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.811 g 1483 1483 1483 17738 34303 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5250 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3780 lb 748 748 748 14961 14961 Weight of Column+saddle 1660 lb Weight of Train * Height of Train 76778 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 45391 lb-ft Load Comb. Axial V(along) V.(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 8346 lb-ft D 5340 0 0 0 11760 operational Seismic Dist. Factor(Ftrain) 0.59 D+L 9599 756 3027 19136 79040 Seismic Dist. Factor(Ftrack) 0.35 D+L+W(oper) 9599 756 3304 19136 86060 Seismic Dist. Factor(Fcolumn) 0.06 0.6D+W(max) 3204 0 1676 0 49494 Non-opera. Seismic Dist. Factor(Ftrack) 0.84 D+L+0,7E (oper) 10636 1793 4065 31553 103053 Seismic Dist. Factor(Fcolumn) 0.16 0.6D+0.7E (non-oper) 3727 523 523 10473 17529 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 23 Geometry Length.of Train 60 ft Base of Column Reactions Trib. Length of Track 22 ft Bank Angle 35.3 0'.616 radians DL Track Slope Angle. 18.04 0.315 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 4.54 ft 5540 0 0 0 14406 Height to CG of Train 8.21 ft Height to CG of Track 5.764206 ft Train Load C.G. Train Offset(horz) 2.60 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 3474 1390 4300 17727 10491 Weight of Track 180 lb/ft Depth.of Train 3 ft Wind (ooerationall Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press: On Train 0 psf 0 0 290 0 1318 Non-Oper Wind Press. On Track 26.6 psf Oper. Wind Press. On Train 2.2 psf Wind (non-operational) Oper. Wind Press. On Track 2.2 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1 g 0 0 1756 0 10120 GI (90 deg. From Gv) 0.25 g Gx 0.253 g Seismic(operational) Gy 0.782 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.632 g. 1546 1546 1546 8364 11026 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5500 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3960 lb 776 776 776 7146 4103 Weight of Column+saddle 1580 lb Weight of Train * Height of Train 45169 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track*Height of Track 22826 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 3587 lb-ft D 5540 0 0 0 14406 operational Seismic Dist. Factor(Ftrain) 0.63 D+L 9014 1390 4300 17727 24897 Seismic Dist. Factor(Ftrack) 0.32 D+L+W(oper) 9014 1390 4591 17727 26216 Seismic Dist. Factor(Fcolumn) 0.05 0.6D+W(max) 3324 0 1756 0 18763 Non-opera. Seismic Dist. Factor(Ftrack) 0.86 D+L+0.7E (oper) 10095 2472 5382 358 32616 Seismic Dist. Factor(Fcolumn) 0.14 0.6D+0.7E(non-oper) 3867 543 543 5002 11515 i 1 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 24 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 13 ft Bank Angle 40.3 0.703 radians DL Track Slope Angle 18.73 0.327 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 1.74 ft 3650 0 0 0 10624 Height to CG of Train 5.17 ft Height to CG of Track 2.884002 ft Train Load C.G. Train Offset(horz) 2.91 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 3521 1194 3153 8252 -4762 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 172 0 299 Non-Oper Wind Press. On Track 26.6 psf Oper. Wind Press. On Train 2.2 psf Wind (non-operational) Oper. Wind Press. On Track 2.2 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1.5 g 0 0 1037 0 2992 GI (90 deg. From Gv) 0 g Gx 0.367 g Seismic(operational) Gy 0.970 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.083 g 966 966 966 2395 4200 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 3250 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 2340 lb 511 511 511 2086 1325 Weight of Column+saddle 1310 lb Weight of Train *Height of Train 16809 lb-ft Combined Base Reactions(units: lb, ft) Weight of Track*Height of Track 6749 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 1140 lb-ft D 3650 0 0 0 10624 operational Seismic Dist. Factor(Ftrain) 0.68 D+L 7171 1194 3153 8252 5862 Seismic Dist. Factor(Ftrack) 0.27 D+L+W(oper) 7171 1194 3325 8252 6160 Seismic Dist. Factor(Fcolumn) 0.05 0.6D+W(max) 2190 0 1037 9366 Non-opera. Seismic Dist. Factor(Ftrack) 0.86 D+L+0.7E (oper) 7847 1870 3829 9929 8802 Seismic Dist. Factor(Fcolumn) 0.14 0.6D+0.7E (non-oper) 2548 358 358 60 7302 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number og 73 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 4.5 ft Bank Angle 0 0 radians DL Track Slope Angle 0 0 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length O ft 1260 0 0 0 0 Height to CG of Train 4.50 ft Height to CG of Track 1.5 ft Train Load C.G. Train Offset(horz) 0.00 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 1969 0 281 0 0 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 62 0 0 Non-Oper Wind Press. On Track 29 psf Oper. Wind Press. On Train 2.3 psf Wind (non-operational) Oper. Wind Press. On Track 2.3 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1.75 g 0 0 392 0 587 GI (90 deg. From Gv) 0.25 g Gx 0.000 g Seismic(operational) Gy 0.250 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.750 g 334 334 334 400 1309 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 1125 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 810 lb 176 176 176 265 265 Weight of Column+saddle 450 lb Weight of Train * Height of Train 5063 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 1215 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 0 lb-ft D 1260 0 0 0 0 operational Seismic Dist. Factor(Ftrain) 0.81 D+L 3229 0 281 0 0 Seismic Dist. Factor(Ftrack) 0.19 D+L+W(oper) 3229 0 343 0 0 Seismic Dist. Factor(Fcolumn) 0.00 0.6D+W(max) 756 0 392 0 587 Non-opera. Seismic Dist. Factor(Ftrack) 1.00 D+L+0.7E(oper) 3462 234 515 280 916 Seismic Dist. Factor(Fcolumn) 0.00 0.6D+0.7E (non-oper)1 879 123 123 185 185 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 26 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 20.5 ft Bank Angle 16.3 0.284 radians DJ. Track Slope Angle 11.67 0.202 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 4.69 ft 6350 0 0 0 8020 Height to CG of Train 9.01 ft Height to CG of Track 6.12.9708 ft Train Load C.G. Train Offset(horz) 1.26 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 5617 1283 4083 11555 36789 Weight of Track 240 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 431 0 2949 Non-Oper Wind Press. On Track 31 psf Oper..Wind Press. On Train 3.5 psf Wind (non-operational) Oper. Wind Press. On.Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1.3 g _ 0 0 1907 0 11686 GI (90 deg. From Gv) 6.45 g Gx 0.250 g Seismic(operational) Gy 0.797 g Axial V(along) V(across) Moment(along_) Moment(across) Gz 1.096 g 1607 1607 1607 5982 12272 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(Pon-operational) Weight of Train 5125 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 4920 lb 889 889 889 8865 5113 Weight of Column+saddle 1430 lb Weight of Train Height of Train 46172 lb-ft Combined Base Reactions(units: lb, ft) Weight of Track* Height of Track 30158 lb-ft Load Comb. ! Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 3353 lb-ft D 6350 0 0 0 8020 operational Seismic Dist. Factor(Ftrain) 0.58 D+L 11967 1283 4083 11555 44809 Seismic Dist. Factor(Ftrack) 0.38 D+L+W(oper) 11967 1283 4514 11555 47757 Seismic Dist. Factor(Fcolumn) 0.04 0.6D+W(max) 3810 0 1907 0 16 Non-opera. Seismic Dist. Factor(Ftrack) 0.90 D+L+0.7E(oper) 13092/ 240r 5209' 15742--� 4391 39 Seismic Dist. Factor(Fcolumn) 0.10 0.6D+0.7E(non-oper) 4432 622 622 6205 i Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 27 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 17.5 ft Bank Angle 10 0.175 radians DL Track Slope Angle 4.68 0.082 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 5.8 ft 6470 0 0 0 5056 Height to CG of Train 10.23 ft Height to CG of Track 7.277212 ft Train Load C.G. Train Offset(horz) 0.78 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 4243 369 2306 3777 23591 Weight of Track 240 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 368 0 2946 Non-Oper Wind Press. On Track 31 psf Oper.Wind Press. On Train 3.5 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1.05 g 0 0 1628 0 11844 GI (90 deg. From Gv) 0.35 g Gx 0.084 g Seismic(operational) Gy 0.527 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.970 g 1518 1518 1518 6599 12966 Continuous Span Reaction Factor . 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 4375 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 4200 lb 906 906 906 10212 5889 Weight of Column+saddle 2270 lb Weight of Train * Height of Train 44763 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 30564 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 6583 lb-ft D 6470 0 0 0 5056 operational Seismic Dist. Factor(Ftrain) 0.55 D+L 10713 369 2306 3777 28647 Seismic Dist. Factor(Ftrack) 0.37 D+L+W(oper) 10713 369 2673 3777 31592 Seismic Dist. Factor(Fcolumn) 0.08 0.6D+W(max) 3882 0 1628 0 14877 Non-opera. Seismic Dist. Factor(Ftrack) 0.82 D+L+0.7E (oper) 11776-' 1432— 33W,-!-` 8396 37723--- Seismic Dist. Factor(Fcolumn) 0.18 0.6D+0.7E (non-oper) 4516 634 634 7148 7156 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 27A Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 14 ft Bank Angle 5.2 0.091 radians DL Track Slope Angle 0.79 0.014 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 4.66 ft 4450 0 0 0 1815 Height to CG of Train 9.14 ft Height to CG of Track 6.153827 ft Train Load C.G. Train Offset(horz) 0.41 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 3406 48 1189 439 10866 Weight of Track 240 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 294 0 2029 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.5 psf Wind (non-operational) Oper.Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1 g 0 0 1302 0 8012 GI (90 deg. From Gv) 0.25 g Gx 0.014 g Seismic(operational) Gy 0.340 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.973 g 1113 1113 1113 4158 8580 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 3500 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3360 lb 623 623 623 6159 3573 Weight of Column+saddle 1090 lb Weight of Train * Height of Train 31995 lb-ft Combined Base Reactions(units: lb, ft) Weight of Track* Height of Track 20677 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 2540 lb-ft D 4450 0 0 0 1815 operational Seismic Dist. Factor(Ftrain) 0.58 D+L 7856 48 1189 439 12681 Seismic Dist. Factor(Ftrack) 0.37 D+L+W(oper) 7856 48 1483 439 14709 Seismic Dist. Factor(Fcolumn) 0.05 0.6D+W(max) 2670 0 1302 0 9101 Non-opera. Seismic Dist. Factor(Ftrack) 0.89 D+L+0.7E (oper) 8635 827 1968 3350 18687 Seismic Dist. Factor(Fcolumn) 0.11 0.6D+0.7E (non-oper) 3106 436 436 4311 3590 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 28 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 19.1 ft Bank Angle 0 0 radians DL Track Slope Angle 0.86 0.015 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 4.3 ft 5994 0 0 0 0 Height to CG of Train 8.80 ft Height to CG of Track 5.8 ft Train Load C.G. Train Offset(horz) 0.00 ft` Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250. lb/ft 4774 72 716 631 6303 Weight of Track 240 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 401 0 2627 Non-Oper Wind Press. On Track 31 psf Oper.Wind Press. On Train 3.6 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across)_ Dynamic Gv (Normal to Track) 1 g 0 0 1776 0 10303 GI (90 deg. From GV) 0.15 g Gx 0.015 g Seismic(operational) Gy 0.150 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.000 g 1508 1508 1508 5328 11165 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 4775 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 4584 Ib 839 839 839 7793 4554 Weight of Column+saddle 1410 lb Weight of Train * Height of Train 42020 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track*Height of Track 26587 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. *Height C.G. of Col. 3032 lb-ft D 5994 0 �0 0 0 operational Seismic Dist. Factor(Ftrain) 0.59 D+L 10768 72 716 631 6303 Seismic Dist. Factor(Ftrack) 0.37 D+L+W(oper) 10768 72 1117 631 8930 Seismic Dist. Factor(Fcolumn) 0.04 0.6D+W(max) 3596 0 1776 0 10303 Non-opera. Seismic Dist. Factor(Ftrack) 0.90 D+L+0.7E (oper) 11824 1127 1772 4360 14118 Seismic Dist. Factor(Fcolumn) 0.10 0.6D+0.7E (non-oper)1 4184 587 587 5455 3188 i Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 29 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 22.5 ft Bank Angle 0 0 radians DL, Track Slope Angle 0.07 0.001 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 3.94 ft 6800 0 0 0 0 Height to CG of Train 8.44 ft Height to CG of Track 5.44 ft Train Load C.G. Train Offset(horz) 0.00 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 5625 7 1406 58 11869 Weight of Track 240 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 473 0 2925 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.5 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1 g 0 0 2093 0 11383 GI (90 deg. From Gv) 0.25 g Gx 0.001 g Seismic(operational) Gy 0.250 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.000 g 1740 1740 1740 5799 .12366 Continuous Span Reaction Factor 1 , Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5625 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 5400 lb 952 952 952 8324 4895 Weight of Column+saddle 1400 lb Weight of Train * Height of Train 47475 lb-ft Combined Base Reactions(units: lb, ft) Weight of Track* Height of Track 29376 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 2758 lb-ft D 6800 0. 0 0 0 operational Seismic Dist. Factor(Ftrain) 0.60 D+L 12425 7 1406 58 11869 Seismic Dist. Factor(Ftrack) 0.37 D+L+W(oper) 12425 7 1879 58 14794 Seismic Dist. Factor(Fcolumn) 0.03 0.6D+W(max) 4080 0 2093 0 11383 Non-opera. Seismic Dist. Factor(Ftrack) 0.91 D+L+0.7E (oper) 13643 1225 2624 4118 20525 Seismic Dist. Factor(Fcolumn) 0.09 0.6D+0.7E(non-oper)1 4746 666 666 5827 3427 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 30 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 25.4 ft Bank Angle 0 0 radians L Track Slope Angle 6.24 0.091 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 4.19 ft 9942 0 0 0 0 Height to CG of Train 8.69 ft Height to CG of Track 5.69 ft Train Load C.G. Train Offset(horz) 0.00 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 6640 609 1588 5292 13795 Weight of Track 330 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 533 0 3435 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.6 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1.05 g 0 0 2362 0 13441 GI (90 deg. From Gv) 0.25 g Gx 0.096 g Seismic(operational) Gy 0.250 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.046 g 2281 2281 2281 8555 16283 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 6350 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 8382 Ib 1392 1392 1392 13057 7599 Weight of Column+saddle 1660 lb Weight of Train * Height of Train 55182 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 47694 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 3268 lb-ft D 9942 0 0 0 0 operational Seismic Dist. Factor(Ftrain) 0.52 D+L 16582 609 1588, 5292 13795 Seismic Dist. Factor(Ftrack) 0.45 D+L+W(oper) 16582 609 2121 5292 17230} Seismic Dist. Factor(Fcolumn) 0.03 0.6D+W(max) 5965% 0 2362/' 0 / 134 Non-opera. Seismic Dist. Factor(Ftrack) 0.94 D+L+0.7E (oper) 18178 220�' 3184 1128�Q' 251V4 ,Seismic Dist. Factor(Fcolumn) 0.06 0.6D+0.7E(non-oper) 6940 974 974 9140 5319 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 31 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 30 ft Bank Angle 0 0 radians DL Track Slope Angle 8.65 0.151 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 14.1 ft 16520 0 0 0 0 Height to CG of Train 18.60 ft Height to CG of Track 15.6 ft Train Load C.G. Train Offset(horz) 0.00 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 7785 1184 0 22030 0 Weight of Track 480 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 630 0 10301 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.5 psf Wind (non-operational) Oper.Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv(Normal to Track) 1.05 g 0 0 2790 0 43524 GI (90 deg. From Gv) 0 g Gx 0.158 g Seismic(operational) Gy 0.000 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.038 g 3363 3363 3363 37776 55039 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 7500 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 14400 lb 2313 2313 2313 65422 34846 Weight of Column+saddle 2120 lb Weight of Train * Height of Train 139500 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track" Height of Track 224640 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 14946 lb-ft D 16520 0 0 0 0 operational Seismic Dist. Factor(Ftrain) 0.37 D+L 24305 1184 0 22030 0 Seismic Dist. Factor(Ftrack) 0.59 D+L+W(oper) 24305 1184 630 22030 10301 ' Seismic Dist. Factor(Fcolumn) 0.04 0.6D+W(max) 9912 0 2790 0 435 4 Non-opera. Seismic Dist. Factor(Ftrack) 0.94 D+L+0.7E (oper) 26659 3538V 2354�- 48473 38527 Seismic Dist. Factor(Fcolumn) 0.06 0.6D+0.7E (non-oper) 11531 1619 1619 4d7,d6 24392 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 32 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 30 ft Bank Angle 0 0 radians D Track Slope Angle 9 0.157 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 24.36 ft 17260 0 0 0 0 Height to CG of Train 28.86 ft Height to CG of Track 25.86 ft Train Load C.G. Train Offset(horz) 0.00 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 7408 1173 0 33860 0 Weight of Track 480 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 630 0 16764 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press:On Train 3.5 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv(Normal to Track) 1 g 0 0 2790 0 72149 GI (90 deg. From Gv) 0 g Gx 0.156 g Seismic erational) Gy 0.000 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.988 g 3466 3466 3466 64562 90602 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 7500 ib Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 14400 lb 2416 2416 2416 113488 59660 Weight of Column+saddle 2860 lb Weight of Train * Height of Train 216450 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 372384 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Cola* Height C.G. of Col. 34835 lb-ft D 17260 0 0 0 0 operational Seismic Dist. Factor(Ftrain) 0.35 D+L 24668 1173 0 33860 . 0 Seismic Dist. Factor(Ftrack) 0.60 D+L+W(oper) 24668 1173 630 33860 16764 Seismic Dist. Factor(Fcolumn) 0.06 0.6D+W(max) 10356 0 2790z/ 0 72149 Non-opera. Seismic Dist. Factor(Ftrack) 0.91 D+L+0.7E (oper) 27094 3600/ 2426 79053 6342/l/ Seismic Dist. Factor(Fcolumn) 0.09 0.6D+0.7E (non-oper) 12047 1691 1691 7948Z 41762 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 33 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 27 ft Bank Angle 0 0 radians DL Track Slope Angle 13.88 0.242 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 34.62 ft 17600 0 0 0 0 Height to CG of Train 39.12 ft Height to CG of Track 36.12 ft Train Load C.G. Train Offset(horz) 0.00 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 6553 1619 0 63345 0 Weight of Track 480 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 567 0 20905 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.5 psf Wind (non-operational. Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1 g 0. 0 2511 0 90697 GI (90 deg. From Gv) 0 g Gx 0.240 g Seismic(operational) Gy 0.000 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.971 g 3409 3409 3409 87612 120118 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 6750 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 12960 lb 2464 2464 2464 155023 82212 Weight of Column+saddle 4640 lb Weight of Train * Height of Train 264060 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 468115 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 80318 lb-ft D 17600 0 0 0 0 operational Seismic Dist. Factor(Ftrain) 0.32 D+L 24153; 1619 0 63345 0 Seismic Dist. Factor(Ftrack) 0.58 D+L+W(oper) 24153�+1 1619, 567; 63345 20905/ Seismic Dist. Factor(Fcolumn) 0.10 0.6D+W(max) 1056.0 0 , 251 0 } 9069�7 Non-opera. Seismic Dist. Factor(Ftrack) 0.85 D+L+0.7E (oper) 26539 4006 23�6 1246,7�3 840�83 Seismic Dist. Factor(Fcolumn) 0.15 0.6D+0.7E (non-oper)1 12285 1725 1725 108516 57548 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 40 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 37 ft Bank Angle 0 0 radians DL Track Slope Angle 1.2 0.021 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 60 ft 11660 0 0 0 0 Height to CG of Train 64.50 ft Height to CG of Track 61.5 ft Train Load C.G. Train Offset(horz) 0.00 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train _ 250 lb/ft 9248 194 648 12495 41764 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 777 -0 48368 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.5 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1 g 0 0 3441 0 211622 GI (90 deg. From Gv) 0.07 g Gx 0.021 g Seismic(operational) Gy 0.070 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.000 g 2927 2927 2927 99529 172604 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 9250 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 6660 lb 1632 1632 1632 158299 86609 Weight of Column+saddle 5000 lb Weight of Train * Height of Train 596625 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 409590 lb-ft Load Comb. Axial V(along) V(across) Moment;(along) Moment(across) Weight of Col. * Height C.G. of Col. 150000 lb-ft D 1166(r, of 0 0 0 operational Seismic Dist. Factor(Ftrain) 0.52 D+L 20908 194 648 12495 4176Y Seismic Dist. Factor(Ftrack) 0.35 D+L+W(oper) 20908 194 1415 1 95 9013 Seismic Dist. Factor(Fcolumn) 0.13 0.6D+W(max) 6996 0 34410 21162ts2. Non-opera. Seismic Dist. Factor(Ftrack) 0.73 D+L+0.7E (oper) 2�957 2243 2 97 82165 162596 Seismic Dist. Factor(Fcolumn) .0.27 0.6D+0.7E (non-oper) 0139 1143 1�43 110809 606216 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 41 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 28 ft Bank Angle 8 0.14 radians DL Track Slope Angle 1.2 0.021 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 47 ft 10040 0 0 0 6288 Height to CG of Train 51.46 ft Height to CG of Track 48.4854 ft Train Load C.G. Train Offset(horz) 0.63 ft Axial V(along) V(across) Moment(along) Moment(across)- Weight of Train 250 lb/ft 6862 145 1459 7470 75097 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 588 0 28946 Non-Oper Wind Press. On Track 31 psf Oper.Wind Press. On Train 3.5 psf Wind (non-operational) Oper.Wind Press. On Track 3.5 psf. Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to.Track) 1 g 0 0 2604 0 126256 GI (90 deg. From Gv) 0.07 g Gx 0.021 g Seismic(operational) Gy 0.208 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.980 g 2386 2386 2386 63577 109503 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 7000 lb Axial . V(along) V(across) Moment(along) Moment(across) Weight of Track 5040 lb 1406 1406 1406 101360 56748 Weight of Column+saddle 5000 Ib Weight of Train * Height of Train 360193 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 244366 lb-ft Load Comb. Axial V(along) V(across) Moment along) Moment(across) Weight of Col. * Height C.G. of Col. 117500 lb-ft D 10040 0 01 0` 6288 operational Seismic Dist. Factor(Ftrain) - 0.50 D+L 16902 145 _ 1459 7470 81385 Seismic Dist. Factor(Ftrack) 0.34 D+L+W(oper) 16902 145 2047 7470 110331 Seismic Dist. Factor(Fcolumn) 0.16 0.6D+W(max) 6024 0 26 1164 {0 1 0029 Non-opera. Seismic Dist. Factor(Ftrack) 0.68 D+L+0.7E (oper) 18572 1815 31?9 511974 1�8037 Seismic Dist. Factor(Fcolumn) 0.32 1 0.6D+0.7E(non-oper)1 7008 984 984 70962 4 406 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number TL Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 20 ft Bank Angle 10 0.175 radians DL Track Slope Angle 1.2 0.021 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 47 ft 8600 0 0 0 6720 Height to CG of Train 51.43 ft Height to CG of Track 48.47721 ft Train Load C.G. Train Offset(horz) 0.78 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of.Train 250 lb/ft 4862 103 1213 5304 62383 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 420 0 20671 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.5 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) .1 g 0 0 1860 0 90168 GI (90 deg. From Gv) 0.07 g Gx 0.021 g Seismic(operational) Gy 0.243 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.972 g 1904 1904 1904 50368 84760 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5000 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3600 Ib 1204 1204 1204 80085 46266 Weight of Column+saddle 5000 lb Weight of Train * Height of Train 257158 lb-ft . Combined Base Reactions (units: lb, ft) Weight of Track*Height of Track 174518 lb-ft Load Comb. Axial V(along) V(across) Moment( long) Moment( cross) Weight of Col. * Height C.G. of Col. 117500 lb-ft D 8600 0 0 0� 67?0 operational Seismic Dist. Factor(Ftrain) 0.47 D+L 134.62 1 3 12 3 53 4 69�03 Seismic Dist. Factor(Ftrack) 0.32 D+L+W(oper) 13462 1©3 16P3 53P4 89V3 Seismic Dist. Factor(Fcolumn) 0.21 0.6D+W(max) 51,160 1 180 0 62 194200 Non-opera. Seismic Dist. Factor(Ftrack) 0.60 D+L+0.7E (oper) 1#95 1336 2546 40 28435 Seismic Dist. Factor(Fcolumn) 0.40 0.6D+0.7E (non-oper) 6i003 8I43 8 3 56Q59 361418 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 43 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 20 ft Bank Angle 14 0.244 radians DL Track Slope Angle 3 0.052 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 49 ft 8600 0 0 0 9362 Height to CG of Train 53.37 ft Height to CG of Track 50.45544 ft Train Load C.G. Train Offset(horz) 1.09 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 4760 254 1549 13550 82676 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 420 0 21497 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.5 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1 g 0 0 1860 0 93847 GI (90 deg. From Gv) 0.07 g Gx 0.051 g Seismic(operational) Gy 0.310 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.952 g 1904 1904 1904 52441 88055 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5000 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3600 lb 1204 1204 1204 83395 48161 Weight of Column+saddle 5000 lb Weight of Train * Height of Train 266832 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 181640 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment( ,cross) Weight of Col. * Height C.G. of Col. 122500 lb-ft D 8600 0 01 9362 operational Seismic Dist. Factor(Ftrain) 0.47 D+L 13360 25 1 A 9 13550 92038 Seismic Dist. Factor(Ftrack) 0.32 D+L+W(oper) 13 60 25 49 13550 113535 Seismic Dist. Factor(Fcolumn) 0.21 0.6D+W(max) 5y60 0 18 0 0� 99465 Non-opera. Seismic Dist. Factor(Ftrack) 0.60 D+L+0.7E (oper) 14 93 1 .11 28182 50 1 153676 Seismic Dist. Factor(Fcolumn) 0.40 0.6D+0.7E (non-oper) 6 03 8,43 843 58, 77 3g330 e. . i Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 44h Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 20 ft Bank Angle 18 0.314 radians DL Track Slope Angle 4.7 0.082 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 46 ft 8600 0 0 0 11959 Height to CG of Train 50.28 ft Height to CG of Track 47.42658 ft Train Load C.G. Train Offset(hors) 1.39 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 4631 390 1878 19591 94423 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 420 0 20219 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.5 psf Wind (non-operational) Oper. Wind Press. On Track 3.6 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1 g 0 0 1860 0 88213 GI (90 deg. From Gv) 0.07 g Gx 0.078 g Seismic(operational) Gy 0.376 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.926 g 1904 1904 1904 49281 82885 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5000 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3600 lb 1204 1204 1204 78359 45265 Weight of Column+saddle 5000 lb Weight of Train * Height of Train 251399 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 170736 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 115000 lb-ft D 8660 0 Q i' 11959 operational Seismic Dist. Factor(Ftrain) 0.47 D+L 132�31 90 1878 19591 106382 Seismic Dist. Factor(Ftrack) 0.32 D+L+W(oper) 13231 390 2298 19,,591 126,'601 Seismic Dist. Factor(Fcolumn) 0.21 0.6D+W(max) 51�60 "�0 1860 0 95389 Non-opera. Seismic Dist. Factor(Ftrack) 0.60 D+L+0.7E (oper) 14564 1722 3211 54087 164402 Seismic Dist. Factor(Fcolumn) 0.40 0.6D+0.7E (non-oper) 60,03 843 843 54851 388,61 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 45h Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 21 ft Bank Angle 24 0.419 radians DL Track Slope Angle 4.7 0.082 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 43 ft 8780 0 0 0 16070 Height to CG of Train 47.11 ft Height to CG of Track 44.37032 ft Train Load C.G. Train Offset(horz) 1.83 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 4566 393 2615 18514 123194 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 441 0 19869 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.6 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1 g 0 0 1953 0 86655 GI (90 deg. From Gv) 0.1 g Gx 0.075 g Seismic(operational) Gy 0.498 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.870 g 1964 1964 1964 47610 80459 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5250 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3780 lb 1229 1229 1229 75770 43559 Weight of Column+saddle 5000 lb Weight of Train " Height of Train 247333 lb-ft Combined Base Reactions (units: lb, ft) ? Weight of Track* Height of Track 167720 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment,(across) Weight of Col. * Height C.G. of Col. 107500 lb-ft D 8780 0 j`0 10 16d70 operational Seismic Dist. Factor(Ftrain) 0.47 D+L 13,346 393 2615 16514 139264 Seismic Dist. Factor(Ftrack) 0.32 D+L+W(oper) 13346 393 3056 18514 1591134 Seismic Dist. Factor(Fcolumn) 0.21 0.6D+W(max) .5268 0 ;1953 ! 0 96297 Non-opera. Seismic Dist. Factor(Ftrack) 0.61 D+L+0.7E (oper) 14721 11768 3990 51841 195�85 Seismic Dist. Factor(Fcolumn) 0.39 0.6D+0.7E (non-oper) 16128 A60 1860 53039 40134 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 47h Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 20 ft Bank Angle 45 0.785 radians DL Track Slope Angle 11.5 0.201 radians Axial V(along) V(across_) Moment(along) Moment(across) Column Length 36 ft 8600 0 0 0 27365 Height to CG of Train 39.18 ft Height to CG of Track 37.06066 ft Train Load C.G. Train Offset(horz) 3.18 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 4223 895 4667 35075 182859 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 420 0 15788 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.6 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv(Normal to Track) 1.27 g 0 0 1860 0 , 68933 GI (90 deg. From Gv) 0.05 g Gx 0.179 g Seismic(operational) Gy 0.933 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.845 g 1904 1904 1904 38521 64661 - Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5000 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3600 lb 1204 1204 1204 61260 35376 Weight of Column+saddle 6000 lb Weight of Train * Height of Train 195910 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 133418 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. *Height C.G. of Col. 90000 Ib-ft D 8600 0 0;' 0 27365 operational Seismic Dist. Factor(Ftrain) 0.47 D+L 12823 895 4667 3507.5 210224 Seismic Dist. Factor(Ftrack) 0.32 D+L+W(oper) 12823 895' 5687 35015 226012 Seismic Dist. Factor(Fcolumn) 0.21 0.6D+W(max) 51'60 01" 1860 6 85352 Non-opera. Seismic Dist. Factor(Ftrack) 0.60 D+L+0.7E (oper) 14156 2228 6000 62040 255f487 Seismic Dist. Factor(Fcolumn) 0.40 0.6D+0.7E(non-oper) 6b03 843 $43 42882 41-183 L Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 48h Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 21 ft Bank Angle 41 0.716 radians Dl. Track Slope Angle 11.6 0.201 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 26 ft 8780 0 0 0 25921 Height to CG of Train 29.40 ft Height to CG of Track 27.13206 ft Train Load C.G. Train Offset(horz) 2.95 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 5091 1106 5218 32510 153397 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 441 0 12215 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.5 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv(Normal to Track) 1.4 g 0 0 1953 0 52989 GI (90 deg. From Gv) 0.1 g Gx 0.211 g Seismic(operational) Gy 0.994 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.970 g 1964 1964 1964 29057 49820 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5250 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3780 lb 1229 1229 1229 46174 26612 Weight of Column+saddle 5000 lb Weight of Train * Height of Train 154330 lb-ft Combined Base Reactions (units:,lb, ft) Weight of Track* Height of Track 102559 lb-ft Load Comb. Axial' V(along) V(across) Moment(along) Moment('hcross) Weight of Col. *Height C.G. of Col. 65000 lb-ft D 8780 0 i 0/ 259P1 operational Seismic Dist. Factor(Ftrain) 0.48 D+L 138.71 1106 52 8 32 10 179' 18 Seismic Dist. Factor(Ftrack) 0.32 D+L+W(oper) 13871 11046 5 59 32110 19I533 Seismic Dist. Factor(Fcolumn) 0.20 0.6D+W(max) 5268 0 1P53 68`541 Non-opera. Seismic Dist. Factor(Ftrack) 0.61 D+L+0.7E (oper) 15246 �481 6�593 52850 21192 Seismic Dist. Factor(Fcolumn) 0.39 0.6D+0.7E (non-oper) 6128 8'0 860 32b22 34,181 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 49h Geometry Length of Train 60 ft Base of Column Reactions Trib.-Length of Track 21 ft Bank Angle 45 0.785 radians DL, Track Slope Angle 11.5 0.201 radians Axial V(along) V(across) ' Moment(along) Moment(across) Column Length 24 ft 8780 0 0 0 27938 Height to CG of Train 27.18 ft Height to CG of Track 25.06066 ft Train Load C.G. Train Offset(horz) 3.18 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 5267 1147 6125 311'83 166498 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 441 0 11286 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.6 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across). Moment(along) Moment(across) Dynamic Gv(Normal to Track) 1.55 g 0 0 1953 0 48943 GI (90 deg. From Gv) 0.1 g Gx 0.219 g Seismic(operational) Gy 1.167 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.003 g 1964 1964 1964 26836 46048 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic'(non-operational) Weight of Train 5250 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3780 lb 1229 1229 1229 42640 24579 Weight of Column+saddle 6000 lb Weight of Train * Height of Train 142705 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 94729 lb-ft Load Comb. Axial V(along) V(across) Moment(along) . Moment(across) Weight of Col. * Height C.G. of Col. 60000 lb-ft D 8780 0 0 0� 27938 operational Seismic Dist. Factor(Ftrain) 0.48 D+L 14 47 114 6125 311 ;3 1944 6 Seismic Dist. Factor(Ftrack) 0.32 D+L+W(oper) 14 ,47 1147 6566 31103 205722 Seismic Dist. Factor(Fcolumn) 0.20 0.6D+W(max) 5268 0! 1953 q' 657g6 Non-opera. Seismic Dist. Factor(Ftrack) 0.61 D+L+0.7E (oper) 15j422 25.2 7500 49968 226670 Seismic Dist. Factor(Fcolumn) 0.39 0.6D+0.7E(non-oper) 6128 E 0 840 29048 33968 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 50h Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 20 ft Bank Angle 49 0.855 radians DL Track Slope Angle 11.5 0.201 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 18 ft 8600 0 0 0 29207 Height to CG of Train 20.95 ft Height to CG of Track 18.98409 ft Train Load C.G. Train Offset(horz) 3.40 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 5646 1341 8556 28090 179264 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 420 0 8180 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.5 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 2.05 g 0 0 1860 0 35310 GI (90 deg. From Gv) 0.25 g Gx 0.268 g Seismic(operational) Gy 1.711 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.129 g 1904 1904 1904 19652 34024 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5000 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3600 lb 1204 1204 1204 31152 18084 Weight of Column+saddle 6000 lb Weight of Train * Height of Train 104761 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 68343 lb-ft Load Comb. Axial V(along) V(across) Moment,(along) Moment(across) Weight of Col. * Height C.G. of Col. 45000 lb-ft D 8600 0 J'0 0` 29207 ope 855 rational Seismic Dist. Factor(Ftrain) 0.48 D+L 14�46 1341 6 280190 208472 Seismic Dist. Factor(Ftrack) 0.31 D+L+W(oper) 14246 13�41 8976 28090 216652 Seismic Dist. Factor(Fcolumn) 0.21 0.6D+W(max) 5160 0 1860 4r 528.35-- Non-opera. Seismic Dist. Factor(Ftrack) 0.60 D+L+0.7E (oper) 15579 2673 9889 41847 /23228 Seismic Dist. Factor(Fcolumn) 0.40 0.6D+0.7E (non-oper) 6003 843 j843 21$06 f 30183 - -- - - -- --- i- - �- --- Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 51h Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 20 ft Bank Angle 53 0.925 radians .pl Track Slope Angle 11.6 0.201 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 12.5 ft 8600 0 0 0 30907 Height to CG of Train 15.21 ft Height to CG of Track 13.40272 ft Train Load C.G. Train Offset(horz) 3.59 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 4908 1080 - 7489 16422 113888 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 420 0 5819 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.6 psf Wind (non-operational) Oper.Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv(Normal to Track) 1.8 g 0 0 1860 0 24929 GI (90 deg. From Gv) 0.1 g Gx 0.216 g Seismic(operational) Gy 1.498 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.982 g 1904 1904 1904 13846 24463 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5000 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3600 lb 1204 1204 1204 21886 12752 Weight of Column+saddle 6000 lb Weight of Train *Height of Train 76041 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 48250 lb-ft Load Comb. Axial: V(along) V(across) Moment(along) Moment(across) Weight of Col. *Height C.G. of Col. 31250 lb-ft D 860+0 0 i 0 0 30907 operational Seismic Dist. Factor(Ftrain) 0.49 D+L 13508 10�0 7489 164�2 144795 Seismic Dist. Factor(Ftrack) 0.31, D+L+W(oper) 135`08 10 0 7909 164,2 1506114 Seismic Dist. Factor(Fcolumn) 0.20 0.6D+W(max) 5160 1860 0 434f73 Non-opera.' Seismic Dist. Factor(Ftrack) 0.61 D+L+0.7E (oper) 14+841 2713 88f 1 26 15 16IP20 Seismic Dist. Factor(Fcolumn) 0.39 0.6D+0.7E (non-oper) 6p03 >43 8 8 15 20 2747.1 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 52h Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 20 ft Bank Angle 54 0.942 radians DL Track Slope Angle 6 0.105 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 12.5 ft 8600 0 0 0 31309 Height to CG of Train 15.15 ft Height to CG of Track 13.38168 ft Train Load C.G. Train Offset(horz) 3.64 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 4857 553 7575 8375 114724 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 420 0 5805 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.5 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) . Dynamic Gv (Normal to Track) 1.8 g 0 0 1860 0 24890 GI (90 deg. From Gv) 0.1 g Gx 0.111 g Seismic.(operational) Gy 1.515 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.971 g 1904 1904 1904 13827 24382 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5000 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3600 lb 1204 1204 1204 _ 21862 12733 Weight of Column+saddle 6000 lb Weight of Train * Height of Train 75725 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 48174 lb-ft Load Comb. Axial V(along) V(apross) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 31250 lb-ft D 8600 g' /0 0 31.309 operational Seismic Dist. Factor(Ftrain) 0.49 D+L 13457 5P3 �575 8V5 14E033 Seismic Dist. Factor(Ftrack) 0.31 D+L+W(oper) 13457 553 7995 8375 15839 Seismic Dist. Factor(Fcolumn) 0.20 0.6D+W(max) 51'60 0 1860 0 43t75 Non-opera. Seismic Dist. Factor(Ftrack) 0.61 D+L+0.7E (oper) 14,789 1886 8908 180'53 163� 0�1 Seismic Dist. Factor(Fcolumn) 0.39 0.6D+0.7E (non-oper) 6003 843 843 15303 276 9 'F � J Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 53h Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 20 ft Bank Angle 54 0.942 radians L Track Slope Angle 0.06 0.001 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 13.5 ft 8600 0 0 0 31309 Height to CG of Train 16.15 ft Height to CG of Track 14.38168 ft Train Load C.G. Train Offset(horz) 3.64 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 4886 6 7575 89 122299 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 420 0 6225 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.5 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1.8 g 0 0 1860 0 26750 GI (90 deg. From Gv) 0.1 g Gx 0.001 g Seismic(operational) Gy 1.515 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.977 g 1904 1904 1904 14868 26063 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5000 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3600 lb 1204. 1204 1204 23529 13690 Weight of Column+saddle 5000 lb Weight of Train * Height of Train 80725 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 51774 lb-ft Load Comb. Axial V(along) V(across Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 33750 lb-ft D 8600 0 0 / 0' 31309 operational Seismic Dist. Factor(Ftrain) 0.49 D+L 13186 6:/ 7575/ 89 153608 Seismic Dist. Factor(Ftrack) 0.31 D+L+W(oper) 13486 6 799�5 19 1"59834 Seismic Dist. Factor(Fcolumn) 0.20 0.6D+W(max) 5�60 0 1860 0 '5535 Non-opera. Seismic Dist. Factor(Ftrack) 0.61 D+L+0.7E (oper) 1�818 1338 89�08 1g497 171853 Seismic Dist. Factor(Fcolumn) 0.39 0.6D+0.7E(non-oper)1 6,003 843 8A3 1 470 83.68 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 53 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 20 ft Bank Angle 54 0.942 radians DL Track Slope Angle 0.06 0.001 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 11 ft 5600 0 0 0 20387 Height to CG of Train 13.65 ft Height to CG of Track 11.88168 ft Train Load C.G. Train Offset(horz) 3.64 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 4886 6 7575 76 103362 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 276 0 3401 Non-Oper Wind Press. On Track 29 psf Oper. Wind Press. On Train 2.3 psf Wind (non-operational) Oper. Wind Press. On Track 2.3 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1.8 g 0 0 1740 0 20674 GI (90 deg. From Gv) 0.1 g Gx 0.001 g Seismic(operational) Gy 1.515 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.977 g 1484 1484 1484 9749 18242 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5000 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3600 lb 784. 784 784 15152 8292 Weight of Column+saddle 2000 lb Weight of Train * Height of Train 68225 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 42774 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 11000 lb-ft D 5600 0 0 0 20387 operational Seismic Dist. Factor(Ftrain) 0.56 D+L 10486 6 7575 76 123749 Seismic Dist. Factor(Ftrack) 0.35 D+L+W(oper) 1048;6 6 7851 76 127150 Seismic Dist. Factor(Fcolumn) 0.09 0.6D+W(max) 3360 / 0 1740/ 0 32906 Non-opera. Seismic Dist. Factor(Ftrack) 0.80 D+L+0.7E(oper) 1152-: 1044/ 8619/ 6900 136518/ Seismic Dist. Factor(Fcolumn) 0.20 0.6D+0.7E (non-oper)1 3909 549 549 1060W 18037 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 53A Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 20 ft Bank Angle 54 0.942 radians D� Track Slope Angle 3.33 0.058 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 3.1 ft 4610 0 0 0 16783 Height to CG of Train 5.75 ft Height to CG of Track 3.981678 ft Train Load C.G. Train Offset(horz) 3.64 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 5003 350 9027 2011 51861 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft- Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 276 0 1221 Non-Oper Wind Press. On Track 29 psf Oper. Wind Press. On Train 2.3 psf Wind (non-operational) Oper. Wind Press. On Track 2.3 psf Axial V(along) .V(across) Moment(along) Moment(across) Dynamic Gv(Normal to Track) 2.05 g 0 0 . 1740 0 6928 GI (90 deg. From Gv) 0.25 g Gx 0.070 g Seismic(operational) Gy 1.805 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.001 g 1345 1345 1345 3038 6769 Continuous Span Reaction Factor 1 Seismic . Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5000 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3600 lb 645 645 645 4219 2415 Weight of Column+saddle 1010 lb Weight of Train * Height of Train 28725 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 14334 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 1566 lb-ft D 4610 0 0. 0 16783 operational Seismic Dist. Factor(Ftrain) 0.64 D+L 9613, 350 9027 2011 68644 Seismic Dist. Factor(Ftrack) 0.32 D+L+W(oper) 9613 350 9303 2011 69865 Seismic Dist. Factor(Fcolumn) 0.04 0.6D+W(max) 2766 0 1740 0 16 Non-opera. Seismic Dist. Factor(Ftrack) 0.90 D+L+0.7E (oper) 10555/ 12920 9962...- 413?-' 33 Seismic Dist. Factor(Fcolumn) 0.10 0.6D+0.7E(non-oper) 3218 452 452 2953 11761 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 55A Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 19.5 ft Bank Angle 53.8 0.939 radians DL Track Slope Angle 3.33 0.058 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 3.1 ft 4520 0 0 0 16414 Height to CG of Train 5.76 ft Height to CG of Track 3.985909 ft Train Load C.G. Train Offset(horz) 3.63 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 Ib/ft 4909 343 8784 1974 50578 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 269 0 1192 Non-Oper Wind Press. On Track 29 psf Oper. Wind Press. On Train 2.3 psf Wind (non-operational) Oper. Wind Press. On Track 2.3 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 2.05 g 0 0 1697 0 6762 GI (90 deg. From Gv) 0.25 g Gx 0.070 g Seismic(operational) Gy 1.802 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.007 g 1315 1315 1315 2973 6627 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 4875 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3510 lb- 633 633 633 4131 2367 Weight of Column+saddle 1010 Ib Weight of Train * Height of Train 28069 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 13991 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 1566 lb-ft D 4520 0 0 0 16414 operational Seismic Dist. Factor(Ftrain) 0.64 D+L 9429 343 8784 1974 66 Seismic Dist. Factor(Ftrack) 0.32 D+L+W(oper) 9429 343 9053 1974 8183 Seismic Dist. Factor(Fcolumn) 0.04 0.6D+W(max) 2712 0 ,p 1697 0 16 0 Non-opera. Seismic Dist. Factor(Ftrack) 0.90 D+L+0.7E (oper) 10359✓ 1264 970V 405&/ 71631 Seismic Dist. Factor(Fcolumn) 0.10 0.6D+0.7E (non-oper) 3155 443 443 2892 11505 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 56A Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 21.5 ft Bank Angle 49.5 0.864 radians DL Track Slope Angle 2.58 0.045 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 3.1 ft 4880 0 0 0 16699 Height to CG of Train 6.02 ft Height to CG of Track 4.074172 ft Train Load C.G. Train Offset(horz) 3.42 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 6007 295 8117 1774 48886 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 297 0 1353 Non-Oper Wind Press. On Track 29 psf Oper. Wind Press. On Train 2.3 psf Wind (non-operational) Oper. Wind Press. On Track 2.3 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1.875 g 0 0 1871 0 7621 GI (90 deg. From Gv) 0.13 g Gx 0.055 g Seismic(operational) Gy 1.510 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.118 g 1436 1436 1436 3333 7557 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5375 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3870 lb 683 683 683 4554 2628 Weight of Column+saddle 1010 lb Weight of Train* Height of Train 32371 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 15767 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 1566 lb-ft D 4880 0 0 0 16699 operational Seismic Dist. Factor(Ftrain) 0.65 D+L 10887 295 8117 1774 65 Seismic Dist. Factor(Ftrack) 0.32 D+L+W(oper) 10887 295 8414 1774 69 Seismic Dist. Factor(Fcolumn) 0.03 0.6D+W(max) 2928 0 1871 .0 17640 Non-opera. Seismic Dist. Factor(Ftrack) 0.91 D+L+0.7E (oper) 11892� 130_ 9122-1" 4108✓ 70875 Seismic Dist. Factor(Fcolumn) 0.09 0.6D+0.7E (non-oper) 3406 478 478 3188 11859 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 57A Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 22 ft Bank Angle 38.9 0.679 radians DL Track Slope Angle 2.29 0.04 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 3.1 ft 4970 0 0 0 14044 Height to CG of Train 6.60 ft Height to CG of Track 4.267365 ft Train Load C.G. Train Offset(horz) 2.83 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 7995 334 7163 2202 47290 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 304 0 1473 Non-Oper Wind Press. On Track 29 psf Oper. Wind Press. On Train 2.3 psf Wind (non-operational) Oper. Wind Press. On Track 2.3 psf Axial V(along) V(across) Moment(along) Woment(across) Dynamic Gv (Normal to Track) 1.95 g 0 0 1914 0 8168 GI (90 deg. From Gv) 0.1 g Gx 0.061 g Seismic(operational) Gy 1.302 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.454 g 1466 1466 1466 3598 8410 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5500 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3960 lb 696 696 696 4783 2809 Weight of Column+saddle 1010 lb Weight of Train * Height of Train 36312 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 16899 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 1566 lb-ft D 4970 0 0 0 14044 operational Seismic Dist. Factor(Ftrain) 0.66 D+L 12965 334 7163 2202 61335 Seismic Dist. Factor(Ftrack) 0.31 D+L+W(oper) 12965 334 7467 2202 62808 Seismic Dist. Factor(Fcolumn) 0.03 0.6D+W(max) 2982 0 1914 0 1659 Non-opera. Seismic Dist. Factor(Ftrack) 0.92 D+L+0.7E (oper) 13991s 1360./ 8189� 472'F,' Seismic Dist. Factor(Fcolumn) 0.08 0.6D+0.7E (non-oper) 3469 487 487 3348 40393 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 68A Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 22.6 ft Bank Angle 28.5 0.497 radians DL Track Slope Angle 12.41 0.217 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 3.08 ft 5030 0 0 0 10800 Height to CG of Train 7.03 ft Height to CG of Track 4.398226 ft Train Load C.G. Train Offset(horz) 2.15 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 Ib/ft 8073 1806 4810 12705 33837 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 311 0 1570 Non-Oper Wind Press. On Track 29 psf Oper. Wind Press. On Train 2.3 psf Wind (non-operational) Oper. Wind Press. On Track 2.3 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1.7 g 0 0 1958 0 8610 GI (90 deg. From Gv) 0.05 g Gx 0.321 g Seismic(operational) Gy 0.855 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.435 g 1492 1492 1492 3806 9094 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5625 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 4050 lb 704 704 704 4940 2940 Weight of Column+saddle 980 lb Weight of Train * Height of Train 39570 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 17813 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 1509 lb-ft D 5030 0 0 0 10800 operational Seismic Dist. Factor(Ftrain) 0.67 D+L. 13103 1806 4810 12705 44637 Seismic Dist. Factor(Ftrack) 0.30 D+L+W(oper) 13103 1806 5120 12705 46208 Seismic Dist. Factor(Fcolumn) 0.03 0.6D+W(max) 3018 0 1958 0 15090 Non-opera. Seismic Dist. Factor(Ftrack) 0.92 D+L+0.7E (oper) 1414/ 2859 58546 36 1003 Seismic Dist. Factor(Fcolumn) 0.08 0.6D+0.7E (non-oper) 3511 493 493 458 �8538 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 59A Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 22 ft Bank Angle ', 16,6 0.29 radians DL Track Slope Angle 19.15 0.334 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 3:01"ft 4940 0 0 0 6351 Height to CG of Train 7.32 ft Height to CG of Track 4.447484 ft Train Load C.G. Train Offset(horz) 1.29 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 6656 2421 3254 17725 23827 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 304 0 1568 Non-Oper Wind Press. On Track 29 psf Oper. Wind Press. On Train 2.3 psf Wind (non-operational) Oper. Wind Press. On Track 2.3 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1.4 g 0 0 1914 0 8512 GI (90 deg. From Gv) 0.2 g Gx 0.440 g Seismic(operational) Gy 0.592 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.210 g 1462 1462 1462 3799 9244 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5500 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3960 lb 692 692 692 4839 2919 Weight of Column+saddle 980 lb Weight of Train * Height of Train 40273 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 17612 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 1475 lb-ft D 4940 0 0 0 6351 operational Seismic Dist. Factor(Ftrain) 0.68 D+L 11596 2421 3254 17725 30178 Seismic Dist. Factor(Ftrack) 0.30 D+L+W(oper) 11596 2421 3558 17725 31746 Seismic Dist. Factor(Fcolumn) 0.02 0.6D+W(max) 2964 0 1914 0 12323 Non-opera. Seismic Dist. Factor(Ftrack) 0.92 D+L+0.7E (oper) T44 344414 4277� (2 4 66 Seismic Dist. Factor(Fcolumn) 0.08 0.6D+0.7E (non-oper) 484 484 3388 5854 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 60A Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 20 ft Bank Angle 6.8 0.119 radians DL Track Slope Angle 16.56 0.289 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 8.24 ft 4950 0 0 0 2637 Height to CG of Train 12.71 ft Height to CG of Track 9.729448 ft Train Load C.G. Train Offset(horz) 0.53 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 3659 1132 1715 14387 21793 Weight of Track 180 Ib/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 276 0 2891 Non-Oper Wind Press. On Track 29 psf Oper. Wind Press. On Train 2.3 psf Wind (non-operational) Oper. Wind Press. On Track 2.3 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 0.8 g 0 0 1740 0 16929 GI (90 deg. From Gv) 0.25 g Gx 0.226 g Seismic(operational) Gy 0.343 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.732 g 1393 1393 1393 7566 15668 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5000 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3600 lb 693 693 693 11138 6210 Weight of Column+saddle 1350 lb Weight of Train " Height of Train 63542 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 35026 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 5562 lb-ft D 4950 0 0 0 2637 operational Seismic Dist. Factor(Ftrain) 0.61 D+L 8609 1132 1715 14387 24430 Seismic Dist. Factor(Ftrack) 0.34 D+L+W(oper) 8609 1132 1991 14387 27321 Seismic Dist. Factor(Fcolumn) 0.05 0.6D+W(max) 29 0 1740 0 18512 Non-opera. Seismic Dist. Factor(Ftrack) 0.86 D+L+0.7E (oper) 58 21079/ 2690� 96 9 Seismic Dist. Factor(Fcolumn) 0.14 0.6D+0.7El(non-oper) 55 485 485 796 5929 I i Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 46h �-yyle�N,r/�Sv +1f10f�5 Geometry Length of Train 60 ft Base of Column Reactions �- f Trib. Length of Track 20 ft Bank Angle 32 0.559 radians 12Los)c� Track Slope Angle 4.7 0.082 radians Axial V(along) V(across) Moment ong) Moment Column Length 0 ft 4050 0 0 Height to CG of Train 3.82 ft Height to CG of Track 1.272072 ft Train Load C.G. Train Offset(horz) 2.38 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 lb/ft 4806 417 3604IMP Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 420 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.5 psf Wind (non-operational) Oper. Wind Press. On Track 3.6 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1.2 g 0 0 1860 GI (90 deg. From Gv) 0.1 g Gx 0.083 g Seismic(operational) Gy 0.721 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.961 g 1267 1267 1267 Continuous Span Reaction.Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5000 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3600 lb 567 567 567 . Weight of Column+saddle 450 lb Weight of Train* Height of Train 19081 lb-ft Combined Base Reactions(units: lb, ft) Weight of Track* Height of Track 4579 lb-ft Load Comb. Axial V•(along) V(across) Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 0 lb-ft D 4050 0 0 9 8 -operational Seismic Dist. Factor(Ftrain) 0.81 D+L 8856 417 3604 1 1 2 0 Seismic Dist. Factor(Ftrack) 0.19 D+L+W(oper) 8856 417 4024 1 1 2 1 Seismic Dist. Factor(Fcolumn) 0.00 0.6D+W(max) 2430 0 1860 8 Non-opera. Seismic Dist. Factor(Ftrack) 1.00 D+L+0.7E(oper) 9743 1304 4490 2 2 8 Seismic Dist. Factor(Fcolumn) 0.001 0.6D+0.7E (non-oper) 2827 397 397 6 Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 461 Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 20 ft Bank Angle 54 0.942 radians DL Track Slope Angle 0.06 0.001 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 0 ft 4050 0 0 Height to CG of Train 2.65 ft s Height to CG of Track 0.881678 ft Train Load C.G. Train Offset(horz) 3.64 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 250 Ib/ft 4977 6 8127 Weight of Track 180 lb/ft Depth of Train 3 ft Wind (operational) Depth of Track 3 ft Axial V(along) V(across). Moment(along) Moment(across) Wind Non-Oper Wind Press. On Train 0 psf 0 0 420 Non-Oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.6 psf Wind (non-operational) Oper.Wind Press. On Track 3.6 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1.9 g 0 0 1860 GI (90 deg. From Gv) 0.16 g Gx 0.001 g Seismic(operational) Gy 1.625 g Axial V(along) V(across) Moment(along) Moment(across) Gz 0.995 g 1267 1267 1267E Continuous Span.Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 5000 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 3600 lb 567 567 567 Weight of Column+saddle 450 lb .2:+. Weight of Train* Height of Train 13225 lb-ft Combined Base Reactions(units: lb, ft) Weight"of Track* Height of Track 3174 lb-ft Load Comb. Axial V(along) V(across) Moment(along) Moment(across) Weight of Col. *Height C.G. of Col. 0 lb-ft D 4050 0 0 1 4 operational Seismic Dist. Factor(Ftrain) _ 0.81 D+L 9027 6 8127 3 9 Seismic Dist. Factor(Ftrack) 0.19 D+L+W(oper). 9027 6 8547 3 5 Seismic Dist. Factor(Fcolumn) 0.00 0.6D+W(max) 2430 0 1860 1 7 Non-opera. Seismic Dist. Factor(Ftrack) 1.00 D+L+0.7E(oper) 9914 893 9013 0 3 2 Seismic Dist. Factor(Fcolumn) 0.00 0.6D+0.7E (non-oper) 2827 397 397 lo 5AP2 0 0 0 4/4/03 15:58:16 x SAP2000 v7.40- File:46 -X-Z Plane @ Y=0 - lb-ft Units SAP2 0 0 0 4/7/03 15:40:54 i m I CfD � mm q� .Be SAP2000 v7.40 - File:46-Joint Loads (TRAINL)-lb-ft Units I I SAP2 0®0 4/7/03 15:41:02 m I SAP2000 v7.40- File:46-Joint Loads (TRAINH)- lb-ft Units SAP2 0 0® 4/7/03 15:41:18 m m co I Y X SAP2000 v7.40- File:46-Joint Loads (TRACK) -lb-ft Units SAP2000 v7.40 File: 46 lb-ft Units PAGE 1 4/7/03 15:42:22 Systems & Engineering, PC L 0 A D C O M B I N A T I O N M U L T I P L I E R S COMBO TYPE CASE FACTOR TYPE TITLE COMBH ADD combh SELF 1.0000 STATIC(DEAD) TRACK 1.0000 STATIC(DEAD) TRAINH 1.0000 STATIC(LIVE) COMBL ADD combl SELF 1.0000 STATIC(DEAD) TRACK 1.0000 STATIC(DEAD) TRAINL 1.0000 STATIC(LIVE) SAP2000 v7.40 File: 46 lb-ft Units PAGE 2 4/7/03 15:42:22 Systems & Engineering, PC F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 4 COMBH 0.00 -3491.70 -1659.20 86.38 -463.94 2789.98 -16598.50 9.38 -2380.53 -1659.20 86.38 -463.94 1980.17 -1043.47 18.75 -1269.37 -1659.20 86.38 -463.94 1170.37 14511.56 4 COMBL 0.00 608.52 -1263.27 -1.78 -15.00 -9.85 -21967.29 9.38 1719.68 -1263.27 -1.78 -15.00 6.86 -10124.09 18.75 2830.85 -1263.27 -1.78 -15.00 23.57 1719.11 15 COMBH 0.00 -13981.06 -4316.52 135.68 733.15 4897.54 -11110.80 1.50 -13839.28 -4316.52 135.68 733.15 4694.03 -4636.03 3.00 -13697.50 -4316.52 135.68 733.15 4490.51 1838.75 15 COMBL 0.00 -10121.24 -2925.15 5.083E-01 5.56 10.44 -6348.83 1.50 -9979.46 -2925.15 5.083E-01 5.56 9.67 -1961.10 3.00 -9837.68 -2925.15 5.083E-01 5.56 8.91 2426.62 17 COMBH _ 0.00 -5860.08 -1659.20 86.38 378.25 4193.64 866.00 1.50 -5718.30 -1659.20 86.38 378.25 4064.07 3354.80 3.00 -5576.52 -1659.20 86.38 378.25 3934.50 5843.61 17 COMBL 0.00 -9886.86 -6240.27 4.22 26.12 40.68 -24753.05 1.50 -9745.08 -6240.27 4.22 26.12 34.35 -15392.64 3.00 -9603.30 -6240.27 4:22 26.12 28.03 -6032.23 19 COMBH 0.00 -6032.11 2371.72 194.94 -1874.46 5682.63 2671.46 1.50 -5890.33 2371.72 194.94 -1874.46 5390.21 -886.12 3.00 -5748.55 2371.72 194.94 -1874.46 5097.79 -4443.70 19 COMBL 0.00 -9186.15 4188.42 1.27 -6.63 21.37 8522.54 1.50 -9044.37 4188.42 1.27 -6.63 19.46 2239.90 3.00 -8902.59 4188.42 1.27 -6.63 17.55 -4042.73 21 COMBH 0.00 -5764.39 -786.90 -86.38 -1278.44 -3740.18 -5843.61 7.27 -5138.20 -505.34 -86.38 -1278.44 -3111.98 -1137.38 14.55 -4512.00 -221.78 -86.38 -1278.44 -2483.78 1506..65 21 COMBL 0.00 -11322.33 1723.17 -4.22 12.23 -36.31 6032.23 7.27 -10696.14 2006.73 -4.22 12.23 -5.63 -7530.79 14.55 -10069.95 2290.29 -4.22 12.23 25.04 -23156.00 22 COMBH 0.00 -1659.20 -4201.72 -86.38 -2789.98 140.02 1506.65 1.88 -1659.20 -4024.49 -86.38 -2789.98 301.98 9218.72 3.75 -1659.20 -3847.27 -86.38 -2789.98 463.94 .16598.50 22 COMBL 0.00 -6240.27 -8228.50 -4.22 27.85 -8.132E-01 -23156.00 1.88 -6240.27 -8051.28 -4.22 27.85 7.09 -7893.71 3.75 -6240.27 -7874.05 -4.22 27.85 15.00 7036.29 23 COMBH 0.00 -14356.76 -370.71 -135.68 -766.45 -4484.95 -1838.75 16.92 -12844.45 149.15 -135.68 -766.45 -2189.45 35.56 33.84 -11332.14 669.00 -135.68 -766.45 106.05 -6885.55 23 COMBL 0.00 -10254.27 -431.76 -5.083E-01 2.36 -10.24 2426.62 16.92 -8741.96 88.10 -5.083E-01 2.36 -1.64 480.52 33.84 -7229.65 607.96 -5.083E=01 2.36 6.96 -5407.75 24 COMBH 0.00 -4316.52 -10499.17 -135.68 -148.87 759.29 -6885.55 1.88 -4316.52 -10321.95 -135.68 -148.87 1013.68 12634.24 3.75 -4316.52 -10144.72 -135.68 -148.87 1268.08 31821.75 24 COMBL 0.00 -2925.15 -6639.35 -5.083E-01 7.35 3.002E-02 -5407.75 1.88 -2925.15 -6462.13 -5.083E-01 7.35 9.831E-01 6874.89 3.75 -2925.15 -6284.90 -5.083E-01 7.35 1.94 18825.23 25 COMBH 0.00 -6176.37 -723.43 194.94 841.43 5365.92 -4443.70 SAP2000 v7.40 File: 46 lb-ft Units PAGE 3 4/7/03 15:42:23 Systems & Engineering, PC F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 15.16 -4923.99 -26.35 194.94 841.43 2409.74 1241.25 30.33 -3671.61 670.73 194.94 841.43 -546.44 -3644.46 25 COMBL 0.00 -9815.81 -670.00 1.27 2.74 18.56 -4042.73 15.16 -8563.43 27.08 1.27 2.74 -7.595E-01 831.89 30.33 -7311.04 724.16 1.27 2.74 -20.08 -4864.16 26 COMBH 0.00 -2371.72 -2881.93 194.94 -68.24 -1000.98 -3644.46 1.88 2371.72 -2704.71 194.94 -68.24 -1366.50 1593.01 3.75 -2371.72 -2527.48 194.94 -68.24 -1732.02 6498.19 26 COMBL 0.00 -4188.42 -6035.97 1.27 -16.21 -12.16 -4864.16 1.88 -4188.42 -5858.74 1.27 -16.21 -14.55 6287.13 3.75 -4188.42 -5681.52 1.27 -16.21 -16.94 17106.13 27 COMBH 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.50 177.79 0.00 0.00 0.00 0.00 0.00 3.00 355.57 0.00 0.00 0.00 0.00 0.00 27 COMBL 0.00 8127.00 4977.00 -6.00 0.00 0.00 0.00 1.50 8304.79 4977.00 -6.00 0.00 9.00 -7465.50 3.00 8482.57 4977.00 -6.00 0.00 18.00 -14931.00 28 COMBH 0.00 -13941.57 -3604.00 417.00 0.00 1251.00 -10812.00 1.50 -13763.79 -3604.00 417.00 0.00 625.50 -5406.00 3.00 -13586.00 -3604.00 417.00 0.00 0.00 0.00 28 COMBL 0.00 -9135.57 0.00 0.00 0.00 0.00 0.00 1.50 -8957.79 0.00 0.00 0.00 0.00 0.00 3.00 -8780.00 0.00 0.00 0.00 0.00 0.00 I , Design Aid for Calculating Base of Cantelever Column Reactions for Great Escape Coaster Column Number 35-36(a,b) Geometry Length of Train 60 ft Base of Column Reactions Trib. Length of Track 14 ft Bank Angle 0 0 radians DL Track Slope Angle 0 0 radians Axial V(along) V(across) Moment(along) Moment(across) Column Length 46 ft 11320 0 0 Height to CG of Train 50.50 ft Height to CG of Track 47.5 ft Train Load C.G. Train Offset(horz) 0.00 ft Axial V(along) V(across) Moment(along) Moment(across) Weight of Train 260 lb/ft 3500 0 0 Weight of Track 380 lb/ft Depth of Train 3 ft Wind erationall Depth of Track 3 ft Axial V(along) V(across) Moment(along) Moment(across) Wind Non-oper Wind Press. On Train 0 psf 0 0 294 Non-oper Wind Press. On Track 31 psf Oper. Wind Press. On Train 3.5 psf Wind (non-operational) Oper. Wind Press. On Track 3.5 psf Axial V(along) V(across) Moment(along) Moment(across) Dynamic Gv (Normal to Track) 1 g 0 0 1302 GI (90 deg. From Gv) 0 g Gx 0.000 g Seismic(operational) Gy 0.000 g Axial V(along) V(across) Moment(along) Moment(across) Gz 1.000 g 2075 2075 2075 Continuous Span Reaction Factor 1 Seismic Seismic Coefficient 0.14 Seismic(non-operational) Weight of Train 3500 lb Axial V(along) V(across) Moment(along) Moment(across) Weight of Track 5320 lb 1585 1585 1585 Weight of Column+saddle 6000 lb Weight of Train * Height of Train 176750 lb-ft Combined Base Reactions (units: lb, ft) Weight of Track* Height of Track 252700 lb-ft Load Comb. " ial V(along) V(across) { Moment(along) Moment(across) Weight of Col. * Height C.G. of Col. 138000 lb-ft D 11320 0 0 i - operational Seismic Dist. Factor(Ftrain) 0.31 D+L 14820 0 01 Seismic Dist. Factor(Ftrack) 0.45 D+L+W(oper) 1420 0 294 Seismic Dist. Factor(Fcolumn) 0.24 0.6D+W(max) %92 0 13 2 Non-opera. Seismic Dist. Factor(Ftrack) 0.65 D+L+0.7E (oper) 1272 145t 142 Seismic Dist. Factor(Fcolumn) 0.35 0.6D+0.7E (non-oper) 7901 1109 11109 ua er�/ICA", ti �� 04/08/2003 14:28 5187937237 GREAT ESCAPE PAGE 02 APR- IE-_ D i U= n:n rM f of Po•t-it°Fax Note 'Telluse Dat•k • To > s mambwr pfMa fi W t GROW �IaDt ii -- t l► Z, q33 April 8,2003 W z Sir.)'lass-Oceat Escape 117Z Koure 9 Qu¢embury,New York 12804 0 Arm. Mr.John Older • Director of Maintaurce 00 r` Sublecta Great Nscapo-,AtrowMine Train +' PoundattionL Load Cerdficntion A G�� WE 03-2DD2 B Dear W.Oldem. . ce I hereby certify that all the foundation loads prepared by S&S Power, Inc. for the ArroR Mime Tmhi have been established in accordance with rise 2003 Building Code fot New York Stage. la particular,these loads 1_ave been established in accordance with the code with particular inclusion of the requirements for snow, seismic and wind forces.Note that the at-grade foundations should be designed in accordance with out lettcr of • April 7.2003. . Axial c"city: (lbs)+2500,.500 Shear capacity:(U)-f1000,4000 t v 0) 7W3 cerdfication is prepared with teference to.the Buil,& odt of New York Stare (Code). TIM p current code, bastd on the Int marional Building code ((BC) was adopted on.March G, 2002 with a 180-day ctansition period commcudiV on)uly 3, 2002 and fully effective after. December 30, 2002. '111is autummy J speciflcaUy referer.om C-kVter 16(StLuccural Design)of the Code. b The entire project is now certified: lease contact this office should.jcu have aay�4ueitior%3 regarding. �. this certi a n. Respec 11y aubmi d, yam« Ark W.Glyi ,P. " incipnl,Comultitlg Engineer /1vlWG cc:Mike Ncwril,Six Flays Corp.F.ng'r. �r>fsSiOK�� GLYNN GEOTECHNICAL ENGINEERING, 415 Sourh Trarslt Strwt.Lockport.New York 14094 voice 716.625.6933/fox 716.673.6983 �aoClu£aowa.noucafirt.uoadoc. www.glynntroup.00m Cuuu MVN Uy-40 Ifu9 r. iJUl a member of the G:YNN CROUP 7 April?,2003 � — O.1 Six Flags-Great Escape 1172 Route 9 Queensbury,New York 12804 0 U Atta: Mr.Jol1n Oldem • Director of Maiateuance b0 Subject: Great Yscape-Arrow Mine Train Fouadation Load Ce;rtificatiou GGE 03-400z�5 r Dear Mr,Qldem; y I hereby certify that the fouixdation loads prepared by S & S Power, Inc. for foundatioti locations at- grade and the helix area have been established in accordance with the 2003 Building Code for New York State. lax particular, these loads have been established in accordance with the code with particulax inclusion of the requirements for snow, seistnic and wind forces. Not Mtli-standing the finding that the S&S calculations • indicate strict compliance with the State Code, it is my professional opixxion and recommendation that the at grade foundatiov.s be designed based on the following minimum values: V Axial capacity: (lbs)+2500,,500 V Shear capacity:(lbs)4.1000,4000 ru 0 This certification is prepared with refetence to dxe 1311ildit is QQde of Nero York State (Code). The current code, based on the I&Xrn,ational Building Code ([BC).was adopted on Match 6, 2002 with a 180-day transition period commencing on July 3, 2002 and fully effective after December 30, 2002. Tlxis sutxunary 1t specifically references Chapter 16(Structural Design)of the Code. H F_L 1 y. APIF_A Note that there remains only,.the review f frwane support 46'o be completed for the entire project. Please contact this office should you have any ciuestwna regar tng xis certification. v Respect ly submitted, S�niE iy �^ J �Ap�W.c�& e ark W.Glynn,P. U Principal,Consulting EngineerP2+�� /MWG- mo.t U.Mike Nemil,Six Rags Cmp.Engx. � 6LYNN GE®TECHNICAL ENGINEERING �415 South Transit Street, Lockport,New York 14094 Voice 716.625.6933/fax 716,625,6983 ROCFLUEFuuaCatioaCa46ceUoua.du= www.g)ynngivup.com JOB T EiCA0eE FRANK C. HARDICK, P.E. SHEET NO. OF Consulting & Design Engineer 51 Cedar Court CALCULATED BY DATE QUEENSBURY, NY 12804 (518) 792-5411 FAX: (518) 792-4030 CHECKED BY ` / DATE 4- 7 03 SCALE 1 t Arv... /Ll o�LI EiVr� a v �O,��v' d US.. Ax/25..4v ... ............ ..... '. � . w.yr��r �,9 vE �E c�LG u�,q r-�o �.�o r... ... . .. ..... .... ..... ...... Gv ,Sv,� /GC ' 2 ' aa�c� S SIN . . ,Vilc. G ..... ...... ...... 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PRODUCT204-1)Sin01e Sheets)205-1(Padded) ®Inc.,Groton,Mass.01471.To Order PHONE TOLL FREE 1-800-225-8880 APR-03--003 THU 04: 1 PM P 001 Poet-IV Fax Note 7871 Da;® '� 3 ps°sEa' TO From row i ro. i Co.lDepi. j Phone N Phone o member of the GLYNN GROUP i P9X N l8 ��3 23 Fax .April 3, 2003 0 Six Flags-Orcat&caps V 1172 Route 9 Queensbury,New York 12804 r� Attn: Mr,John Olde;a +� Director of MaLmenatiee v Subject, Great Escape-Arrow Mine Train Foundation Load Certification .L GGE 03-200213 ci m Dear Mr.Oldem: 1 hereby certify that the foundation loads prepared by S &S Power, Inc. for foundation locations C8,C11;.C13A,C24C, and C28-C39 have been established in accordance with the 2003 Building Code for New York State. In particular,.these loads have been established in accordance with the code wide particular inclusion of the requirements fox snow,setsmic and wind forces. This certification is prepared with reference to the Building Code of New York Stew (Cade). T1-le current code, based on the li-aernational 13uildine Code (IBC)was adopted on March 61 2002 with a 130- aday trRnsition period co►nmenchig on July 3, 2002 and fully effective after December 30, 2002. This summary specifically references Chapter 16(Structural Design)of the Code. 0 Please contact this office should you have any questions regarding this certification. a Respectfully submitted, S�at4 OF i �yo�� ® r M W. Glynn,P.E. ° P tncipal,Consulti Etineer rpm /MWO pPOI�SSiO�� CC.Mike Neuzil,Six Flags Corp.Engr. GLYNN GEOTECHNICAL ENGINEERING 415 South Transit Street,Lockport,New York 14094 volce 716,625.6933/fax 716.625,6983 ooca;�a:ro��em;o�can;r�o:;p�.ao� www.glynngroup.com i SFGE Mine train 02/19/2003 Pg: 14 of 58 SFGE - Mine Train Relocation Drawing# F-RUN-50C-3 REV.- FOUNDATION LOAD CASES COLUMN NUMBER = 15 Vertical Lateral Longitff55 ongit Load Moment Momenthear Load Case Load Combination Ibs ft-ibs ft IbsIbs 1 Dead 7300 0 0 0 2 Dead +Live 14100 16900 -11200 -600 3a Dead +Live +Misalign +Op lateral 14100 118000 -11200 -600 3b Dead +Live - Misalign - Op lateral 14100 -84200 -11200 -600 3c Dead +Live + Misalign +Op longit+Max Braking 14100 16900 354002100 3d Dead +Live- Misalign- Op longit + Max Anti-roll 14100 16900 -57700 -3300 4a Dead + NonOp lateral 7300 42200 0 2200 0 4b Dead - NonOp lateral 7300 -42200 0 -2200 0 4c Dead +NonOp longit 7300 0 35200 0 2200 4d Dead - NonOp longit 7300 0 -35200 0 -2200 5a Live+ Misalign lateral 6900 42200 -11200 1900 -600 5b Live - Misalign lateral 6900 -8400 .11200 -300 •600 5c Live +Misalign longit + Fatigue Braking 6900 16900 -900 800 0 5d Live - Misalign longit + Fatigue Anti-rollback 6900 16900 -21400 800 -1100 SFGE Mine train -02/19/2003 Pg: 15 of 58._ SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 REV. - FOUNDATION LOAD CASES COLUMN NUMBER = 16 Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) (Ibs) (Ibs 1 Dead 6400 0 0 0 0 2 Dead + Live 14100 33900 -8100 1900 -400 3a Dead + Live + Misalign + Op lateral 14100 133600. -8100 6700 -400 3b Dead + Live - Misalign - Op lateral 14100 -65.700 -8100 -2800 -400 3c Dead + Live +•Misalign + Op longit + Max Braking 14100 33900 33100 1900 2100 3d Dead + Live - Misalign - Op longit + Max Anti-roll 14100 33900 -49200 1900 -3000 4a Dead + NonOp lateral 6400 44800 0 2400 0 4b Dead - NonOp lateral 6400 -44800 0 -2400 0 4c Dead + NonOp longit 6400 0 37100 0 2400 4d Dead - NonOp longit 6400 0 -37100 0 -2400 5a Live + Misalign lateral 7600 61400 -8100 3200 -400 5b Live - Misalign lateral 7600 6500 -8100 700 -400 5c Live + Misalign longit + Fatigue Braking 7600 33900 3000 1900 200 5d Live - Misalign longit + Fatigue Anti-rollback 7600 33900 -19100 1900 -1100 SFGE Mine train 02/19/2003 Pg: 16 of 58 SFGE - Mine Train Relocation Drawin # F-RUN-DOC-3 FOUNDATION LOAD CASES COLUMN NUMBER = 17 Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) (Ibs) (Ibs 1 Dead 5700 0 0 0 0 2 Dead + Live 12400 35600 -7500 2100 -500 3a Dead + Live + Misalign + Op lateral 12400 116300 -7500 6200 -500 3b Dead + Live - Misalign - Op lateral 12400 -45200 -7500 -2100 -500 3c Dead + Live + Misalign + Op longit + Max Braking 12400 35600 25500 2100 1800 3d Dead + Live - Misalign - Op longit + Max Anti-roll 12400 35600 -40600 2100 -2700 4a Dead + NonOp lateral 5700 35700 0 2000 0 4b Dead - NonOp lateral 5700 -35700 0 -2000 0 4c Dead + NonOp longit 5700 0 29000 0 2000 4d Dead - NonOp longit 5700 0 -29000 0 -2000 5a Live + Misalign lateral 6700 57800 -7500 3100 -500 5b Live - Misalign lateral 6700 13300 -7500 1000 -500 5c Live + Misalign longit + Fatigue Braking 6700 35600 1300 2100 100 5d Live - Misalign longit + Fatigue Anti-rollback 6700 35600 -16300 2100 -1000 SFGE Mine train 02/19/2003 g: 17 of 58 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 REV. - FOUNDATION LOAD CASES COLUMN NUMBER = 17A Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) (Ibs) (Ibs 1 Dead 5300 0 0 0 0 2 Dead + Live 12200 30500 -7000 2000 -500 3a Dead + Live + Misalign + Op lateral 12200 106500 -7000 6100 -500 3b Dead + Live - Misalign - Op lateral 12200 -45600 -7000 -2200 -500 3c Dead + Live + Misalign + Op longit + Max Braking 12200 30500 22900 2000 1700 3d Dead + Live - Misalign - Op longit + Max Anti-roll 12200 30500 -37000 2000 -2606 4a Dead + NonOp lateral 5300 36900 0 2300 0 4b Dead - NonOp lateral 5300 -36900 0 -2300 0 4c Dead + NonOp longit 5300 0 29400 0 2300 4d Dead - NonOp longit 5300 0 -29400 0 -2300 5a Live + Misalign lateral 6800 51700 -7000 3100 -500 5b Live - Misalign lateral 6800 9200 -7006 900 -500 5c Live + Misalign longit + Fatigue Braking 6800 30500 1200 2000 100 5d Live - Misalign longit + Fatigue Anti-rollback 6800 30500 -15300 2000 -1000 SFGE Mine train 02/19/2003 -- SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 FOUNDATION.LOAD CASES COLUMN NUMBER = 18A Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ftdbs Ibs Ibs 1 Dead 4800 0 0 0 0 2 Dead + Live 11300 11800 -5300 1000 -400 3a Dead + Live + Misalign + Op lateral 11300 74900 -5300 4800 -400 3b Dead + Live - Misalign - Op lateral 11300 :51300 -5300 -2700 -4-00 3c Dead + Live + Misalign + Op longit + Max Braking 11300 11800 18800 1000 1500 3d Dead + Live - Misalign - Op longit + Max Anti-roll 11300 11800 -29400 1000 -2300 4a Dead + NonOp lateral 4800 30400 0 2100 0 4b Dead - NonOp lateral 4800 -30400 0 -2100 0 4c Dead + NonOp longit 4800 0 23500 0 2100 4d Dead - NonOp longit 4800 0 -23500 0 -2100 5a Live + Misalign lateral 6400 29400 -5300 2000 -400 5b Live - Misalign lateral 6400 -5900 .5300 0 -400 5c Live + Misalign longit + Fatigue Braking 6400 11800 1300 1000 100 5d Live - Misalign longit +.Fatigue Anti-rollback 640-0. 1180G -12000, 1000. -900 SFGE Mine train - -- -- - - - 02/19/2003 Pg:-19 of-58 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 REV. - -FOUNDATION LOAD-CASES- ---- - — ------ - ------- ------- --- -- -- --— — - COLUMN NUMBER = 19 --- Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) (Ibs) (Ibs 1 Dead 5600 0 0 0 0 2 Dead + Live 12600 1.3500 •1800 800 -100 3a Dead + Live + Misalign + Op lateral 12600 8'1600 •1800 5000 -100 3b Dead + Live - Misalign - Op lateral 12600 54500 -1800 -3500 -100 3c Dead + Live + Misalign-+ Op longit + Max Braking 12600 '13500 22900 800 2000 3d Dead + Live - Misalign - Op longit + Max Anti-roll 12600 13500 .26500 800 -2300 4a Dead + NonOp lateral 5600 29300 0 1900 0 4b Dead - NonOp lateral 5600 -29300 0 -1900 0 4c Dead + NonOp longit 5600 .0 22000 0 1900 4d -Dead •.NonO.p_long.it 5600 0 -22000 0 -1900 5a Live + Misalign lateral 7000 32500 •1800 1900 -100 5b Live - Misalign lateral 7000 -5500 -1800 -300 -100 5c Live + Misalign longit + Fatigue Braking 7000 13500 5200 800 400 5d Live Misalign longit + Fatigue-Anti-rollback 7000 13500 -8800 800 -700 - SFGE Mine train 02/19/2003 Pg: 20 of 58 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 FOUNDATION LOAD CASES COLUMN NUMBER = 20 Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs - ft-Ibs ft-Ibs) (Ibs) (Ibs 1 Dead 5700 0 0 0 0 2 Dead + Live 12800 6000 0 -400 0 3a Dead + Live + Misalign + Op lateral 12800 74300 0 4000 0 3b Dead + Live - Misalign - Op lateral 12800 -62300 0 -4800 0 3c Dead + Live + Misalign + Op longit + Max Braking 12800 6000 24600 -400 2200 3d Dead + Live - Misalign - Op longit + Max Anti-roll 12800 6000 -24600 -400 -2200 4a Dead + Non0p lateral 5700 29300 0 2000 0 4b Dead - NonOp lateral 5700 -29300 0 -2000 0 4c Dead + Non0p longit 5700 0 22300 0 2000 4d Dead - Non0p longit 5700 0 -22300 0 -2000 5a Live + Misalign lateral 7100 25100 0 800 0 5b Live - Misalign lateral 7100 -13100 0 -1600 0 5c Live + Misalign longit + Fatigue Braking 7100 6000 7100 -400 600 5d. Live - Misalign longit + Fatigue Anti-rollback 7100 6000 .7100 -400 -600 SFGE Mine train 02/19/2003 Pg: 32 of 58 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 FOUNDATION LOAD CASES COLUMN NUMBER = 28 Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs Ibs Ibs 1 Dead 5500 0 0 0 0 2 Dead + Live 11500 -12100 -400 -1400 -100 3a Dead + Live + Misalign + Op lateral 11500 20200 -400 2500 -100 3b Dead + Live - Misalign - Op lateral 11500 -44300 -400 -5200 -100 3c Dead + Live + Misalign + Op longit + Max Braking 11500 -12100 8000 -1400 2000 3d Dead + Live - Misalign - Op longit + Max Anti-roll 11500 -12100 -8800 -1400 -2100 4a Dead + NonOp lateral 5500 12100 0 1600 0 4b Dead - NonOp lateral 5500 -12100 0 -1600 0 4c Dead + NonOp longit 5500 0 6300 0 1600 4d Dead - NonOp longit 5500 0 -6300 0 -1600 5a Live + Misalign lateral 6000 -3700 -400 -400 -100 5b Live - Misalign lateral 6000 -20500 -400 -2300 -100 5c Live + Misalign longit + Fatigue Braking 6000 -12100 1700 -1400 400 5d Live - Misalign longit + Fatigue Anti-rollback 6000 -12100 -2400 -1400 -600 SFGE Mine train 02/19/2003 --------------------- g: -o- SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 FOUNDATION-LOAD-CASES - - --- ---- --- ---- - ..-- ----- - - - ---- - - - - --- - - COLUMN NUMBER = 29 Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ftdbs ft-Ibs) (Ibs) (Ibs 1 Dead 6300 0 0 0 0 2 Dead + Live 13400 •7200 0 -900 0 3a Dead + Live + Misalign +Op lateral 13400 29000 0 3600 0 3b Dead + Live - Misalign - Op lateral 13400 43500 0 -5300 0 3c Dead + Live + Misalign +Op longit + Max Braking 13400 -7200 8900 -900 2300 3d Dead + Live - Misalign - Op longit + Max Anti-roll 13400 -7200 -8900 -900 -2300 4a Dead + NonOp lateral 6300 13500 0 1800 0 4b Dead - NonOp lateral 6300 -13500 0 -1800 0 4c Dead+ NonOp longit 6300 0 6700 0 1800 4d Dead - NonOp longit 6300 0 -6700 0 -1800 5a Live + Misalign lateral 7100 2300 Q 300 0 5b Live - Misalign lateral 7100 -16700 0 -2000 0 5c Live + Misalign longit + Fatigue Braking 7100 -7200 2200 -900 600 5d Live - Misalign longit +Fatigue Anti-rollback 7100 -7200 -2200 -900 -600 SFGE Mine train 02/19/2003 - - -- - - -- __ g; 34 o -58- Mine Train Relocation Drawing# F-RUN-DOG-3 FOUNDATION.LOAD.CASES COLUMN NUMBER = 30 - Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ftdbs Ibs Ibs 1 Dead 9500 0 0 0 0 2 Dead + Live 16800 0 2800 0 700 3a Dead + Live + Misalign + Op lateral 16800 47700 2800 5700 700 3b Dead + Live - Misalign - Op lateral 16800 •47700 2800 -5700 700 3c Dead + Live + Misalign + Op longit + Max Braking 16800 0 16800 0 4100 3d Dead + Live - Misalign - Op longit + Max Anti-roll 16800 0 -11200 -0 -2800 4a Dead + NonOp lateral 9500 21200 0 2700 0 4b Dead - NonOp lateral 9500 -21200 0 -2700 0 4c Dead + NonOp longit 9500 0 10600 0 2700 4d Dead - NonOp longit 9500 0 -10600 0 -2700 5a Live + Misalign lateral 7300 11000 2800 1300 700 5b Live - Misalign lateral 7300 -11000 2800 -1300 700 5c Live + Misalign longit + Fatigue Braking 7300 0 5400 0 1300 5d Live - Misalign longit + Fatigue Anti-rollback 7300 0 100. 0 0 ;4Ah-'t: -i_'UUU MUN J�: v 1 FM i' 001 r1fie a member of the CCYNNCROUP 671 Date ?�f,05; Pg9as� r posty Fay N018 From Go. Co,lDept. phone ft March 31, 2003 phone a to a f, Faxes`.. l� ' .7 3 y 23 Six Flags-Great Escape C 0 1177 Route 9 V Q.teensbuty,New York 12804 c Attn: Mr.John Qldern C Director of Maintenance iN Subject: Great)Escape-Arrow Mine Train Foundation Load Certification G•GE 03-2002'B pp. tU Dear Mx.Oldem: t� C ro . I hereby certify that the founndation loads prepared by S &S Power, Inc. for foundation.locations 53A,55A, 56A, 57A, 58A, 59A, 6CLk and lettered foundations fox'Transfer SKorage Track Area have been established in accordance with,the 2003 Building Code for New York State. In particular, these loads have been established iti accordance with the code with particular inclusion of the requirements for snow, seismic and wind forces. This certification b pxepaxed with reference to the Building Code of New York State (Code). The current code, based on the International Build,i 1& arl (IBC) was adopted on Matti, 6, 2002 with a 180. O 0 day transition period commencing on July 3, 2002 and fully effective after December 30, 2002. This l� summary specifically references Chapter 16(Structural Design)of the Code. Please contact this office should you have any questions regarding this certificatiox., BUILDING DEPARTMENT wn—ud on our limited examination, Respec fully submitted, compliance with our comments shall a not he construed as indicating the lR'iy pans and specifications are in full c w.G/ ti cccnpl,10ce with the code s rk W. Glynn l> incipal,Consu ring Engineer G �4F cc:Mile Nzuzil, Six Raga Corp. Engr. To OWN10F 1 GLYNN GEOTtECHNICAL ENGINEERING 415 South Transit Street,Lockport,New York 14094 BUILDING E- ITT, voice 716,625,6933/fax 716.625.6993 me R: d2e n,oc www.giynngroup.com REVIEWED BY vL GATE ' JOB FRANK C. HARDICK, P.E. Consulting,& Design Engineer SHEET NO. 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PRODUCT 204.1(Single Sheets)205-1(Padded)®e Inc.,Groton,Mass.01471.To Order PHONE TOLL FREE 1-800-225-M SFGE Mine train 02/19/2003 Pg: 46 of 58 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 FOUNDATION LOAD CASES COLUMN NUMBER = 53A Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs Ibs Ibs 1 Dead 4200 0 0 0 0 2 Dead + Live 10400 -41200 -1200 -11100 -400 3a Dead + Live + Misalign + Op lateral 10400 -21200 -1200 -7600 -400 3b Dead + Live - Misalign - Op lateral 10400 -61200 -1200 -14700 -400 3c Dead + Live + Misalign + Op longit + Max Braking 10400 -41200 4200 -11100 1400 3d Dead + Live - Misalign - Op longit + Max Anti-roll 10400 -41200 -6500 -11100 -2100 4a Dead + NonOp lateral 4200 8100 0 1500 0 4b Dead - NonOp lateral 4200 -8100 0 -1500 0 4c Dead + NonOp longit 4200 0 4400 0 1500 4d Dead - NonOp longit 4200 0 -4400 0 -1500 5a Live + Misalign lateral 6300 -35400 -1200 -10100 -400 5b Live - Misalign lateral 6300 -46900 -1200 -12100 -400 5c Live + Misalign longit + Fatigue Braking 6300 -41200 400 -11100 100 5d Live - Misalign longit + Fatigue Anti-rollback 6300 -41200 -2700 -11100 -900 SFGE Mine train 02/19/2003 Pg: 47 of 58 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 REV. - FOUNDATION LOAD CASES COLUMN NUMBER = 55A Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) (Ibs) (Ibs 1 Dead 4100 0 0 0 0 2 Dead + Live 10100 -39400 -1100 -10700 -400 3a Dead + Live + Misalign + Op lateral 10100 -19800 -1100 -7200 -400 3b Dead + Live - Misalign - Op lateral 10100 -58900 -1100 -14100 -400 3c Dead + Live + Misalign + Op longit + Max Braking 10100 -39400 4100 -10700 1400 3d Dead + Live - Misalign - Op longit + Max Anti-roll 10100 -39400 -6300 -10700 -2100 4a Dead + NonOp lateral 4100 8000 0 1400 0 4b Dead - NonOp lateral 4100 -8000 0 -1400 0 4c Dead + NonOp longit 4100 0 4300 0 1400 4d Dead - NonOp longit 4100 0 -4300 0 -1400 5a Live + Misalign lateral 6100 -33700 -1100 -9700 -400 5b Live - Misalign lateral 6100 -45000 -1100 -11600 -400 5c Live + Misalign longit + Fatigue Braking 6100 -39400 400 -10700 100 5d Live - Misalign longit + Fatigue Anti-rollback 6100 -39400 -2600 -10700 -800 SFGE Mine train 02/19/2003 Pg: 48 of 58 SFGE - Mine Train Relocation Drawin # F-RUN-DOC-3 FOUNDATION LOAD CASES COLUMN NUMBER = 56A Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) (Ibs) (Ibs 1 Dead 4400 0 0 0 0 2 Dead + Live 12000 -36400 -1000 -10400 -300 3a Dead + Live + Misalign + Op lateral 12000 -14000 -1000 -6500 -300 3b Dead + Live - Misalign - Op lateral 12000 -58900 -1000 -14200 -300 3c Dead + Live + Misalign + Op longit + Max Braking 12000 -36400 4700 -10400 1500 3d Dead + Live - Misalign - Op longit + Max Anti-roll 12000 -36400 -6600 -10400 -2200 4a Dead + NonOp lateral 4400 9200 0 1600 0 4b Dead - NonOp lateral 4400 -9200 0 -1600 0 4c Dead + NonOp longit 4400 0 4700 0 1600 4d Dead - NonOp longit 4400 0 -4700 0 -1600 5a Live + Misalign lateral 7600 -30000 -1000 -9300 -300 5b Live - Misalign lateral 7600 -42900 -1000 -11400 -300 5c Live + Misalign longit + Fatigue Braking 7600 -36400 700 -10400 200 5d Live - Misalign longit + Fatigue Anti-rollback 7600 -36400 -2600 -10400 -800 SFGE Mine train 02/19/2003 Pg: 49 of 58 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 FOUNDATION LOAD CASES COLUMN NUMBER = 57A Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) Obs Ibs 1 Dead 4500 0 0 0 0 2 Dead + Live 13700 -30300 1400 -8500 400 3a Dead + Live + Misalign + Op lateral 13700 -5200 1400 -4600 400 3b Dead + Live - Misalign - Op lateral 13700 -55500 1400 -12500 400 3c Dead +Live + Misalign + Op longit + Max Braking 13700 -30300 7100 -8500 2300 3d Dead + Live - Misalign - Op longit + Max Anti-roll 13700 -30300 -4400 -8500 -1400 4a Dead + NonOp lateral 4500 10300 0 1600 0 4b Dead - NonOp lateral 4500 -10300 0 -1600 0 4c Dead + NonOp longit 4500 0 4800 0 1600 4d Dead - NonOp longit 4500 0 -4800 0 -1600 5a Live + Misalign lateral 9200 -23100 1400 -7400 400 5b Live - Misalign lateral 9200 -37600 1400 -9600 400 5c Live + Misalign longit + Fatigue Braking 9200 -30300 3100 -8500 1000 5d Live - Misalign longit + Fatigue Anti-rollback 9200 -30300 -300 -8500 -100 SFGE Mine train 02/19/2003 Pg: 50 of 58 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 FOUNDATION LOAD CASES COLUMN NUMBER = 58A Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) (Ibs) (Ibs 1 Dead 4600 0 0 0 0 2 Dead + Live 14100 -23400 6000 -6200 2000 3a Dead + Live + Misalign + Op lateral 14100 4000 6000 -2200 2000 3b Dead + Live - Misalign - Op lateral 14100 -50800 6000 -10200 2000 3c Dead + Live + Misalign + Op longit + Max Braking 14100 -23400 12700 -6200 4100 3d Dead + Live - Misalign - Op longit + Max Anti-roll 14100 -23400 -600 -6200 -200 4a Dead + NonOp lateral 4600 11200 0 1600 0 4b Dead - NonOp lateral 4600 -11200 0 -1600 0 4c Dead + NonOp longit 4600 0 4900 0 1600 4d Dead - NonOp longit 4600 0 -4900 0 -1600 5a Live + Misalign lateral 9500 -15500 6000 -5100 2000 5b Live - Misalign lateral 9500 -31300 6000 -7400 2000 5c Live + Misalign longit + Fatigue Braking 9500 -23400 7800 -6200 2500 5d Live Misalign longit + Fatigue Anti-rollback 9500 -23400 4300 -6200 1400 SFGE Mine train 02/19/2003 Pg: 51 of 58 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 REV. - -71 FOUNDATION LOAD CASES COLUMN NUMBER = 59A Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) (Ibs) (Ibs 1 Dead 4500 0 0 0 0 2 Dead + Live 11500 -19400 6700 -3900 2200 3a Dead + Live + Misalign + Op lateral 11500 8400 6700 0 2200 3b Dead + Live - Misalign - Op lateral 11500 -47300 6700 -7800 2200 3c Dead + Live + Misalign + Op longit + Max Braking 11500 -19400 13600 -3900 4500 3d Dead + Live - Misalign - Op longit + Max Anti-roll 11500 -19400 -200 -3900 -100 4a Dead + NonOp lateral 4500 11400 0 1600 0 4b Dead - NonOp lateral 4500 -11400 0 -1600 0 4c Dead + NonOp longit 4500 0 4700 0 1600 4d Dead - NonOp longit 4500 0 -4700 0 -1600 5a Live + Misalign lateral 7000 -11400 6700 -2800 2200 5b Live - Misalign lateral 7000 -27500 6700 -5000 2200 5c Live + Misalign longit + Fatigue Braking 7000 -19400 8400 -3900 2800 5d Live - Misalign longit + Fatigue Anti-rollback 7000 -19400 5100 -3900 1700 SFGE Mine train 02/19/2003 Pg: 52 of 58 SFGE - Mine Train Relocation Drawin # F-RUN-DOC-3 REV. - FOUNDATION LOAD CASES COLUMN NUMBER = 60A Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs Ibs) Obs 1 Dead 4500 0 0 0 0 2 Dead + Live 9000 -13900 10600 -1300 1300 3a Dead + Live + Misalign +Op lateral 9000 30900 10600 2400 1300 3b Dead + Live - Misalign - Op lateral 9000 -58600 10600 -4900 1300 3c Dead + Live + Misalign +Op longit + Max Braking 9000 -13900 27800 -1300 3400 3d Dead + Live - Misalign - Op longit + Max Anti-roll 9000 -13900 -6600 -1300 -900 4a Dead + NonOp. lateral 4500 18800 0 1700 0 4b Dead - NonOp lateral 4500 -18800 0 -1700 0 4c Dead + NonOp longit 4500 0 12500 0 1700 4d Dead - NonOp longit 4500 0 -12500 0 -1700 5a Live + Misalign lateral 4500 -1200 10600 -300 1300 5b Live - Misalign lateral 4500 -26600 10600 -2300 1300 5c Live + Misalign longit + Fatigue Braking 4500 -13900 14700 -1300 1800 5d Live - Misalign longit + Fatigue Anti-rollback 4500 -13900 6500 -1300 800 J 0 Drawing# 0 0 FOUNDATION LOAD CASES COLUMN NUMBER = 5 Vertical Lateral Longit Load Shear Shear Load Case _ Load Combination Qbs) lbs lbs 1 Dead 11200� 0 0 2 Dead+Live 18800` 0 0 3 a I Dead+Live+Misalign+Op lateral 18800� 6100� 0 3b mead+Live-AIisalign'Op lateral 18800 =6 i 0u 0 3 c Dead+Live+Misalign+Op longit+Max Braking 18800I 0� 3700� id Lead+Live-b4isalign--Op longit+Max Anti-roll 100W1 0 -/500 4a Dead+NonOp lateral 11200 3100 0 4b Dead-NonOp-lateral 11200� -3100 0 4c Dead+Nonep longit 11200 0 3100 4d Dead-NonOp longit 11200 '0 -3100 5a Live+Misalign lateral 7700 1200 0 5b Live-Misalign lateral 7700 -1200 0 5c Live+Misalign longit+Fatigue Braking 7700 0 4400 .5d .Live-.kvlisalign.longit+Fatigue,Anti-rollback 7700 0 -600 FOUNDATION LOAD CASES COLUMN NUMBER = 6 Vertical [=Ibs) ongit Load hear Load Case Load Combination ___:T kbs 1 Dead _ 11200� 0 01 2 Dead+Live 18900 0 3 a Dead+Live+Misalign+Op lateral 18900 6100 0 G1 3 b Dead+Live-Iviisalign-Op lateral 18900 -6100 U 3 c Dead+Live+Misalign+Op longit+Max Braking 18900I 0� 3800 3d Dead+Live-iviisalign-Op longit+1viax Anti-roil 18900 u -7500 4a I Dead+NonOp lateral I 11200I 3100I 0� Al_ T-.Il._ 1 1 nnA 11-.All 4U Dead_r��►_ivp latc,a1� I�„v Ivv G 4c I Dead+NonOp longit I 11200� OI 3100I A D...A ITo-n...i,.__;+ 1.1nn0 0 31nn �u •,a.0- 1vuvF Iv 6s i.v - vv 5a I Live+Misalign lateral 7700� 1200I 0 Sh T-;�e_l�RiSali�17^..katPrat 7700 -1200 G Sc I Live+Misalign longit+Fatigue Braking 7700I 0 4400I Sd Live-Misalign longit+Fatigue Anti-rollback.,. 7700 0 -60.0 FOU?."D ATTION LOAD CASES COLUMN NUMBER = m Vertical Lateral Longit Load Shear Shear Load Case Load Combination lbs lbs lbs 1 Dead 4700 0 0 2 Dead+Live 7500 0 0 3a Dead+Live+Misalign+Op lateral .7500 2400 0 3b llead'+Live-Mi'align-Op lateral 7500 -2400 0 3 c Dead+Live+Misalign+Op longit+Max Braking 7500 0 1500 3 d Dead+Live-Iv isalign-Op longit+Max Anti roll 7500 - 0 -5300 4a Dead+NonOp lateral 4700 1300 0 4b Dead-NonOp lateral 4700 -1300 0 4c Dead+NonOp longit 4700 0 1300 4d Dead-NonOprlongit 4700 0 -1300 5a Live+Misalign lateral. 2800 500 0 5b Live-Misalign lateral 2800 -500 . 0 5c Live+Misalign longit+Fatigue Braking 2800 0 4000 5d. Live-Misalign longit+Fatigue Anti-rollback. 2800 0 . -200 FOUNDATION LOAD CASES COLUMN NUMBER = N Vertical Lateral Longit Load Shear Shear Load Case Load Combination lbs Ibs lbs II Dead 8100 0I 0� 2 Dead+Live 13800 0 0 3a Dead+Live+Misalign+Op lateral 138001 4400 0� 3b Dead+Live-Msalign-Op lateral 13800 -440U U 3c Dead+Live+Misalign+Op longit+Max Braking 13800� 0� 2700� 3d Dead+Live-Ivusaugn-Op iongit-+max Anti-roll ijauu u -w0ou 4a Dead+NonOp lateral 8100� 2300� 0� 4u - Dead-Ivunvli iaieral 0100 -23001 V_ 4c Dead+NonOp longit 1 T+_ 8100I 0 2300 r r, a o�nn_ n o nn zd DC ad-rti., Op.�ub.t �.,., 5a I Live+Misalign lateral 5600� 900� 0 �b _ r 5601- o00 n Sc I Live+.F.eCe Misalign longit+Fatigue Braking 5600I 0 4200� 5!1 1lvP-: 11t >innait f F�tip nnti-Tnll}�arl{ SFiflla- n- -500 l. t _ I 1 i 1 FOUNDATION LOAD CASES COLUMN NUMBER = Q 710b cal Lateral Longit d Shear Shear Load Case Load Combination _ Ibs lbs 1 Dead I 8900 0 0 2 Dead+Live 15200 0 0 3a Dead+Live+Misalign+Op lateral 15200� 4900� 0� 3b Dead+Live-Misalign-Op lateral 15200 -4900 3 c Dead+Live+1vlisalign+Op longit+IVIax Braking 15200, 0 U� 3000' 3 d Dead+Live-iviisalign-Op longit+Max Anti-rots 15200 u -6700 I 4a Dead+NonOp-lateral 8900� 2500� 0� 4u De-au-NuiiO}t laieia 8700 -2500 V 4c I Dead+NonOp longit 8900� 0 2500� n a r . «, on n n ncnn Dead-llilo.Op long., �.0., 51a Live+NEsaliign lateral. 6300�, 1000 0 5b Live-ACsal.b lateral. 6300 4000 n Sc Live+Misalign longit+Fatigue Braking. 6300 0 4300 Scl T.ive-Misalign longit+Fatigue Anti-rollback 6300 0� -500 FOUNDATION LOAD CASES COLUMN NUMBER = R Vertical Lateral Longit Load Shear Shear I Load Case Load Combination (lbs) I (lbs) I (lbs) I ! � nl!!l1RnITR1!!1 IR�1�! I Dead 1 89001 01 01 2 Dead+Live 15200 0 0 3a Dead+Live+Misalign+Op lateral 15200� 4900� 01 3b Dead+Live-Misalign-Op lateral 15200 -49UU 0 3c I Dead+Live+Misalign+Op longit+Max Brakingl 152001 01 30001 3a Lead+"Live-Ivlisalign-'Op longit T Ivlax Anti-roll i 52UU u -6 iuu 4a I Dead+NonOp lateral 8900I 2500� 0� 4b Dead-NonOp laical 0YOV LSl7Vii V 4c Dead+NonOp longit 8900I 0� 2500� . q�nnn n 2cnn 4d Dead-No;. r t.0n.g.l - 5a Live+Misalign lateral 6300 1000 0 5b Live-Misalign lateral 6300 4000 0 5c Live+Misalign longit+Fatigue Braking 6300 0 4300 .5d Live-Misalign longit+Fatigue Anti-rollback 6300 0 -500 FOUNDATION LOAD CASES COLUMN NUMBER = O Vertical Lateral Longit Load Shear Shear Load Case Load Combination lbs lbs lbs _ _ 1 Dead 8100� 0� OI 2 Dead+Live 13 800 0 0 3a I Dead+Live+Misalign+Op lateral 13800 4400� 0 3b Dead+Live-Misalign-Op lateral 13800 -4400 0 I 3c I Dead+Live+Misalign+Op longit+Max Braking) 138001 0 2700I 3 d head+Live-Misalign-Op longit+Max Anti-roll 13 800 u -6500 4a I Dead+NonOp lateral 8100� 2300I 0 1 D• 1 T o 1 1 111 1 0 iiii 4U LCAU-1VUI1Vp laletal 81 V�/ -23V1�1 V I 4c I Dead+NonOp longit 8100� 0 2300 4d Dead-NonOp longit 8100 0 -2300 5a Live+Misalignlateral 5600 900� 0 5b Live-TAisalign lateral 5600 -900 0 5c Live+Misalign longit+Fatigue Braking 5600 0 4200 5d Live-Misalignlongt+Fatigue.Anti-rollback 5600 0 -500 FOUNDATION LOAD CASES COLUMN NUMBER = P Vertical Lateral :Shear Load Shear Loa d Combination Ibs lbs 1 Dead 4700 0 0 2 Dead+Live 7500 0 0 3a Dead+Live+Misalign+Op lateral 75001 2400� 0� 3 b Dead+Live-Misalign-Op lateral 7500 -2400 0 I 3 c Dead+Live+Misalign+Op longit+Max Braking) 75001 01 1500I 3d Dead+Live-Msalign-Op longit+.Max And-roil 7500 u -5300 4a Dead+NonOp lateral 4700 1300I 0 4b Dead-Noi Op lateral 4700 -1300 0 4c Dead+NonOp longit 4700 0 1300� 4d Dcad-NonOp longit -700 0 -1300 5a I Live+Misalign lateral 2800� 500 0 .5b Live M s2hg:lateral 2800 -500 01 . I 5c Live+Misalign longit+Fatigue Braking 2800� 0� 4000� 5d Live-Misalign longit+Fatigue Anti-rollback 2800 0 -200 FOUNDATION LOAD CASES COLUMN NUMBER = U Vertical Lateral Longit Load Shear Shear Load Case Load Combination lbs) Obs lbs 1 Dead 82001 01 01 2 Dead+Live 13800 0 0 3a = Dead+Live+Misalign+Op lateral 131011 45001 OI 3b Dead+Live-Msalign-Op lateral I3800 -4500 0 3 c Dead+Live+Misalign+Op longit+Max Braking) 13800� 0� 2700� jci Dead+Live-N isalign-Op longit+lVlax Anti-roll 13800 0 -6500 4a Dead+NonOp lateral 8200 2300 0 4o mead-NonOp lateral 8200 -2300 0 4c Dead+N(Ya0plongit 8200� 0 2300 i 4d Dead-NonOp longit 8200 0 -2300 5a Live+N isalign lateral 5600 900 0 5b Live-Misalign-lateral 5600 . -900 0 5c Lave+Misalign longit+Fatigue Braking 5600 0 4200 5d Live-MisaliQn longit+Fatigue Anti-rollback 5600 0 -500 FOUNDATION LOAD CASES COLUMN NUMBER = V ]IoLb Lateral Longit Shear Shear Load Case:. Load Combination .. lbs) Obs 1 Dead 48001 01 01 2 Dead+Live 7600 of 0 3 a Dead+Live+Misalign+Op lateral 7600� 2400 0 3 b Dead+Live-Misalign-Op lateral 7600 -2400 0 3c Dead+Live+Misalign+Op longit+Max Braking 7600 0 1600 3d Dead+Live-iviisalign-Op longit+Max Anti-roll 7600 0 -5300 4a Dead+NonOp lateral 4800 1300 0 4b Dead-NonOp lateral 4800 -1300 0 4c Dead+NonOp longit 4800 0 1300 4d Dead-NonOp longit 4800 0 -1300 5a Live+Misalign lateral 2800 500 0 5b Live-ISAisalign lateral 2800 -500 0 5c Live+Misalign longit+Fatigue Braking 2800 0� 4000 5d Live-Misalign longit+Fatigue Anti-rollback 2800 0 -200 FOUNDATION LOAD CASES COLUMN NUMBER = S Vertical Lateral Longit Load Shear Shear Load Case Load Combination lbs) (lbs) (Ibs 1 Dead -'4700 --- -- "E 0 2 Dead+Live 7600 0 0 3a Dead+Live+Misalign+Op lateral 7600 24001 01. 3b Dead+Live-Misalign-Op lateral 7600 -2400 0 3 c Dead+Live+Misalign+Op longit+Max Braking 7600 0, 1600, 3d Dead+Hive-Misalign-Op longit+Max Anti-roll 7600 0 -5300 4a Dead+NonO"p lateral 4700 1300� 0 - � A Dead NonOp lateral 4700 -1300 46 Dead+NonOp lotigit- 4700 0� 1300 4d Dead-Non-Op longit 4700 C -1300 5a Live+Misalign lateral 2800 500 0 5b Live-Misalign lateral 2800 -500 0 5c Live+Misalign4ongit+Fatigue Braking 2800 0 - 400 5d Live-Misalign longit.+Fatigue Anti-rollback- 2800 . 0 -200 FOUNDATION LOAD CASES COLUMN NUMBER = T Vertical jj::S0h ngit Load ear Load Case Load Combination Ibs bsDead 8200 0 2 Dead+Live 13800 0 0 3a ' Dead+Live+Misalign+Op lateral I 13800I 44001 01 3 b Dead+Live-Misalign-Op lateral 13800 -4400 0 3 c I Dead+Live+Misalign+Op longit+Max Braking 13800� 0� 2700 3d head+Live-N isaiign--Op longit t Max Anti-rou 113800 uiiiiii -0300 4a Dead+NonOp lateral 8200� 2300� 0I ii 4'o Dead_NonOp-lateral iii 9200iiii _2300iii 0 I 4c Dead+NonOp longit 8200 0 2300� 4d Dead-NorrOp longit 8200 0 -?300 I 5a Live+Misalign lateral 5600 900I 0 5b Live-Il4isalign lateral 5600 =900 0 5c Live+Misalign longit+Fatigue Braking 5600� 0 4200 5d Live-Misalign_longit+Fatigue_Anti-rollback 5600 0 -500 �am�um®a FOUNDATION LOAD CASES COLUMN NUMBER = K Left Column Le2 Right Column Le VElb Lateral Lonit Vertical Lateral Longit Shear Shear Load Shear Shear Loaid Case: Load Combination lbs Ibs Ibs lbs (Ibs ®m�0 1 Dead 1267 0 0 1267 0 0 2 Dead+Live 4392 0 0 4392 0 0 3a Dead+Live+Misalign+Op lateral -2232 955 0 11016 955 0 3b Dead+Live-Misalign-Op lateral 11016 -955 0 -2232 -955 0 3(,- D pad+Live+Misalign+Op Iongit+Max Braking 4028 0 771 4028 0 771 3 d D ead+Live-Misalign-Op longit+Max Anti-roll 4887 0 0 4887 0 0 4a Dead+NonOp lateral -3123 878 0 5658 878 0 4b Dead-NonOp lateral 5658 -878 0 -3123 -878 0 4c Dead+NonOp longit 775 0 880 775 0 880 4d Dead-NonOp longit 1760 0 0 1760 0 0 5a Live+Misalign lateral 1268 250 0 4982 250 0 51) Live-Misalign lateral 4982 -250 0 1268 -250 0 5c Live+Misalign longit+Fatigue Braking 2994 0 188 2994 0 188 5d Live-IvIisalign longit 4 Fatigue Anti-rollback 3256 0 0 3256 0 0 �rmm�a v FOUNDATION LOAD CASES COLUMN NUMBER = d ® Left Column Le P i ht Column Le Verticalj. Lateral Longit Vertical Lateral Longit Load Shear Shear Load Shear Shear ®Case Load Combination lbs lbs lbs lbs (lbs lbs 1 Dead 1228 0 0 1228 0 0 2 Dead+Live 4353 0 0 4353 0 0 3a Dead+Live+Mnsalign+Op lateral -1987 940 0 10692 940 0 31) Dead+Live-Misalign-Op lateral 10692 -940 0 -1987 -940 0 34; Dead+Live+Musalign+Op longit+Max Braking 4927 0 0 4927 0 0 3d Dead+Live-Misalign-Op longit+Max Anti-roll 3825 0 -936 3825 0 -936 4a Dead+NonOp lateral -2882 815 0 5337 8'15 0 41) Dead-NonOp lateral 5337 -815 0 -2882 -815 0 4c; Dead+NonOp longit 1744 0 0 1744 0 0 4d Dead-NonOp longit 758 0 -927 758 0 -927 Sa Live+Misalignlateral 1339 250 0 4911 250 0 51) Live-Misalign lateral 4911 -250 0 1339 -250 0 51, Live+Misalign longit+Fatigue Braking 3287 0 0 3287 0 0 5d Live-1/Iisalign longit+Fatigue Anti-rollback 2976 0 -250 2976 0 -250 FOUNDATION LOAD CASES COLUMN NUMBER = I Left Column Leg ht Column Le Vertical Lateral Longit Vertical Lateral Longit Load Shear Shear Load Shear Shear Load Case Load Combination lbs) Obs lbs (lbs Ibs lbs ®� ®® I Dead 1221 0 0 1221 0 0 r Dead+:Live 4346 0 0 4346 0 0 3 a Dead+:Live+IVl?salign+Op lateral -1728 942 0 10420 942 0 31b Dead+:Live-Misalign-Op lateral 10420 -942 0 -1728 -942 0 3 c Dead+Live+1VFisalign+Op longit+Max Braking 11430 0 936 11430 0 936 3 d Dead+Live-Misalign-Op longit+Max Anti-roll 4920 0 0 4920 0 0 4 a Dead+NonOp lateral -2669 824 0 5110 824 0 41b Dead-NonOp lateral 5110 -824 0 -2669 -824 0 4 c Dead+NonOp longit 750 0 927 750 0 , 927 4d Dead-NonOp longit 1737 0 0 1737 0 0 5 a Live+M isalign lateral 1410 250 0 4840 250 0 5b Live-1VGsalign lateral 4840 -250 0 1410 -250 0 5 c Live+1l4isaiign longit+Fatigue Braking 2976 0 250 2976 0 250 5 d Live-1Vlisilign longit+Fatigue Anti-rollback 3287 0 0 3287 0 0 FOUNDATION LOAD CASES COLUMN NUMBER = H ®® Left Column Le2 ht Column Lea VerticalFIShearT:Shear ngit Vertical Lateral Longit Load Load Shear Shear I�ooad Cbse Load Combination lbs bs . Ibs lbs lbs l Dead 1213 0 0 1213 0 0 2 Dead+Live 4338 0 0 4338 � 0 0 3a Dead+Live+Nfisalign+Op lateral -1470 940 0 101.46 940 0 3b Dead+Live-Misalign-Op lateral 10146 -940 0 -1470 -940 0 3c Dead+Live+Misali n+Op longit+Max Braking 4718 0 0 4718 0 0 3d Dead+Live-Misalign-Op longit+Max Anti-roll 3958 0 -741 3958 0 -741 41a Dead+1,,Ton0p lateral -2461 812 0 4886 812 0 4b Dead-NonOp lateral 4886 -812 0 -2461 -812 0 4c Dead+NonOp longit 1571 0 0 1571 0 0 4'd Dead-NonOp longit 854 0 -778 854 ; 0 -778 5a Live+Nfisalign lateral 1482 250 0 4768 ` 250 0 5b Live-Misalign lateral 4768 -250 0 1482 ; -250 0 5c Live+Nfisalign longit+Fatigue Braking 3228 0 0 3228 0 0 5d Live-Msalign longit+Fatigue Anti-rollback 3022 0 -188 , 3022 0 -188 FOUNDATION_LOAD CASES COLUMN NUMBER = L Let Column Lee t Column Lea- Vertical Lateral Longit �Vertical . Lateral Longit Load Shear Shear Load Shear Shear Load Casa Load Combination __abs (ibs) (Ibs lbs (]bs lbs I Dead 817 0 0 817 0 0 2 Dead+Live 2380 0 0 2380 0 0 3a Dead+Live+Misalign+Op lateral -1079 529 0 5839 529 0 3b Dead+Live-Misalign-Op lateral 5839 -529 0 -1079 -529 0 3c Dead+Live+Misalign+Op longit+Max Braking 2874 0 0 2874 0 0 3 d Dead+Live-Misalign-Op longit+Max Anti-roll 1885 0 -771 1885 0 -771 4a Dead+NonOp lateral -1940 659 0 3575 659 0 4b Dead-NonOp lateral 3575 -659 0 -1940 -659 0 4c Dead+NonOp longit 1310 0 0 1310 0 0 4d Dead-NonOp longit 325 0 -880 325 0 -880 5a Live+Misalignlateral 634 125 0 2491 125 0 5b Live-Misalign lateral 2491 -125 0 634 -125 0 5c Live+Misalign longit+Fatigue Braking 1693 0 0 1693 0 0 5d Live-Misalign longit+Fatigue Anti-rollback 1432 0 -188 1432 0 -188 „ „LU uO- rra P044P Fax Note 7671 pagssP TO Ql, lf�{ From ti(lf�d� co./Dept. Co. � Phone 0 Phone f s member of the&YNN GROUP i Fax#/--'tB— 2- Q07 Fax March 26, 2003 no s~ Sx Flags-Great Escape FILEM COPY 0 1171 Route 9 U Queensbury,New York 12804 TOWN crf OUCENSeURY � :gttn, Mr,John QltieAn Director of Maintenance BUILDING OD Sub)ect: Great Escape-Arrow Miae Train REVIEWED BY J Foundation Load Certification to GGE 03-2002 B DATE 27 3 Dear Mr.Oldem! 44. 1 hereby certify that d1e fowadaticzt loads prepared by S&S Power, Inc. for foundation locations 8, e 9, 10, 11, 61A and 61B have been established its accordance with the 2003 Building Code for New York State.Its particular, these loads have been established in accordance with the code with particular Inc[usiort of the requirements for snow, seismic and wind forces. 7hL; ceIMIAcatlor:° ie-prepared with reference to the'BuMim Code of New York Stare (Code). The a; curxent code, based on the International Building Code (MC) was adopted on lvlaxd-i 6, 2002 with a 180- 4- day transition perlod commenting on july 3, 2002 glad fully effective after Dece-kaber 30, ZOOZ, This p; summary specifically references Chapter 16(Str!tctuml Design)of rlie Code. a Please contact this office should you have'any questions regarding this certiicatitnz. Respectfully subraitted, W.�pP rn,� axk W.Glyn P. Frincil)al, C{o Wlthl 1'.$meer r, ; ° b� ►. U /MWC= LA �� cc.Mike Neuail,Six Flags Corp. Enl r. GLYNN GEOTECF NICAL ENGINEERING 415 South Transit Street,Lockport,New York 14094 voice 716.625,6933/fex 710'.625.6983 AOCFII E,�oanSaUoa Ca�iticeUaaS,do< www.giynngroup.com SFGE Mine train 02/19/2003 Pg: 8 of 58 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 FOUNDATION LOAD CASES COLUMN NUMBER = 8 Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) (Ibs) (Ibs 1 Dead 9200 0 0 0 0 2 Dead + Live 18200 -4000 -500 -400 -100 3a Dead + Live + Misalign + Op lateral 18200 53800 -500 5800 -100 3b Dead + Liver Misalign - Op lateral 18200 ;fi1800 -500 -6600 -1-00 3c Dead + Live + Misalign + Op longit + Max Braking 18200 -4000 16200 -400 3300 3d Dead + Live - Misalign - Op longit + Max Anti-roll 18200 -4000 -17100 -400 -3500 4a Dead + NonOp lateral 9200 22800 0 2600 0 4b Dead - NonOp lateral 9200 -22800 0 -2600 0 4c Dead + NonOp longit 920.0 0 12600 0 2600 4d Dead - NonOp longit 9200 0 -12600 0 .2600 5a Live + Misalign lateral 9000 10600 -500 1100 -100 5b Live - Misalign lateral 9000 -18600 -500 -1900 -100 5c Live + Misalign longit + Fatigue Braking 9000 -4000 3400 -400 700 5d Live - Misalign longit + Fatigue Anti-rollback 9000 -4000 -4400 -400 -800 SFGE Mine train 02/19/2003 ---- - -- -- -- - - - - - - - -- g: 9 of 58 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 FOUNDATION LOAD CASES COLUMN NUMBER = 9 Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) (Ibs) (Ibs 1 Dead 6900 0 0 0 0 2 Dead + Live 14300 -4800 -500 -500 -100 3a Dead + Live + Misalign + Op lateral 14300 36800 -500 4300 -100 3b Dead + Live - Misalign - Op lateral 14300 ;46500 -500 -5400 -1:00 3c Dead + Live + Misalign + Op longit + Max Braking 14300 -4800 10500 -500 2500 3d Dead + Live - Misalign - Op longit + Max Anti-roll 14300 -4800 -11500 -500 -2700 4a Dead + NonOp lateral 6900 15500 0 1900 0 4b Dead - NonOp lateral 6900 -15500 0 -1900 0 4c Dead + NonOp longit 6900 0 8200 0 1900 4d Dead - NonOp longit 6900 0 -8200 0 -1900 .5a Live + Misalign lateral 7400 6100 -500 700 -100 5b Live - Misalign lateral 7400 -15700 -500 -1700 -100 5c Live + Misalign longit + Fatigue Braking 7400 -4800 2200 -500 500 5d Live - Misalign longit + Fatigue Anti-rollback 7400 -4800 -3200 -500 -700 SFGE Mine train — -- _ 02/19/2003 - - SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 FOUNDATION LOAD CASES COLUMN NUMBER = 10 Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) (Ibs) (Ibs 1 Dead 5800 0 0 0 0 2 Dead + Live 11900 -2700 -300 -300 -100 3a Dead + Live + Misalign + Op lateral 11900 29300 -300 3600 -100 3b Dead + Live - Misalign - Op lateral 11900 -34800 -300 -4300 -100 3c Dead + Live + Misalign +Op longit + Max Braking 11900 -2700 7900 -300 2100 3d Dead + Live - Misalign - Op longit + Max Anti-roll 11900 -2700 -8500 -300 -2200 4a Dead + NonOp lateral 5800 12000 0 1600 0 4b Dead - NonOp lateral 5800 -12000 0 -1600 0 4c Dead + NonOp longit 5800 0 6100 0 1600 4d Dead - NonOp longit 5800 0 -6100 0 -1600 5a Live + Misalign lateral 6100 5600 -300 700 -100 5b Live - Misalign lateral 6100 -11100 -300 -1300 -100 5c Live + Misalign longit + Fatigue Braking 6100 -2700 1700 -300 400 5d Live - Misalign longit + Fatigue Anti-rollback 6100 -2700 -2300 -300 -600 SFGE Mine train 02/19/2003 - Pg: 53 of 58 Mine Train Relocation' Drawing# F-RUN-DOC-3 REV. - FOUNDATION LOAD CASES COLUMN NUMBER = 61A Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs Ibs Ibs 1 Dead 4800 0 0 0 0 2 Dead + Live 9800 -1300 5600 -100 500 3a Dead + Live + Misalign +Op lateral 9800 57600 5600 3600 500 3b Dead + Live - Misalign - Op lateral 9800 -60200 5600 -3800 -500 3c Dead + Live + Misalign +Op longit + Max Braking 9800 -1300 28100 -100 2500 3d Dead + Live - Misalign - Op longit + Max Anti-roll 9800 -1300 -16900 -100 -1500 4a Dead + NonOp lateral 4800 28100 0 2000 0 4b Dead - NonOp lateral 4800 -28100 0 -2000 0 4c Dead + NonOp longit 4800 0 21100 0 2000 4d Dead - NonOp longit 4800 0 -21100 0 -2000 5a Live + Misalign lateral 5000 15200 5600 900 500 5b Live - Misalign lateral 5000 -17800 5600 -1100 500 5c Live + Misalign longit + Fatigue Braking 5000 -1300 11600 -100 1000 5d Live - Misalign longit + Fatigue Anti-rollback 5000 -1300 -400 -100 0 -- - - ----...... - - - SFGE Mine train _.. 02/19/2003 Pg:-54-of 58 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 REV. FOUNDATIO&LOAD_CAS.ES - - — - - -- - --- COLUMN NUMBER = 61B Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ftdbs) (Ibs) (Ibs 1 Dead 5500 0 0 0 0 2 Dead + Live 12500 0 -1000 0 -100 3a Dead + Live + Misalign + Op lateral 12500 70900 -1000 4400 -100 3b Dead + Live - Misalign - Op lateral 12500 70900 -1000 -4400 -100 3c Dead + Live + Misalign + Op longit + Max Braking 12500 0 23900 0 2100 3d Dead + Live - Misalign - Op longit + Max Anti-roll 12500 0 -26000 0 -2200 4a Dead + NonOp lateral 5500 33700 0 2300 0 4b Dead - NonOp lateral 5500 -33700 0 -2300 0 4c Dead + NonOp longit 5500 0 25300 0 2300 4d Dead - NonOp longit 5500 0 -25300 0 -2300 5a Live + Misalign lateral 7100 20000 -1000 1200 -100 5b Live - Misalign lateral 7100 -20000 -1000 -1200 -100 5c Live + Misalign longit + Fatigue Braking 7100 0 6300 0 500 5d Live - Misalign longit + Fatigue Anti-rollback 7100 0 -8400 0 -700 a member al'rheQYfVNCROUP Post-it"Fax Note 7671 bacs �Z/,D3 pagas� "° a/W e)Lb E:A,( Frcm March 21,2003 Co./oopt. c4. Phone it Pttone k bb Faxx�_.��g _ �� FaxM --- G Rx Flags—Caw Escape 11.72 Route 9 Quceziabuxy,Now York 12804 \ C. a U Attn: mr. Jolui Otdeu) RECEI V o Di wtor of Maintenance 41AR " 200 Subject: Great Escape—Arrow Mine Trabi 3 *' Foundation Load Certifeatiou TOWS 03 GGE 03-2002 B BUILDI OF G4AND CODE Y ^ Dear Mr.Oldem: L I hereby certify that the foundation loads prepared by S&S Power, Inc,, for foundation. IOCatiPi78 z, LA, 2, 3,4, 5, 6 aid 7 have been established in accordance with the 2oo3 Building Code `c for New York State.zzx particular these loads have been established iu accordance Nvith the code with particular inclusion.of.the requirements for snout,seismic and wiud forces. e _ This certificatiou is prepared vF7th reference to the Building Code of New York State (Code). ro The current code, based on the International Bu lf}nCode (IBC) wea adopted on March 6, 2o02 with a i8o-day transition period commencil g on 3uly 3, 2oo2 and folly effective after Decexnber go, 200 2. This suiumary specifically references Chapter 16(Structural Design)of the Code, Please contact this office should you have any questions regarding this certification. Respectfully submitted, N. ark.W.Gly P. „ L .. ..I v, Priaicipal,Consultizag Engineer e ��/%IWG E'VOTE$S40�A� > cc:Mike Neuzil,Six Flags Corp.EDZr. GLYNN GEOTECNNICkL ENGINEERING 415 South Transjt Street,Lockport.New York 14094 ooct te:p,000s�l.e,� voice 716,625.6933/fax 716.625.6983 www.gigrngroup.e.om ` SFGE Mine train 02/19/2003 _._._ .._.. 8 _. . _ _ .. ._ .. _ _ -Rg: l of 5 SFGE - Mine Train Relocation Drawin # F-RUN-DOC-3 REV. - FOUNDATION LOAD CASES COLUMN NUMBER = 1 Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs Ibs Ibs 1 Dead 5100 0 0, 0 0 2 Dead + Live 12300 -19600 -600 -1900 -100 3a Dead +Live + Misalign +Op lateral 12300 .19500 -600 2100 -1-00 3b Dead + Live - Misalign - Op lateral 12300 e..58800 -600 -6000 -100 3c Dead + Live + Misalign + Op longit + Max Braking 12300 19600 10100 -1900 1900 3d Dead + Live - Misalign - Op longit + Max Anti-roll 12300 -19600 -11200 -1900 -2100 4a Dead + NonOp lateral 5100 15000 0 1600 0 4b Dead - NonOp lateral 5100 -15000 0 -1600 0 4c Dead + NonOp longit 5100 0 8400 0 1600 4d *Dead - NonOp-longit 5100 0 -8400 0 -1600 5a Live + Misalign lateral 7200 -8500 -60b -800 -100 5b Live - Misalign lateral 7200 -30800 -600 -3000 -100 5c Live +_Misalign longit + Fatigue Braking 7200 -19600- 2500 -1900 400 5d Live - Misalign longit + Fatigue Anti-rollback 7200 -19600 -3700 -1900 -700 FOUNDATION LOAD CASES COLUMN NUMBER = - A Vertical Latera Longit Lateral Longit Load Moment Moment Shear Shear l})ad Case Load Combination lbs ft-lbs ft-lbs I lbs eeon�seus+me® - r�®es�es�rsuae�a,�es® , 1 Dead 3200 0 0 0 0 2 Dead+:Live 7500 . -8200 -200 -800 0 3 a Dead+:Live+Tvl isabi i+Op lateral 7500 15700 -200 1700 0 3bt Dead+:Live-Misaligr) -Op lateral 7500 ` -32000 -200 -3300 0 3c Dead+Live+Pv isahpi+Op longit+Max B=rakin 750q -8200 6200 -800 1200 3d. Dead+.Live-Misalip -Opp longit+Max Anti-rot 7500 -8200 -6600 -800 -1300 4a. Dead+NonOp hateral 3200 9800 0 1100 0 4b Dead-11t>r..Op lateral 320 -9800 0 -1100 0 4c Dead+No»Op longit 3200 0 5500 -0 1100 4d. Dead-Nor.Op longit 3200 0 '-5500 0 -1100 :ia. Live I-Misaligu lateral 4400 -1400 -200 -100 0 Sb Live •Nlischgn lateral 4400 -14900 -200 -1.500 0 `sc Live +IvIisalign.Longit +Fatigue Braking 4400 -8200 1700 -800 300 -80 400 Live; N[isalign longit �-Fatigue Anti-rollback 4404 -8200 -2000 0 - SFGE Mine train 02/19/2003 Pg:.2-of 5.8 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 REV. - FOUNDATION LOAD CASES COLUMN NUMBER = 1A - - — Vertical Lateral Longit Lateral Longit Load Mornent Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) (Ibs) Ibs 1 Dead 3200 0 0 0 0 2 Dead + Live 7500 -8200 •200 -800 0 3a Dead + Live + Misalign + Op lateral 7500 15700 -200 1700 0 3b Dead + Live - Misalign - Op lateral 7500 ;32000 -200 -3300 - 0 3c Dead + Live + Misalign +Op longit + Max Braking 7500 -8200 6200 -800 1200 3d Dead + Live - Misalign - Op longit + Max Anti-roll 7500 -8200 -6600 -800 -1300 4a Dead + NonOp lateral 3200 9800 0 1100 0 4b Dead - NonOp lateral 3200 -9800 0 -1100 0 4c Dead + NonOp longit 3200 0 5500 0 1100 4d Dead - NonOp longit 3200 0 -5500 0 -1100 5a Live + Misalign.lateral 4400- -1400. -200 -100 0 5b Live - Misalign lateral 4400 -14900 -200 -1500 0 5c Live + Misalign longit + Fatigue Braking 4400 -8200 1700 -800 300 5d Live - Misalign longit + Fatigue Anti-rollback 4400 -8200 -2000 -800 -400 SFGE Mine train - 02/19/2003 - Pg:--3-of 58 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 REV. - FOUNDATION LOAD CASES COLUMN NUMBER = 2 - - - — Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs Ibs Ibs 1 Dead 4900 0 0 0 0 2 Dead + Live 11200 -2300 0 -200 0 3a Dead + Live + Misalign + Op lateral 11200 �6800 0 3600 0 3b Dead + Live - Misalign - Op lateral 11200 ;41400 0 -4000 0 3c Dead + Live.+ Misalign + Op longit + Max Braking 11200 -2300 11200 -200 1900 3d Dead + Live - Misalign - Op longit + Max Anti-roll 11200 -2300 -11200 -200 -1900 4a Dead + NonOp lateral 4900 15000 0 1500 0 4b Dead - NonOp lateral 4900 -15000 0 -1500 0 4c Dead + NonOp longit 4900 0 8900 0 1500 4d Dead - NonOp longit 4900 0 -8900 0 -150D -5a Live.+ Misalign lateral 6300 8800 0 800 0 5b Live - Misalign lateral 6300 -13300 0 -1200 0 5c Live + Misalign longit + Fatigue Braking 6300 -2300 3300 -200 500 5d Live - Misalign longit + Fatigue Anti-rollback 6300 -2300 -3300 -200 -500 SFGE Mine train - - 02/19/2003 - 8 SFGE - Mine Train Relocation Drawin # F-RUN-DOC-3 REV. - FOUNDATION LOAD CASES COLUMN NUMBER = 4 - -- _--_ Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs Ibs Ibs 1 Dead 6400 0 0 0 0 2 Dead + Live 15100 0 0 0 0 3a Dead + Live + Misalign +Op lateral 15100 59800 0 5200 0 3b Dead + Live - Misalign - Op lateral 15100 -59800 0 -5200 .0 3c Dead + Live + Misalign +Op longit + Max Braking 15100 0 17600 0 2500 3d Dead + Live - Misalign - Op longit + Max Anti-roll 15100 0 -17600 0 -2500 4a Dead + NonOp lateral 6400 23000 0 2100 0 4b Dead - NonOp lateral 6400 -23000 0 -2100 0 4c Dead + NonOp longit 6400 0 14500 0 2100 4d Dead - NonOp longit 6400 0 -14500 0 -2100 5a Live +.Misalig❑ lateral 870.0. 17.100 0 1400 0 5b Live - Misalign lateral 8700 -17100 0 -1400 0 Sc Live + Misalign longit + Fatigue Braking 8700 0 5300 0 700 5d Live - Misalign longit + Fatigue Anti-rollback 8700 0 -5300 0 -700 SFGE Mine train - 02/19/2003 Pg; 5 of 58 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 REV. - FOUNDATION LOAD CASES COLUMN NUMBER = 5 — Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs Ibs Ibs I. Dead 5700 0 0 0 0 2 Dead + Live 13200 0 0 0 0 3a Dead + Live + Misalign +Op lateral 13200 55800 0 4500 0 3b Dead + Live - Misalign - Op lateral 13200 -55800 0 -4500 -0 3c Dead + Live + Misalign + Op longit + Max Braking 13200 0 17500 0 2200 3d Dead + Live - Misalign - Op longit + Max Anti-roll 13200 0 -17500 0 -2200 4a Dead + NonOp lateral 5700 21600 0 1800 0 4b Dead - NonOp lateral 5700 -21600 0 -1800 0 4c Dead + NonOp longit 5700 0 14300 0 1800 4d Dead - NonOp long-it 5700 0 -14300 0 -1800 5a -Live + Misalign lateral 7400 15800 0 1200 0 5b Live - Misalign lateral 7400 -15800 0 -1200 0 5c Live + Misalign longit + Fatigue Braking 7400 0 5100 0 600 5d Live -.Misalign longit + Fatigue Anti-rollback 7400 0 -5100 0 -600 SFGE Mine train 02/19/2003 8 SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 -FOUNDATION LOAD-CASES - - --. -.-- COLUMN NUMBER = 6 Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs Ibs Ibs 1 Dead 5800 0 0 0 0 2 Dead + Live 13200 100 -400 0 0 3a Dead + Live + Misalign + Op lateral 13200 60500 -400 4600 0 3b Dead + Live - Misalign • Op lateral 13200 '60300 -400 -4600 0 3c Dead + Live + Misalign +Op longit + Max Braking 13200 100 19400 0 2200 3d Dead + Live - Misalign - Op longit + Max Anti-roll 13200 100 -20100 0 -2300 4a Dead + NonOp lateral 5800 23400 0 1800 0 4b Dead - NonOp lateral 5800 •23400 0 •1800 0 4c Dead + NonOp longit 5800 0 16100 0 1800 4d Dead - NonOp longit 5800 0 -16100 0 -1800 5a Live + Misalign lateral 7400 17200 -400 1200 0 5b Live - Misalign lateral 7400 -17000 400 1200 0 5c Live + Misalign longit + Fatigue Braking 7400 100 5400 0 600 5d Live - Misalign longit+ Fatigue Anti-rollback 7400 100 •6200 0 700 SFGE Mine train 02/19/2003 __._..._. _.. - . ... 8 _ - Pg. 7 of SFGE - Mine Train Relocation Drawing# F-RUN-DOC-3 FOUNDATION LOAD CASES COLUMN NUMBER = 7 Vertical Lateral Longit Lateral Lorigit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) (Ibs) Ibs 1 Dead 8600 0 0 0 0 2 Dead + Live 17500 .2500 -800 -200 -100 3a Dead + Live + Misalign +Op lateral 17500 74800 -800 5800 -100 3b Dead + Live - Misalign - Op lateral 17500 79900 -800 -6200 -100 3c Dead + Live + Misalign + Op longit + Max Braking 17500 -2500 26000 -200 3100 3d Dead + Live - Misalign - Op longit + Max Anti-roll 17500 -2500 -27600 -200 -3300 4a Dead + NonOp lateral 8600 29100 0 2400 0 4b Dead - NonOp lateral 8600 -29100 0 -2400 0 4c Dead + NonOp longit 8600 0 20000 0 2400 4d Dead - NonOp longit 8600 0 -20000 0 -2400 5-a Live +-Misalign lateral 8900 17600 -800 1300 -100 5b Live - Misalign lateral 8900 -22600 -800 -1700 -100 5c Live + Misalign longit + Fatigue Braking 8900 -2500 5900 -200 700 5d Live_--Misal.ign.l.ongit.+ Fatigue Anti-.rollback 8900 -2500 -7400 -200 -800 Y ,p ' I r: d rnrrber of;hel GLYNA/GROUP Post-It'Fax i�,,lvte 7671 fJEds F,9, p TO GC FT Pi dram Ca.lOspf. Go. Phone 9 Phan 4 Marcli LS,2003 Six Flags—vreat Bepapc 1172 Route P L' Queatisbury,New York 12804 - ECEIVE® 04 AtRv Mr.Mai 01dow Director of Maintenance MAR 9 0 2003 Subjcpi; Great escape,grow MineTratn TOWN OF QUEENSBURY BUILDING AND CODE Xl ou!ndartion Load'Certification GGE 03-2002 D cp a, Dear Mr, Oldeni: I reby certify that the foundation loads prepared by S&S Power, Inc., for foundation locations f �13,64 & 65 have been established to accordance with.the 2oo3 Building Code for New d York ,State. In particular these loads have been established in accordance with the code with particular inclusion of the requixements for snow, seismic and wind forces. m C This certification is prepared v�ith reference to the Building Code of Neyv Fork State {Code), The current code, based pn the International �uildint Code (IBC) was adopted on March 6, 2oo2 watb a-i8o-daN,-transition period commencing on July 3, ;oa2 and fully effective after December 3o, 20o>. This summary specifically references Chapter 16 (Structural Desigzi)of the Code. C v Please contact this office should you 1'lave any questioha.segaxding this certification. a Respectfully snbmitzed, Flu: copT U I QUEENSBURY BUILDING DEPARTV �f - ,� 8,ased on our limited examination, W. Glynn, `. u �� 3 cOm.Pliance with our comments shall o , �• principal,Coasultin.g Engineer not he construed as indicating the r� ct � o`'�p *�� pans and specifications are in full oxnpliance with the code. ce;1viihe Neuzil,Six Flags Corp.Engr. TOWN OF QU = , . GLYNN GEOTECHNICAL ENGINEFRINC!BUILDING & COD _ DEIST. 415 5outh'Yransit Street,Lockport,New York 14094 voile 716.625.6933, fa;x 716.625.6983 REVIEWED BY www.glynngroup.com DATE SFGE Mine train 02/19/2003 Pg: 56 of 58 SFGE - Mine Train Relocation Drawin # F-RUN-DOC-3 FOUNDATION LOAD CASES COLUMN NUMBER = 63 Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) (Ibs) (Ibs 1 Dead 12800 0 0 - 0 0 2 Dead + Live 21700 0 -1100 0 -100 3a Dead + Live + Misalign + Op lateral 21700 107400 -1100 7200 -100 3b Dead + Live - Misalign - Op lateral 21700 -107400 -11UG 7200 100 3c Dead + Live + Misalign + Op longit + Max Braking 21800 0 126700 0 11800 3d Dead + Live - M,isalign - Op longit + Max Anti-roll 21700 0 -47200 0 -4500 4a Dead + NonOp lateral 12800 51900 0 - 3600 0 - 4b Dead - NonOp lateral 12800 -51900 0 -3600 0 4c Dead + NonOp longit 12800 0 37600 0 3600 4d Dead - NonOp longit 12800 0 -37600 0 -3600 5a Live + Misalign lateral 8900 23100 -1100 1500 -100 5b Live- Misalign lateral 8900 , -23100 .. -1100 -1500 - .100 5c Live + Misalign longit + Fatigue Braking 8900 0 48000 0 4400 5d Live - Misalign longit + Fatigue Anti-rbllback 8900 0 -9300 0 -900 SFGE Mine train 02/19/2003 Pg: 57 of 58 SFGE - Mine Train Relocation Drawin # F-RUN-DOC-3 REV. - FOUNDATION LOAD CASES COLUMN NUMBER = 64 Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs Ibs Ibs 1 Dead 12800 0 0 0 0 2 Dead + Live 21700 0 -1100 6 -100 3a Dead + Live + Misalign + Op lateral 21700 102100 -1100 7200 -1-00 3b Dead + Live - Misalign - Op lateral 21700 -102100 1100 7200 100 3c Dead + Live + Misalign + Op longit + Max Braking 21800 0 118000 0 11800 3d Dead + Live - Misalign - Op longit + Max Anti-roll 21700 0 -43900 0 -4500 4a Dead + NonOp lateral 12800 49300 0 3600 0 4b Dead - NonOp lateral 12800 -49300 0 -3600 0 4c Dead + NonOp longit 12800 0 34900 0 3600 4d Dead - NonOp longit 12800 0 -34900 0 -3600 5a Live + Misalign lateral 8900 22000 -1100 1500 -100 5b Live - Misalign lateral 8900 -22000 -1100 .1500 100 5c Live + Misalign longit + Fatigue Braking 8900 0 44700 0 4400 5d Live - Misalign longit + Fatigue Anti-rollback 8900 0 -8700 0 -900 0 SFGE Mine train 02/19/2003 Pg: 58 of 58 SFGE- Mine Train Relocation Drawing# F-RUN-DOC-3 REV. - FOUNDATION LOAD CASES COLUMN NUMBER = 65 Vertical Lateral Longit Lateral Longit Load Moment Moment Shear Shear Load Case Load Combination Ibs ft-Ibs ft-Ibs) (Ibs) Ibs 1 Dead 12800 0 0 - 0 0 2 Dead + Live 21700 0 -1000 0 -100 3a Dead + Live + Misalign + Op lateral 21700 96800 -1000 7200 -100 3b Dead+ Live - Misalign - Op lateral 21700 -96800 -1000 .7200 .100 3c Dead + Live + Misalign + Op longit + Max Braking 21800 0 109200 0 11700 3d Dead + Live - Misalign - Op longit + Max Anti-roll 21700 0 -40600 0 -4500 4a Dead + NonOp'lateral 12800 46700 0 3600 0 4b Dead - NonOp lateral 12800 -46700 0 -3600 0 4c Dead + Non0p longit 12800 0 32300 0 3600 4d Dead - NonOp longit 12800 0 -32300 0 -3600 5a Live + Misalign lateral 8900 20900 -1000 1500 -100 5b Live - Misalign lateral 8900 -20900 .1000 -1500 -100 5c Live + Misalign longit + Fatigue Braking 8900 0 41400 0 4400 5d Live - Misalign longit + Fatigue Anti-rollback 8900 0 -8100 0 -900 V UVIJ NNW.. - HAANEN ENGINEERING Subject By . ��} 17 Date �23 03 � N��oa aFr�nNc �F rn, �If� s 3o—q L -1V- _... 08 � ( 30 L ( I , t� I{ o C '� 7F �z r � 5 o vI_2 I I r o. �_.. 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Queensbury, NY 12804 • Telephone: (518) 793-7444 Fax: (518) 793-7061 E-mail: hjh@hjhllc.com HAANEN ENGINEERING - Subject By Date rt. ! lZ � I !_14 �C .JT'hCG7� (.Jl7IF�v �✓pilL£ i 6 k? 13 r •� '� ��`t f kt2r � � �'.iF-� _.-..—.. J - - I Z S-o ZS� -� YS ' -------...._.... tL i Y ------------ I { I 1 f , . ► i 254 Bay Rd. Queensbury, NY 12804 • Telephone: (518) 793-7444 Fax: (518) 793-7061 E-mail: hjh@hjhllc.com HAANEN ENGINEERING Subject By Date /.._.z. � ,,j �� .IB l r ��T I. Fu11 vrner� �3�o• I -- { 1� I _ o F F!��G F� 31 + � = I - P� _ I '` -• L(-- _�l;2z.s eft 124 oo�� C �� Q ( - 2 f 3 Z- �z jr8, ooT l ' ---------— �— — --'— -'--' -- --- --- ---- - -- - —--- - p I = z o. sf 57 1 Z P I - - -- - - - -- -- -- - - 5_°,L+ I' f U y-3j rri, - _ 3 S, r.31TP ILI I I ...._. I - N . i I � I �!z sy r°r� ' 17 f — ��o +L _ II - - -- - - - -- -3 -- - ---- I G 1 - - 1 J - - - - .- - -- - - - 264 Bay Rd. Queensbury, NY 12804 • Telephone: (518) 793-7444 Fax: (518) 793-7061 E-mail: hjh@hjhllc.com HAANEN ENGINEERING Subject By Date — — 22 = 2Z .r _4& 9 i Cr— s 1-7 I _ I°r S : _ I } 3f-0 , 1_. .._...7.._�... - 1.._._ .. �- . - - - - -- - -- -- - - ---- - - — -- 254 Bay Rd. • Queensbury, NY 12804 • Telephone: (518) 793-7444 Fax (518) 793-7061 E-mail: hjh@hjhllc.com ODU IVU. v..vv. .. r ' HAANEN ENGINEERING Subject By Date ol I + IF iL _us ( Iyc LOP GCIJ/�)/I vG ( G t_J- 7- pt-f7t) Al 1 i l l ' I I � I ! ! � ( ► � I ....__I —-- ----1--.._ I ! I 254 Bay Rd. Queensbury, NY 12804 • Telephone: (518) 793-7444 • Fax: (518) 793-7061 E-mail: hjh®hjhllc.com Job No. 25-5 Sheet No. f ofP_ HAAMEN E=-PJGlr%IF-E=-Rlr-JG Subject 6i�-4 T- Xr-C4,OC II r3 t,4 fric—C. By Date 4-� 161 7 rrn1,,),s za, t f v l b, A If/ 2, 3 f t, -fo VW 16rJ4- L OIL' 7-010)-V4 F L- Sle l � 77,' A! IL Is C Li; 7 A w WS) .................... LILO /LI:2/0 22 2 2.,q my oil fit 7.) IT, Ell 1,6, 0! wi, I �"' 7 9 w Li 254 Bay Rd. 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Pohl a.►._1._.�e..cL 1 d 7 d .. .... r7l 7�T 9 ry C 4. t : j ® een bur NY 12304• • Telephone: 516 793-7444 � Fax: (5�18) 793-7061 E-mail: hJhQhJhilc.com 254 Bey Rd. Chu s y, p � } Job No. Sheet No. HAANEN ENGINEERING Subject By Date - — I I ! j I , I I. .I.. ' I I I � ' I �i .. ...I ...; •.i .. .i.. .. I i. .r_._.. ( �.. 04 � i2m � /�# 1Fe ew Go G/ q�z.�� . �,t� �'i , ns,n f i i I ; Ire 7744 log f ' + , i ►�3,�Z. I 3.1. . I.. .. ._�. ._.._.I ..._.LI_. . ._.. _.. aK. � _..'�__.__ ....._,._ . .. . .- - - ---•.fig.... -'- - - ( �' riot► . _,olTr�- - _4+ --1; ., _ .3; t'� . - --.. 1 1�14. i . .. I T . I l i �' •/f - , _ i } ..... I 11 .� f„�Ry►+ M/C( /I>vt ,c ,/iv�P c,77p� It T?-W6 r"D if 1I�� i io" P? 44 i I f , 1 i irk : II .. f [ ; �Z•f ..__ . �.. !" .� L.'.,�. (G'_ .. �-. �'/Z,�G6�vJ��T�J� I•-9-�•I ._ _�_t�+:�l�'- _ _. . _.,... __ i ! I _ 254 Bay Rd. • Queensbury, IVY i2804 ® Telephone: (518) 793-7444 Fax: (518) 70.7061 E-mail: hJh®hffllC.eom t Z,�S' �, t � � Jab No, S`� Sheet No. of� HAANEN ENGINEERING ` Subject By � l] Date � �3 1 P- - 7� ! rK-K. X_ J. •rt,��{!�.!� n�i feu" (� �/t��.,� rKa-+.c ;G✓i �(1_t ; ..- ✓!I`ft i •tii q,.' ii �I Lil�t� L!() l /�0 7iry 1 I ' I , I I _ , I --'I 1 ' I , .Iii..4- h ;IrGT-r`(r��✓t . �'ri�6 f� G I �N,� i , 1 d I`t ZI — T I 1 I - I � � `!-v-�?.77,J- . - I , I 1_��r � Sit, i -. i - rid�►'! ..> wi�-? (N .�t �� , ti s�� Tro v4 l I � �. C' -. L .... � �9. 1. 0 {S1i�._ Gol:✓G F,(GvISo r / Lqc J.o c sir_ . I - � 00 I ' i _ I I I • I 7 ,tip GIa4-6 ZP f I ' I _ I i 1 l I i .. ...I .. i. . 254 Bay Ad. • Queensbury, NY 12804 • Telephone: (518) 793-7444 Fax: (518) 793-7051 E-mall: hjh®hJhjfc.com I I Broad Strest • Glens Falls,New York 12801 • 51E-M-5039(Fox) . . s.y_ ae��rJlevator Inspection:Semces, Philip MUM C/O The 13reat Escape P.O.Box 511 Lake George,NY 12845 July 13,29M Dear Philip, At the time of your inspection of your dumbwaiter on V12/04,I found,violations itemized below that Wood.me to have the duunbwaiter locked out until time all repairs are made or the unit is replaced. Battier Frae,Elevators,Inc.will be contacting you with different quotes for mpairs or replacements. rKq E:l:' :First floor door interlock needs to be replaced ' Car U ht needs to be replaced and the top of the car light and outlet replaced. •:;i.:rr. �.'r,"-+ ,,1��3 ..,.iDck or padlock hasp installed on bottom access door. ` ' y`> kr"'4:-"':Emergency Pit,switch installed. Emergency release boxes installed. Replace car to counterweight cable. Y 7:' Re4hsten weight on slack cable switch. 8. Rabsten loose jmen field in hoist way and replace all missing box covers and interlock 9. Recommend installing gates and gate switches. . 'Clean machinery and starting contactors and control relays. Ct1711. Make repairs to 1"floor door handle and keeper. I am forwarding a copy of the letter to the Fire Marshall,Steven Smith,for his records.Please contact me for a new inspection-when repairs are made,or for acceptance if a new unit is installed. t0. IsIltOM Cut OFF SiIrcK eo C"EjtjfVCM D002 CfA CaflE, Sincerely,., AnO Darnley Acl. 95 r�Rs� w%N1M_ AOD �r@� t s Cope. Co,,,r,PLt�Nr, .PROTECTION, SYSTEM fElfll YUK EIG ;� SiGNAL CORP. INSPECTION REPORT 4 Glens Fdlls,T6chnical Park Glens trails,NY 12801 DATE OF ORDER, WORK ORDERED BY (518)798-9551 `'— 1 Fax(518)'792-5199 ORDER TAKEN BY PHONE P.O.NO. tpT- JOB NAME/NO. _ JOB LOCATION ';•�ti I ii �•. '"`_i�EL' ;JAIL? 1 �P�✓�!'(- f.._CJt�S%C'sf ��-,��US�d :�' INSTALLATIO14 DATE LAST INSPECTION I ♦ J INVOICE DATE JOB PHONE ! I r,%$YSTEM:INFOR141i4TION, `..,r� z" �•.,F_ ;� INFOMAT OBI \ SYSTEM EQUIPMENT MANUFACTURE SYSTEM INSTALLER ` R.O.R. i ,% -•'s}. �; L• S . Fixed Heat SYSTEM APPLICATION ' i Photoelectric Ion I TYPE OF SYSTEM { F 1 y 1-ter trC'" A/l Duct I MAINTENANCE PROGRAM BY Flame ! '= C:?f 1 (fir CIO it c>d� ✓C"� CALL LIST UP TO DATE rl ' Manual' El Nb O Cress Zone ! I•i- -�_{> REMARKS Single Zonet w ; I Contacts i ;.Sr+•,;; t+„y Motions l : Photobeam$ CQNTROL'PANEL` AGENT TANK COMMUNICATIONS DEVICES ! } r Water Flow! - Low ir ' sr sr is A.C.Voltage Weight ' A.C.Voltage Sprinkler Tamper I }7 v h ' D.C.with Load r- Last Hydro / D.C.Voltage sr D.C.without Load -�, Gauge Pressure ��°� D.C.withqutyLoad Air Hand. R,� �t rr C fU Serial# g" Door.Release { 4s Duct,Damper Equipment Shutdown ,, W°r A.C.Voltage a D-C.Voltage ;`'' o- Battery s `.. Detection Circuit V;; Audible Circuit f : , (j ., Remote Activation b' m' Audible Devices i _5 Visual Devices Pre.Discharge vr< Signs As Needed Selector Valvesr Piping Nozzles u ,y Tanks i i � `;,' { Gauges f - INSPECTOR la,- r �- Q" Pis ton ActlVator JJ '� )�� '• I =E, s I hereby acknowledge t o satisfactory completion r SYSTEM FUNCTIONAL Solenoid • of the above described work. Manual Release Time Data' € ❑ SYSTEM NON-FUNCTIONAL Remote Station Trans. A"'-_Ir' ti f w' Digital Dialer ;,n f (; El DISCREPANCIES �j/ 1 ((� . I NOTED ABOVE Voice Dialef „a , ll��.i + i/ j r' l/l1�"��/L�✓ Phone Line Signature(Title) }Date i JUN-20-2003 06:3.3A FROIh:FCSI 518-747-2518 70:7937237 P:2/3 r gxKVI lk,ItJ A it ICU no T kIN.1.h M b .Lit 4. 104 RE'Y OLDS RD.,FORT EDWAtRD,NY 12828 P(518)747-2567 VAX 747-2518 www.firecontrolsystemsine.com email info a',f recontlrulsystemsinc.c®rsr>I CONTRACTOR'S MATERIAL. a TEST CERTIFICATE FOR AEOVE(MOUND PIPING f KU(:bL)URF Upon completion of work, inxpeehrm and tests shall be made by the umliuwor!s repreSCnlatnyc and witnessed by an ownci's rclrrcNrnlativr. All defects shall be co"eeted and system I&in service hr;fcrre rontractol'$pewitnO finally Ioavc the job. A certiticatc shall be filled out curd tiiencd by ho(h representatives.Copies shall be prepurnd fm upprovrn�atlthorltios.owners and contractor. It is underinnd tho owner's rrpresentpUvr'S SiljnntRrC in nu way prejudice,any OWM agtll)sr epl(Il ackir fur faulty meknal,poor workmanship. At'failure to comply Willi uppruvinq authority's requirements or local oicinwices. PROF)KIN NAME - CANYON BLASTER PROPERTY ADDRES$ _. .GREAT.TSC.'APE,QUEENSBURY,NY iACCEI'TED BY M-1-140VINU AtJ-1-1iORI-IY('S)NAMES ADDRESS Pr_ANS INN I AI.I.A I'm c.•ONroR VIIS TO ACCEPTED PUYNS YES NO EQUIPMENT USED IS APNROVIA) YF,S NU IF NO.EXPLAIN DEVIATIONS IIAS MASON IN(-1 IAR(iH OF FIRE EQUIPMENT BEEN INSMRUC I'hl)AS'10 LOCATION VES NV OF CONTROL VALVES AND t:AKE AN.1)MAIM 1 LNANCT OF TI TS NrW TQlIIPMF,NT" INN().EXPLAIN INSTRUCTIONS I[AVE.COPIES OF APPROPRIA'1'k INMf T(7T70NS AND(:AU.AN I)MAIN ILNANC I:CI IARTS VES NO AND 1`FPA 13A BbEN I.1.''FI ON I-RHMljlXI IF NO,EXPLAIN LOC'AIJON SUPPLII?SKt.u[Is. OF SYSTEM NEW ADDITION MAKf? MODEL YEAROFMANUFA('Itlnl< ORlrl(GSIZE TFMPERATURE RA11NO VICTAULIIc Qk uPRIGIff. 2002 rr 155 SPRINkLEY,ki 1111):CONF1)KIWS I O NI-I'A l l 51ANDARD YES NO PIPE ASM F1TTNr1;('ONT'OKM TO NFP�� 13 STANDARD YES NU F17TLNGS IF Diu,E%TLAN ALARM ALARM DY.1ri(F MAXIMI)M'I INIF•1t)0PRRATE THROUGH TE$T PIPE VAL6h IYI•'IS MAKV.. MODEL MIN. OR FLOW MICA TOR _..._. DRY VAI.VF'. Q.0v MAI:b MODEL 'AAKF MODEL 67ICT'At11:,1.0 756 DRY 11I11'P: '11KAK IT)t'RTF WATER Alit 1All'1'OINY rIMT:wAm AI.ARM t)1'P:HA FIND THR1 TFIST PIPE PRESSURil PKlSS)UI(I.i tR PRLSSURE D1i1,IVTRFT) OPERATED r>sr r MIN. sir. PSI PSl PSI MIN six.. Y1-s No . . . wllutn;l —_. - q u u 06 95 30 25 30 VES Willi IF No.EXPLAIN JUH-20-2003 06:32A FROM:FCSI 518-747-2518 TO:7937237 P:1/3 OPERATION PNLUNATIC ELECTRIC f IYDRALILIC _ PIPING SUPER YES _. NO DE'TLC1 ION MEDIA SUPERVISED YES OR NO DELUGE& _DOES VAI VF OPFRATE FROM MANUAL TRIP ANWOR REMOTL CONTROL STATION YF5 OR NO PREACTION IS I HERE AN ACCESSISLE FACILITY IN EACH CIRCUIT FOR,TF STING YCS OR NO IF NO,REASON VALVES l MAKE i MODEL DOES EACH CIRCUIT OPERATE DOES EACH CIRCUIT ( MAXIMUM TIMF TO NA I SUPERVISION LOSS ALARM OPERATE VALVE RELEASE OPERATE RELEASE _ YF5 NO YES NO PIES NO YQKQ$TAT1C: hymstirt.test snail Ge maas al not less than 2D0 psi(13.6 bars',fur twu Irvuis VI$0 p91(3.4 bars)above%4C Pressure n excess of 150 psi(10 2 loin)fnr w hours.Differential dry-pipe valves clappers shall be lett upeu dutarg k1A IQ prevent darnoge.All aboveground piping leakage shall be stepped T£ST ELUSHING. Flory the required rate until water It:dear as Indkxd®d by no coliectinn ni tray-rt�n materiel in burlap baggy at uuL-L^such as DESCRIPTION hydrants and btoevoAs.Flu3h at low not less thon 400 GPM(1514tJminj'or 4'pipe.COD GPM(2771 L/min)tar 5'pipu,IbO GPM(2839 Unih)fur 6'pipe, 1U00 GPM(3785 Umin)for t'pipe,1500 GPM(5678 LJmin)ter 10 pipe aW 7u110 GPM(1510 Umin)for 12'pipe,When supply tunnol ptcducC 51fpulotcd tlgw rates obtain maximum avallahle PNGl1rsIA T&,' Establish 40 P31(2,7 bars)ul aI pressure and 11easufa drop wNch phall not exceed 1112 pal(0 t bars)In 74 hairs.Test PrIPMUrm tanM a:nwmal watm lavel and air pmssum and mea-u_rer air pressure drop whleh shall notexcool 1-112 psi(n 1 tmm in 74 timing. Q ALL PIPING HYDROSTATICALLY TESTEAT _ Z1O PSI FOR 2 HOURS IFNO,9fATERLASUN DRY PIPING PNEUMATICALLY TESTED YES NO EQUIPMENT OPERATES PROPERLY YES NO TESTS DRAIN �READIN6'01`GAGE L OCATEn NEAR WATER!iOPPLY'ICb`T PIPE RESIDU 1 PRESSURE WITH VALVE IN TEST PIPE OPEN WIDE TEST STATICPRFSHIJRE Qcr- psi y 6 pSl _ Underground males and IeadOla connections b system riaertahall be flushed before oonnoction made to sprinkler piping VERIFIED BY CCPIF 5 OF FORM NO 8513 YES NO IOTHER EXPLAIN FI 11Sf;ED BY INSTALLER OF UNDERGROUND PIPINO, YES NO 1 BLANK TESTING NUMBER USED I OCATI0NS NUMBER REMOVED CASKETS NA WELDED PI:'INU YES IF YES... IF NO,LAPLAIN WELDING DU YOU CERTIFY AS THE SPRINKLER CONTRACTOR THAT THE WELDING PPCGCDURFU COMPI Y YES NO WITH THE RLUUIRLMCNTS OF AT LEAST AWS D 10.9,LEVEL AR-3 DO YOU CERTIFY TtIATTHE WCLDING WAS PFRFORMEA BY WFI.DFR:QUALIFIED IN YES NO COMPLIANCE WITH THE REQUIREMENTS OF AT LEAST AW5 D10.9,LEVEL AR 3? DO YOU CETIFFY THAT WELDING WAS CARRIED OUT IN GOMPLIANGE WITH A 00(:t1MENTEO QUAL11Y YES NO CON TROT PROCEDURE TO INSURE THAT ALL DISC ARE RETRIEVED,THAT OPENINGS IN THE PIPING ARE SMOOTH.THAT 8(AG AND OTHER WELDING RESIDUE ARE REMOVED,AND 1 KAT THE INTERNAL DIAMETERS OF PIPING ARE NOT PENETRATED? HYDRAULIC NAMEPLATE PROVIDED I IF 1,10,EXPLAIN _ DATA NAMEPLATE YES NO DATE SYSTpM LEFT S=.VERVICE Wl1 H CONTROL VALVES OPEN REMARKS NAME OF SPRINKLER CONTRACTOR FIRE CONTROL SYSTEMS INC, _ TESTS WITNESSED Of SIGNATURES FAR PROPER WNER(SIGNED) TITLE DATF. _ s' F03? INKLE ,CT (S ED) 4TITLE DATE' O � " ADDIT,ONAL EXPLANATION5 AND NOTES