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AST-0091-2021 • • Office Use Only ) ADDITION/ALTERATION PERMIT Permit#: .M V—G4S \ 2QIZ( APPLICATION Permit Fee:$ 2.O Town of Quecnsbury 742 Bay Road,Queensbury,NY 12804 Invoice#: Z P:518-761-8256 www.queensbury.net Flood Zone? Y N eviewed ?'" Project Location: 1172 State Route 9 • Tax Map ID#: 288.20-1-20 Subdivision Name: • PROJECT INFORMATION: MAR 0 4 2391 TOWN OF QUEENSBURY TYPE: Residential X Commercial, Proposed Use: BUILDING& CODES Single-Family Two-Family Multi-Family(#of units ) _Townhouse Business Office Retail Industrial/Warehouse Garage (#of cars ) X Other(describe Amusement Park ADDITION SQUARE FOOTAGE: ALTERATION SQUARE FOOTAGE: 1st floor: 1st floor: 525 SF 2nd floor: 2nd floor: 3rd floor: 3rd floor: Basement (habitable space): Basement (habitable space): Total sq ft: Total sq ft: Scope of work to be done: Deconstruction and reconstruction of an elevated walkway for the entrance to the"Steamin' Demon"ride in the Great Escape Theme Park • Addition/Alteration Application Revised January 2021 ADDITIONAL PROJECT INFORMATION: 1. Estimated Cost of Construction:.$ $30,000 2. Source of Heat.(circle one):. Gas Oil Propane _War Other - Fireplaces/inserts need*a separate Fuel Burning Appliances &Chimney Application Located within Great 3. Are there any structures not shown on-the plot plan? X YES NO Explain: Escape Theme Park • 4.- Are.there any easements on,the property? YES X NO SITE INFORMATION: - Is'this a.corner lot? YES X NO •. Will the grade be.changed as a result.ofthe construction? YES X NO • What is the water source? X PUBLIC _PRIVATE WELL o What type-of wastewater system is on-the parcel? X SEWER PRIVATE SEPTIC DECLARATION: 1. I acknowledge that no construction shall be commenced. prior to the issuance of a valid permit and will be • completed within a 12 month period.Any changes to the approved plans prior to/during construction will require the submittal of amended plans,additional reviews.and re-approval. 2. If,for any reason,the building permit application is withdrawn,30%of the fee is retained by the Town of •Queensbury.After 1 year from the initial application date,100%of the fee is retained. 3. Ifthework is not completed by the .1 year expiration date the permit may b.e renewed, subject to fees and department approval.: 4. I certify that the application, plans and supporting materials are a true and a complete statement and/or description of the work proposed,that all work will be performed in accordance with the NYS Building Codes, local building laws and ordinances, and in conformance With local zoning regulations. $.. I acknowledge that prior to occupying the facilities proposed I, or my agents,, will,obtain .a certificate of occupancy. 6. I also understand that I/we-are-required to provide an as-builtsurvey by a licensed land surveyor of all-newly constructed facilities prior to issuance ofa certificate of occupancy. I:have read and.agree to the above: PRINT NAME.: -0.0C__. ---vi WO 0 a( - SIGNATURE DATE:31 2 q 2I Addition/Alteration Application Revised January 2021 CONTACT INFORMATION: PLEASE PRINT LEGIBLY OR TYPE, PLEASE INCLUDE AN EMAIL • Applicant: Name(s): Great Escape Theme Park, LLC (Rebecca Wood) Mailing Address, C/S/Z: 1172 State Route 9, Lake George, NY 12845 Cell Phone: ( ) Land Line: ( 518 ) 792-3500 Email: rwood@stfp.com • Primary Owner(s): Name(s): Same as Above Mailing Address, C/S/Z: Cell Phone: ( ) Land Line: ( Email: El Check if all work will be performed by property owner only • Contractor(s): (List all additional contractors on the back of this form) Contact Name(s): Dean Hyatt Contractor Trade: Work to be completed by Great Escape Theme Park Mailing Address, C/S/Z: 1172 State Route 9, Lake George, NY 12845 Cell Phone: ( 518 ) 955-0865 Land Line: ( 518 ) 792-3500 Email: dhyatt@sftp.com **Workers' Comp documentation must be submitted with this application** • Architect(s)/Engineer(s): Business Name: JARRETT Engineers,PLLC Contact Name(s): Robert U. Holmes, P.E. Mailing Address, C/S/Z: 12 East Washington Street, Glens Falls, NY 12801 Cell Phone: 1_ 51s ) 796-7381 Land Line: ( 518 ) 792-2907 Email: bholmes@jarrettengineers.com Contact Person for Compliance in regards to this project: Dean Hyatt Cell Phone: ( 518 ) 955-0865 Land Line: ( 518 ) 792-3500 Email: dhyatt@sftp.com Addition/Alteration Application Revised January 2021 a s r . PLEASE INCLUDE WITH YOUR SUBMITTAL: 1. Completed Additions/Alterations permit application THREE (3) COPIES OF THE FOLLOWING: 2. Structural drawings, which include: a. Signed &sealed architect or engineer stamp; IF the cost of construction is over$20,000 b. Floor plan, if applicable c. Foundation plan, if applicable d. Cross sections, if applicable e. Elevations, if applicable f. Window& Door schedules, if applicable—printed on the drawings is acceptable g. Calculation sheet for natural light,ventilation &.emergency egress, if applicable—printed on the drawings is acceptable 3. Plot plan, using a survey map if possible, which includes: a. Drawn to scale (i.e. 1 inch = 1-feet) b. Indicate proposed changes, with setbacks to property lines c. Include all structures on the property d. Include location of water supply(well or water lines) e. Include location &configuration of septic system or sewer line 4. REScheck(residential projects) or COMcheck(commercial projects), signed and stamped, if applicable — www.energycodes.gov 5. Workers' Comp insurance information for all contractors involved—REQUIRED, EVEN FOR SOLE PROPRIETORS ADDITIONAL IMPORTANT INFORMATION: 1. Any changes to the approved plans prior to or during construction will require the submittal of amended plans, additional reviews and re-approval. 2. If, for any reason, the building permit application is withdrawn, 30% of the fee is retained by the Town of Queensbury. After 1 year from the initial application date, 100% of the fee is retained. Addition/Alteration Application Revised January 2021 February 14,2020 Et E a • Geotechnical Evaluation Adirondack Outlaw n ,m, m Town of Queensbury Warren County, New York -jECEO \VEr: =mAR1 D TOWN OF QUEEN`BURY BUILDING& CODES F}$i- oal I -2-024 Prepared for: SIX FLAGS GREAT ESCAPE ®�Y 1172 State Route 9 F I LE Queensbury, New York 12804 /' .V t AEI• S * p4.. . ` 1'4. :0\*\ Prepared by: ' ' a C.T. MALE ASSOCIAI'ES ��. ;�� 50 Century Hill Drive Y` ' 43 Latham,New York 12110 ' * (518) 786-7400 FAX (518) 786-7299 C.T. Male Associates Project No:20.0140 Unauthorized alteration or addition to this document is a violation of the New York ©Copyright 2020 State Education Law. CT.MALE ASSOCIATES ENGINEERING,SURVEYING,ARCHITECTURE,LANDSCAPE ARCHITECTURE&GEOLOGY,D.P.0 C.T. MALE ASSOCIATES TABLE OF CONTENTS Page 1.0 INTRODUCTION. 1 2.0 PROJECT DESCRIPTION 1 3.0 SUBSURFACE INVESTIGATION PROGRAM 1 4.0 SUBSURFACE CONDITIONS 2 5.0 GEOTECHNICAL EVALUATION 3 5.1 Site Evaluation 3 5.2 Soil Liquefaction Assessment 3 5.3 Site Class Assessment&Spectral Accelerations 3 6.0 GEOTECHNICAL RECOMMENDATIONS 4 6.1 i.:Bile::PrKpaiatiTiaiS 4 6.2 Excavation Considerations 5 6.3 Foundations 5 6.4 Exterior Slabs 6 6.5 Retaining Walls 6 7.0 CLOSURE 7 TABLES Table 1: Seismic Design Parameters Table 2: Structural Fill Table 3: Retaining Wall Design Parameters APPENDICES Appendix A: Proposed Site Plan and Sections Appendix B: Test Boring Logs Appendix C: Geotechnical Laboratory Test Results Appendix D: Seismic and Liquefaction Analysis Documentation C.T. MALE ASSOCIATES 1.0 INTRODUCTION This report presents the findings of an investigation and geotechnical evaluation of the subsurface conditions present within the area proposed for the Adirondack Outlaw ride within the Six Flags Great Escape amusement park. The site for the proposed ride is located on the slope east of the Condor ride, south of Dan McGrew's restaurant, east of the Steamin' Demon ride, and north of the Sign Shop and Landscape/Park Services building. The approximate center of the proposed ride is at latitude 43.351120 and longitude-73.692060. The site's subsurface conditions have been investigated through the advancement of conventional test borings and laboratory testing of a select few of the recovered samples. From our evaluation of the conditions disclosed by this investigation,we have identified the Site Class and spectral accelerations applicable to the project and have developed recommendations for the design and construction of a foundation for support of the proposed ride and for the retaining wall to be constructed offset from three sides of the ride's foundation. This study has been performed in accordance with C.T. Male Associates proposal to Six Flags Great Escape, dated January 24,2020. 2.0 PROJECT DESCRIPTION The proposed location of the Adirondack Outlaw ride is an existing slope. Elevations increase from west to east, with an approximately 20-foot rise of the slope over the foundation width of the proposed ride. The ride will seat 16 people and consist of a center-mounted rotary arm with an 8-passenger gondola at each end. It is our understanding that the ride will be constructed such that its passenger access platform will be established at El.442.Fill will be placed to raise slope grades to this elevation,and a retaining wall constructed to support the earth pressures imposed by these grade increases as well as any surcharge pressures imposed on the wall by the ride's foundation. A proposed site plan and sections, with the approximate location of test borings superimposed on the site plan,is included in Appendix A. 3.0 SUBSURFACE INVESTIGATION PROGRAM The site's subsurface conditions were investigated on January 30, 2020 through the advancement of two test borings. A subcontractor, under the observation of a senior soil technician from our firm,advanced the test borings using an ATV-mounted Central Mine Equipment Model 550X drill rig. The test borings were advanced and cased against collapse through rotary drilling of 3 1/4-inch hollow stem augers. As the augers were advanced with depth, the overburden was sampled and its penetration resistance determined in general accordance with the procedures of ASTM Designation D-1586, "Standard Method for Penetration Testing and Split-Barrel Sampling of Soils". Sampling and -1 - C.T. MALE ASSOCIATES penetration resistance testing were conducted on a continuous basis to a depth of 12 feet and at nominal 5-foot intervals until the completion of the test borings. The technician monitoring the test borings recorded the standard penetration resistances, field classified the recovered samples, and placed representative portions of the samples in glass jars. The samples were brought to our laboratory, examined and, where necessary, refinements made to the field classifications. Test boring logs presenting the soil descriptions in accordance with the Burmister identification system and the records maintained in the field are presented in Appendix B. Laboratory tests were performed on a select few of the soil samples recovered from the test borings. Testing was performed in general accordance with the procedures of ASTM Designations D-6913, "Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis", and D-2216, "Standard Test Methods for the Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass". The test results are presented in a column of the test boring logs and in Appendix C. 4.0 SUBSURFACE CONDITIONS Both test borings were advanced through asphalt pavement walkways adjacent to the proposed ride location. Test boring B-1 was advanced at the toe of the slope to a depth of 39 feet, from an existing ground surface of El. 422. Test boring B-2 was advanced to a depth of 32 feet at the top of the slope, from an existing ground surface of El. 440. The soils encountered directly underneath this pavement were generally consistent at both test boring locations. Fine sand deposits interbedded with layers of coarser sand containing small amounts of gravel, each containing minor amounts of silt,extended the full depth of both test borings. At the location of test boring B-1, a cobble may have been encountered within this sand deposit between a depth of 14 and 21 feet. Test boring B-1 was terminated before the planned 50-foot depth of exploration due to "running sand" conditions. "Running sand" conditions may occur in deposits of sand below the groundwater table whereupon the sandy soils "flow" into the hollow stem of the auger casing, preventing sampling from occurring at the proper depths. Although measures were taken during drilling operations to reduce this condition,"running sand" of up to 4 feet into the augers was experienced, preventing test boring B-1 from being taken to the planned depth. Based on our experiences drilling elsewhere within the park and our understanding of the local soil conditions,this sand deposit extends to depths in excess of 50 feet. Standard penetration resistance values (N-values) ranged from 2 to 32 blows per foot within the overburden, with a weighted average value of 12 blows per foot, corresponding to an overall firm relative compactness. During drilling and sampling,water was observed to be present within the auger casing at the location of test boring B-1 at a depth of 24 feet.Water was not observed at any point -2- C.T. MALE ASSOCIATES during or at the completion of drilling at the location of test boring B-2 advanced at the top of the slope. 5.0 GEOTECHNICAL EVALUATION 5.1 Site Evaluation The soils underlying the site are suitable for supporting the proposed ride through the use of a mat foundation. Grades should be raised on the slope through placement of Structural Fill to establish the final foundation bearing grade. A retaining wall will be required to support the raised grades. Groundwater is not expected during site development or foundation construction. 5.2 Soil Liquefaction Assessment The liquefaction potential of the soils encountered at the site was evaluated using the computer program LiquefyPro, Version 4.3. Input into the program included N-values from samples in test boring B-1,the depth to the groundwater table,percent of fines from lab testing, assumed total unit weight for the soil, and the earthquake magnitudes and peak ground acceleration. Analyses were performed using the mean (maximum) earthquake moment magnitude of 5.65 and the modal (most likely) earthquake moment magnitude of 4.90 as determined by the online USGS Unified Hazard Tool. A peak ground acceleration of 0.188g was used assuming the soils would not experience liquefaction and that they would then fit the Site Class D definition,as given by the USGS Seismic Design Maps online tool. The liquefaction potential was evaluated according to Robertson & Wride's Method (1997) published in the Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Settlement induced by the design earthquake was evaluated according to the Ishihara/Yoshimine Method. The results of the analyses indicate that under the evaluated mean and modal earthquake events, liquefaction will not occur and seismically induced settlement will be on the order of one inch and one- quarter inch, respectively. Results from the USGS Seismic Design Maps, USGS Unified Hazard Tool, and LiquefyPro are included in Appendix D. 5.3 Site Class Assessment & Spectral Accelerations Since the site's overburden does not fit any of the soil profile characteristics which would place it into the Site Class F category, it does not fit that site class designation. Although the weighted average N-value within the overburden is less than 15 blows per foot, our experience with geologically similar soils indicates that the weighted average shear wave velocity within the material is expected to exceed 600 feet per second. Therefore, based upon this weighted average shear wave velocity, the soil profile fits the Site Class D definition given in the New York State Building Code and Chapter 20 of ASCE 7. For this Site Class, the mapped spectral accelerations (Ss&Si), Site Coefficients (Fa &Fv), and the Design Spectral Response Accelerations (Sips &Sin) applicable to the project are listed in -3 C.T. MALE ASSOCIATES Table 1 and were determined using the USGS Seismic Design Maps online tool under the ASCE 7-10 design standard for Risk Category II. Table 1 Seismic Design Parameters Site Class or Design Parameter Description Parameter Site Class 0.2 second Mapped Spectral Response Acceleration (Se) 0.237g 1.0 second Mapped Spectral Response Acceleration(Si) 0.082g Site Coefficient,Fa 1.600 Site Coefficient,F, 2.400 Design Spectral Response Acceleration at Short Periods (SDS) 0.252g Design Spectral Response Acceleration at 1-Second Period (Six) 0.131g Peak Ground Acceleration (PGA) 0.120g Peak Ground Acceleration Adjusted for Site Class (PGAM) 0.188g 6.0 GEOTECHNICAL RECOMMENDATIONS 6.1 Site Preparation Site preparation should begin with the removal of existing structures and their foundations and floor slabs,brush,grass,topsoil,asphalt,and any other surficial material within the ride or fill area footprint. Existing site utilities within the work area should be removed and rerouted around the same. The soils excavated for construction of the retaining wall foundation may be used to backfill its excavation as well as be used as Structural Fill to raise grades behind the retaining wall. Upon construction of the retaining wall, fill placement behind the wall should progress in maximum loose lift thicknesses of 12 inches. In making each lift, a bench should be cut into the existing slope for a distance of at least 5 feet, with the soils removed from the slope to form the bench used as fill material for the lift's construction. The subgrade exposed by across this bench should be thoroughly proofrolled and compacted through several (at least 6) passes of.a smooth drum vibratory roller with a static weight of at least 10 tons. Any areas which become unstable, as evident by "pumping and weaving" of the subgrade under the passing roller, should be undercut and stabilized through the backfilling of the same with well compacted Structural Fill. The Structural Fill placed to form each lift should be compacted to a dry density equal to at least 95 percent of the soil's maximum dry density as it is defined by ASTM -4- . C.T. MALE ASSOCIATES Designation D-1557, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort". Structural Fill for elevating the existing grades behind the retaining wall may consist of soils removed in the construction of benches into the existing slope and/or an imported run-of-bank sand or sand and gravel blend which conforms to the requirements of Article 733-11 of the New York State Department of Transportation (NYSDOT) Standard Specifications; the gradation requirements for which are listed in Table 2. Table 2 Imported Structural Fill Sieve Size Percent Finer by Weight 4Inch 100 No. 40 0 to 70 No. 200 ' 0 to 15 We caution that compaction of Structural Fill within 3 feet of the back of the retaining wall should be performed using "light" compaction equipment such. as walk-behind vibratory rollers with a static weight no greater than 1 ton. The use of a vibratory roller of greater size and weight should be strictly prohibited. In addition,fill placement behind the wall should not be performed until the time approved by the structural engineer responsible for the wall's design. 6.2 Excavation Considerations Groundwater is not expected during.foundation excavation and site development. Based on the subsurface materials encountered, we recommend classifying the overburden soils as "Type C" soils in accordance with the Occupational Safety and Hazard Administration(OSHA) excavation standards. These types of soil require slopes no steeper than 1.5 horizontal to 1 vertical (1.5H:1V) for excavations shallower than 20 feet.We recommend that excavations be performed at the site by qualified personnel,and all OSHA guidelines for excavation be closely followed. All excavations should be continuously monitored for ground movement; if any signs of distress are observed, the geotechnical engineer of record should be notified immediately. 6.3 Foundations It is our understanding that a mat foundation is planned to support the proposed ride. The foundation is to be constructed on the raised grade behind the retaining wall. Based on provided ride drawings, the foundation is expected to be at least 15 feet by 25 feet in plan. To limit total and differential settlement to less than 1 inch and one-half of an inch, respectively, we recommend that the pressure imposed by the foundation not exceed -5- C.T. MALE ASSOCIATES 4,000 pounds per square foot.All foundations should bear at least 5 feet below the lowest adjacent exterior grade to afford their frost protection. Prior to placing concrete to construct the foundation, its bearing grade should be dry, stable, and free of any standing water, mud, or frost, and well compacted through 6 or more passes of a smooth drum roller with a static weight of at least 10 tons. Following foundation construction,it should be backfilled with the excavated site soils or imported Structural Fill. The backfill should be placed and compacted as previously described in this report. 6.4 Exterior Slabs Exterior slabs should be provided with a subbase course of Type 2 Subbase at least 6 inches in depth. This material should consist of crusher-run stone that conforms to the requirements of Type 2 material,Article 304-2.02 of the NYSDOT Standard Specifications. Prior to placing the subbase, the slab's subgrade should be thoroughly proofrolled and compacted through several passes of a vibratory plate compacted or walk-behind vibratory drum roller. So compacted over a firm, stable subgrade, it should offer a modulus of subgrade reaction of at least 200 pounds per cubic inch. 6.5 Retaining Walls The parameters listed in Table 3 are recommended for use in analyzing the stability of the reinforced concrete retaining wall recommended adjacent to the ride foundation. Table 3 Design Parameters for Retaining Walls Design Parameter Value Total Unit Weight of Soil Backfill 125 pcf Friction Angle of On-Site Sands 30° Friction Angle of Imported Structural Fill 34° Earth Pressure Coefficients (Level Backfill) • Active 0.283 • At-Rest 0.441 • Passive 3.537 Surcharge Pressure Imposed on Wall from Ride Foundation Friction Factor (Concrete/Soil Interface) 0.55 Maximum Allowable Foundation Edge Pressure 4,000 psf Minimum Factor of Safety Against Sliding/Overturning 1.50 -6 - C.T. MALE ASSOCIATES *Note: Design surcharge pressure applied on the retaining wall should be equivalent to the foundation pressure multiplied by the active earth pressure coefficient and should be applied uniformly from the bottom of the foundation to the bottom of the retaining wall. 7.0 CLOSURE This report has been prepared.to assist Six Flags Great Escape in the development of the proposed Adirondack Outlaw ride at the park in Queensbury, New York. The recommendations have been developed from our interpretation of the project site's subsurface conditions disclosed through subsurface explorations and our understanding of the basis of design as it was described herein. No other warranties, expressed or implied, are made. Respectfully Submitted, C.T. MALE ASSOCIATES John Scheetz,P.E. Christopher M. Shaver,P.E. Geotechnical Engineer Project Manager j.scheetz@ctmale.com c.shaver@ctmale.com -7- STK5ON EXIT(STAIRS) 'GM' / .m:mw.vu. :>vn. 1."—C r i ��•: .V I ' RED U/Il ' '0: •••••'' Millai BARD I � •c' S?:' :�2:�i:fi,> u:CCCCC' I / es 1■■■■■ ■:::I LIMIT LADIES �: :i 1■■■■■I■■■■I I F::;:%:'s2':`;: `. iiii�unniiiiiiiLtkummu l \\(/ ni 'mums. in I/ IENS I : ■■■■■■1j��■I DAN McGREWS I I'If,: ••• IIOOM I :: :j I ^" \ I I I I I �` I �'a \ I I oP"�- 1Iii /11 MILY � xnix� .[aii��xie''ie11xeiix,'��ii� u .�n�P CONDOR TROOM '' `,11.i ''ti�tii' `"'tI 6J� EROSION ANDSE D�IMENe TCaONTROL NOTEtt . 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DM.No:19-0537 C.T.Male Associates BORING NUMBER B-1 ERE 50 Century Hill Drive PAGE 1 OF 2 WEELatham,NY 12110 Telephone: (518)786-7400 Fax: (518)786-7299 CLIENT Great Escape-Six Flags PROJECT NAME Adirondack Outlaw PROJECT NUMBER 20.0140 PROJECT LOCATION Queensbury,New York DATE STARTED 1/30/20 COMPLETED 1/30/20 GROUND ELEVATION 422 ft HOLE SIZE 6 1/2 inches DRILLING CONTRACTOR QC/QA Laboratories GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger 3.25"ID • AT TIME OF DRILLING --- LOGGED BY R.Smaka CHECKED BY•J.Scheetz AT END OF DRILLING --Not Measured NOTES CME 550X ATV Rig,2"Spoon AFTER DRILLING -- w ATTERBERG I— }}a w w o LIMITS w • DEPTH =0 m WE �Z3 H� H - DEY Z U Z ELEV. 0-0 MATERIAL DESCRIPTION Li;g >,_,,EC 0 D¢ w 4.2 Z Q to w ,,1— F.H U O o(ft) Z oz 8 � �� � gza w CO I 0_ ❑ U a- z 0 a 422 SAND:Brown,dry,loose,Organic fine to medium SAND,trace coarse gravel,trace silt - XSS 3-2-2 1 78 (4) -Grades Orange brown,fine SAND,little silt from 2.0' SS 2-3-2-2 O 2 71 (5) w o COo 5 SS 75 3-3-3-2 • 5 417 3 (6) o U_ _ z -Grades Light brown,firm from 6.0' 0 o_ SS 79 3-3-8-11 • 4 (14) o -Grades loose,fine to medium SAND,trace silt from 8.0' w ~• _ SS 58 4-4-5-44 5 (9) 5 • • 10 • 412 -Gravel piece in shoe of SS-5 o -Grades firm,trace fine gravel from 10.0' SS 9-8-11-10 W 6 71 (19) 2 3 • - - Y 0 N -Possibly pushed a cobble from 14.0'to 21.0' 0 15 0SS 22-29-38-32 5 407 7 0 (67) D o I-- z o . - - z m 0 co • o 20 SS 100/1" • 402 (Continued Next Page) C.T.Male Associates BORING NUMBER B-1 ERERE 50 Century Hill Drive PAGE 2 OF 2 2110 ��a Latham, epho Ne: Telephone: (518)786-7400 Fax: (518)786-7299 CLIENT Great Escape-Six Flags PROJECT NAME Adirondack Outlaw PROJECT NUMBER 20.0140 PROJECT LOCATION Queensbury,New York ATTERBERG 1— w o w w o LIMITS W a DEPTH U 1-uul o— �F- e- I— D1- z ELEV. ¢ MATERIAL DESCRIPTION a? o CC m 0> Y v D Q -H o f p o .. (ft) o ¢z w Uz O > 26 2.� g.- wz w 20 co a a ❑ 0 a a z 402 SAND:Brown,dry,loose,Organic fine to medium SAND,trace \/ 8 0 ' 0 coarse gravel,trace silt(continued) �X\ Augering slow to 21.0',then fast to 24.0' -Becomes wet,fine to coarse SAND,little silt,little fine gravel 397 9 58 (9-1-2-1 15 11 ) 0 Ca- o - o 0 m ?- 0 z- -Running sands encountered at 29'.Head of water added to augers. 0 30 -Grades trace silt,trace fine gravel from 29.0' SS 4-2-3-5 392 10 79 (5) U •2- o W O 0- tii o Q_ 0 0) W rt 35 SS 11-4-3-4 387 •.' 11 92 (7) 21 2 m 0 i o- 0 • N a IL m - 0) 0 z -Running sands approximately 4'up into augers when attempting 3 to sample at 39.0',boring terminated Borehole backfilled with soil cuttings upon completion of drilling z Bottom of borehole at 39.0 feet. 7 J O U 2 m 2 WU OF w C.T.Male Associates BORING NUMBER B-2 EEN50 Century Hill Drive PAGE 1 OF 2 WEEWEELatham,NY 12110 Telephone: (518)786-7400 Fax: (518)786-7299 CLIENT Great Escape-Six Flags PROJECT NAME Adirondack Outlaw PROJECT NUMBER 20.0140 PROJECT LOCATION_Queensbury,New York DATE STARTED 1/30/20 COMPLETED 1/30/20 GROUND ELEVATION 440 ft HOLE SIZE 6 1/2 inches DRILLING CONTRACTOR QC/QA Laboratories GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger 3.25"ID AT TIME OF DRILLING --- LOGGED BY R.Smaka CHECKED BY J.Scheetz AT END OF DRILLING —Not Encountered NOTES CME 550X ATV Rig,2"Spoon AFTER DRILLING -- w ATTERBERG I- a o z W o_ LIMITS W DEPTH U w co flu 1 S F z — a 0 MATERIAL DESCRIPTION _g >a D p Q w z a w'g I- Fv-.I- co Ov o ELEV. C7 Qz W Uz o RO g-7 gm �z w 0 CO IY a 0 v a a z 440 111111 Asphalt Pavement and Subbase (SP)SAND:Brown,dry,loose,fine to medium SAND,trace silt, - - trace fine gravel SS 72 4-3-3 1 (6) -Grades fine SAND,no gravel from 2.0' _ _ SS 42 1-1-1-2 0 2 (2) 0 z o m 5 ' SS 58 4-2-2-2 F- 435 3 (4) o z -Grades fine to coarse SAND from 6.0' • o SS 2-3-5-11 5 4 25 (8) U -Grades fine Sand,little silt from 8.0' W _ SS 58 3-3-3-3 5 (6) 10 Q 430 -Grades Brown-gray,no silt from 10.0' 0 SS 50 4-4-7-6 W 6 (11) 0 a_ - Y O 0 N • - - -Grades fine to medium SAND from 13.0' 0 c? 15 SS 2-4-4-12 • 425 ':. 7 75 (8) CO 7 CO z CO z 7 o-CO w -Grades firm,fine to coarse SAND from 19.0' o , Ili 20 r .. . X SS 12-15-17-16 420 (Continued Next Page) C.T.Male Associates BORING.NUMBER B-2 50 Century Hill Drive PAGE 2 OF 2 Latham, e: 12110 Telephone: (518)786-7400 Fax: (518)786-7299 CLIENT Great Escape-Six Flags PROJECT NAME Adirondack Outlaw PROJECT NUMBER 20.0140 PROJECT LOCATION Queensbury,New York ATTERBERG I- a o iz W o LIMITS w DEPTH = �w > ��� W > � z ELEV. < MATERIAL DESCRIPTION a m Q • (ft) Qz w Uz O �O �� g ,z w 20 co o' a a U a_ a z 420 ' (SP)SAND:Brown,dry,loose,fine to medium SAND,trace silt, X 8 42 (32) _ ▪ trace fine gravel(continued)- • -Grades little fine gravel from 24.0' 25 SS 3-8-12-12 a 415 9 54 (20) • - J 0 Z O O Z ▪ -Grades trace silt from 29.0' 0 30 SS 12-10-15-18 410 :' • 10 17 (25) � FBorehole backfilled with soil cuttings upon completion of drilling w Bottom of borehole at 31.0 feet. J U 0 0 O 0 U U w 0 9, m O O 0 N 0 0 m g 0) 0 CO I Z 0 CO • Z 0 O U 2 co 2 U w F O w C.T. Male Associates [AIliiI Sieve Analysis Geotechnical Engineering Laboratory WME Project: Adirondack Outlaw Sample ID: B-1, SS-6 Date Tested: 2/3/2020 Lab No: Location: Queensbury, NY CTM Project No: 20.0140 Client: Great Escape- Six Flags Visual Description : Gravel Sand Silt&Clay Coarse Gravel I Fine Gravel Coarse I Medium Sand I Fine Sand Sand 2° 1" aka' '/i ale 'Ia°No.4 No.10 No.40 No.100 No.200 Hydrometer • • I 'i ' i' i I IT- i - ' I 100 11 I � 1 1 90 80 III I I 1 I I I —LI — 70 t I 60 re —I+ I I — -- 50 `m e LL w 40 m 1 Io t — — — 30 ° I 20 1 10 1 II I \------01II I ,I - I 0 100 10 1 0.1 0.01 0.001 Particle Size(mm) Sieve %Passing Composition 3 in. 100.00% Gravel Sand Fines 3/4 in. 100.00% Coarse Fine Coarse Medium Fine Silt I Clay No.4 91.70% 0.00% 8.30% 1.20% 57.70% 29.90% _ 2.90% No. 10 90.50% No.40 32.80% Sample Index Properties No. 200 2.90% _ D10 (mm) Coefficient of Uniformity, Cu - D30 (mm) - Coefficient of Curvature, Cc - D60(mm) - Liquid Limit, LL - Plastic Limit, PL - Plasticity Index, PI - Moisture Content(%) 2.2 66490556.Asx C.T. Male Associates ma Sieve Analysis {I Geotechnical Engineering Laboratory [LEE Project: Adirondack Outlaw Sample ID: B-1, SS-9 Date Tested: 2/3/2020 Lab No: Location: Queensbury, NY CTM Project No: 20.0140 Client: Great Escape-Six Flags Visual Description : Gravel Sand Silt&Clay Coarse Gravel I Fine Gravel Coarse I Medium Sand I Fine Sand Sand 2" 1" 34 '1a a/e '4"No.4 No.10 No.40 No.100 No.200 Hydrometer ,• • 1 I 1I I I I I 1 1 - 100 I I I I I__ - 90 t-- - 80 I 1 - it I i` I I I i - 70 °� -- I 1 1 - 60 � � III m -H— I- I-- I --- -- 50cls II I I I I is- Im I I 1TE 1 -- - 30 a II I I I II I I - 0 100 10 1 0.1 0.01 0.001 Particle Size(mm) Sieve %Passing Composition 3 in. 100.00% Gravel Sand Fines 3/4 in. 100.00% , Coarse Fine Coarse Medium Fine Silt Clay No.4 86.10% 0.00% 13.90% ' 20.40% 35.30% 19.30% 11.10% No. 10 65.70% No.40 30.40% Sample Index Properties N-o. 200 11.10% D10(mm) - Coefficient of Uniformity, Cu - D30(mm) - Coefficient of Curvature, Cu - D60 (mm) - Liquid Limit, LL - Plastic Limit, PL - Plasticity Index, PI - Moisture Content(%) 15.3 66590556.1dsx C.T. Male Associates Sieve Analysis EIEEIIIi1 Geotechnical Engineering Laboratory WM, M Project: Adirondack Outlaw Sample ID: B-1, SS-11 Date Tested: 2/3/2020 Lab No: Location: Queensbury, NY CTM Project No: 20.0140 Client: Great Escape-Six Flags Visual Description : Gravel Sand Silt&Clay Coarse Gravel I Flee Gravel SandCoarse I Medium Sand I Fine Sand 2" 1" 1/4' 'Fi ale v.,.No.4 No.10 No.40 No.100 No.200 Hydrometer • Il � • •Ir I , I I I I .I � I - 100 1 1I _ 1 I 90 1 1 I 80 1 I 70 e I _ ____ I I I I I 60 iii — I 1 m f-- i 50 0 40 m I i 0 I I I I II ::• - 10 I I I I I - I I I I . , - I I I I 0 100 10 1 0.1 0.01 0.001 Particle Size(mm) Sieve %Passing Composition 3 in. 100.00% Gravel Sand Fines 3/4 in. 100.00% Coarse Fine Coarse Medium Fine Silt Clay No.4 98.80% 0.00% 1.20% 2.40% 41.40% 52.70% 2.30% No. 10 96.40% No.40 55.00% Sample Index Properties No. 200 2.30% D10 (mm) - Coefficient of Uniformity, Cu - D30 (mm) - Coefficient of Curvature, Cu - D60 (mm) - Liquid Limit, LL - Plastic Limit, PL - Plasticity Index, PI - Moisture Content(%) 20.8 66390556.tdsx C.T. MALE ASSOCIATES APPENDIX D Seismic and Liquefaction Analyses Documentation 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title._. { "request": { "date": "2020-02-06T21:13:48.684Z", "referenceDocument": "ASCE7-10", "status": "success", "url": "https://earthquake.usgs.gov/ws/designmaps/asce7-10.json? latitude=43.35112&longitude=-73.69206&riskCategory=II&siteClass=D&title=Adirondack Outlaw", "parameters": { "latitude": 43.35112, "longitude": -73.69206, "riskCategory": "II", "siteClass": "D", "title": "Adirondack Outlaw" } }, "response": { "data": { "pgauh": 0.12, "pgad": 0.5, "pga": 0.12, "fpga": 1.56, "pgam": 0.188, "ssrt": 0.237, "crs": 0.908, "ssuh": 0.261, "ssd": 1.5, "ss": 0.237, "fa": 1.6, "sms": 0.379, "sds": 0.252, "sdcs" "B", "slrt": 0.082, "cr1": 0.894, "sluh": 0.091, "s1d": 0.6, "s1": 0.082, "fv": 2.4, "sm1": 0.196, "sd1": 0.131, "sdcl": "B", "sdc": "B", "t1": 6, "t-sub-1": 6, "twoPeriodDesignSpectrum": [ [ 0, 0.101 ], [ 0.025, 0.138 ], [ 0.05, 0.174 1, [ 0.1, 0.247 ], [ 0.103, 0.252 ], https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title=Adironda... 1/19 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title... 0.15, 0.252 ], 0.2, 0.252 ], 0.25, 0.252 0.3, 0.252 ], 0.35, 0.252 0.4, 0.252 0.45, 0.252 ], 0.5, 0.252 ], 0.517, 0.252 ], 0.55, 0.237 ], 0.6, 0.218 ], 0.65, 0.201 0.7, 0.187 0.75, 0.174 0.8, 0.163 ], 0.85, 0.154 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title=Ad ironda... 2/19 • 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title... 0.9, 0.145 [ 0.95, 0.137 [ 1, 0.131 1.05, 0.124 [ 1.1, 0.119 7, [ 1.15, 0.114 [ 1.2, 0.109 �, 1.25, 0.104 11 1.3, 0.1 , [ 1.35, 0.097 1.4, 0.093 ], [ 1.45, 0.09 [ 1.5, 0.087 [ 1.55, 0.084 ], [ 1.6, 0.082 [ 1.65, 0.079 [ 1.7, https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&long itude=-73.692060&riskCategory=ll&siteClass=D&title=Adironda... 3/19 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=11&siteClass=D&title... 0.077 ], 1.75, 0.075 1.8, 0.073 1.85, 0.071 • ], 1.9, 0.069 ], 1.95, 0.067 ], 2, 0.065 ], 2.05, 0.064 2.1, 0.062 ], 2.15, 0.061 ], 2.2, 0.059 ], 2.25, 0.058 2.3, 0.057 ], 2.35, 0.056 2.4, 0.054 ], 2.45, 0.053 2.5, 0.052 https://earthq uake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&site Class=D&title=Ad ironda... 4/19 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title... 2.55, 0.051 2.6, 0.05 ], 2.65, 0.049 ], 2.7, 0.048 ], 2.75, 0.047 ], 2.8, 0.047 ], 2.85, 0.046 2.9, 0.045 2.95, 0.044 ], 3, 0.044 ], 3.05, 0.043 ], 3.1, 0.042 3.15, 0.041 3.2, 0.041 3.25, 0.04 3.3, 0.04 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=11&siteClass=D&title=Ad ironda... 5/19 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title... 3.35, 0.039 3.4, 0.038 3.45, 0.038 3.5, 0.037 3.55, 0.037 3.6, 0.036 3.65, 0.036 �; 3.7, 0.035 3.75, 0.035 3.8, 0.034 3.85, 0.034 ], 3.9, 0.033 3.95, 0.033 4, 0.033 4.05, 0.032 4.1, 0.032 https://earthquake.usgs.gov/ws/design maps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title=Ad ironda... 6/19 • 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=11&siteClass=D&title... 4.15, 0.031 ], 4.2, 0.031 ], 4.25, 0.031 ], 4.3, 0.03 ], 4.35, 0.03 ], 4.4, 0.03 ], 4.45, 0.029 ], 4.5, 0.029 ], 4.55, 0.029 ], 4.6, 0.028 ], 4.65, 0.028 ], 4.7, 0.028 ], 4.75, 0.027 4.8, 0.027 ], 4.85, 0.027 ], 4.9, 0.027 ], 4.95, https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=11&siteCl ass=D&title=Adirond a... 7/19 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title... 0.026 5, 0.026 5.05, 0.026 5.1, 0.026 5.15, 0.025 5.2, 0.025 5.25, 0.025 5.3, 0.025 5.35, 0.024 5.4, 0.024 5.45, 0.024 5.5, 0.024 5.55, 0.024 5.6, 0.023 5.65, 0.023 5.7, 0.023 �, 5.75, 0.023 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&long itude=-73.692060&riskCategory=ll&siteClass=D&title=Ad ironda... 8/19 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title... ], 5.8, 0.023 5.85, 0.022 ], [ • 5.9, 0.022 ], 5.95, 0.022 ], 6, 0.022 ], 6.05, 0.021 ], 6.1, 0.021 ], 6.15, ], 0.021 6.2, 0.02 6.25, 0.02 ], 6.3, 0.02 1, 6.35, 0.019 ], 6.4, 0.019 ], • 6.45, 0.019 ], 6.5, 0.019 ], 6.55, 0.018 ], https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title=Ad ironda... 9/19 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title... [ 6.6, 0.018 ], [ 6.65, 0.018 ], [ 6.7, 0.017 ], [ 6.75, 0.017 ], [ 6.8, 0.017 [ 6.85, 0.017 [ 6.9, 0.016 • ], [ 6.95, 0.016 ], [ 7, 0.016 ] ], "twoPeriodMCErSpectrum": [ [ 0, 0.151 ], [ 0.025, 0.206 ], [ 0.05, 0.261 ], [ 0.1, 0.371 ], [ 0.103, 0.379 ], [ 0.15, 0.379 ], [ 0.2, 0.379 https://earthquake.usgs.gov/ws/design maps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title=Ad frond... 10/19 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title... [ 0.25, 0.379 [ 0.3, 0.379 ], [ 0.35, 0.379 [ 0.4, 0.379 [ 0.45, 0.379 ], [ 0.5, 0.379 �, [ 0.517, 0.379 0.55, 0.356 ], [ 0.6, 0.327 ], [ 0.65, 0.301 ], [ 0.7, 0.28 0.75, 0.261 ], [ 0.8, 0.245 ], [ 0.85, 0.23 ], 0.9, 0.218 ], [ 0.95, 0.206 I https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title=Adirond... 11/19 . 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title... 1, 0.196 ], 1.05, 0.187 ], 1.1, 0.178 ], 1.15, 0.17 ], 1.2, 0.163 ], 1.25, 0.157 ], 1.3, 0.151 ], 1.35, 0.145 1.4, 0.14 ], 1.45, 0.135 ], 1.5, 0.131 ], 1.55, 0.126 ], 1.6, 0.122 ], 1.65, 0.119 ], 1.7, 0.115 ], 1.75, 0.112 ], https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title=Ad frond... 12/19 • 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title... 1.8, 0.109 1.85, 0.106 ], 1.9, 0.103 1.95, 0.1 2, 0.098 ], 2.05, 0.096 2.1, 0.093 I 2.15, 0.091 ], 2.2, 0.089 ], 2.25, 0.087 ], 2.3, 0.085 ], 2.35, 0.083 2.4, 0.082 ], 2.45, 0.08 ], 2.5, 0.078 ], 2.55, 0.077 • 2.6, https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title=Adirond... 13/19 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title... 0.075 [ 2.65, 0.074 [ 2.7, 0.073 [ 2.75, 0.071 [ 2.8, 0.07 [ 2.85, 0.069 [ 2.9, 0.068 2.95, 0.066 3, 0.065 [ 3.05, 0.064 [ 3.1, 0.063 [ 3.15, 0.062 [ 3.2, 0.061 [ 3.25, 0.06 [ 3.3, 0.059 [ 3.35, 0.058 [ 3.4, 0.058 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title=Adirond... 14/19 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title... [ 3.45, 0.057 , [ 3.5, 0.056 ], [ 3.55, 0.055 ], 3.6, 0.054 ], [ 3.65, 0.054 ], 3.7, 0.053 ], [ 3.75, 0.052 ], [ 3.8, 0.052 ]/ [ 3.85, 0.051 ], [ 3.9, 0.05 [ 3.95, 0.05 ], [ 4, 0.049 ], [ 4.05, 0.048 ], [ 4.1, 0.048 ], [ 4.15, 0.047 ], [ 4.2, 0.047 ], https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&long itude=-73.692060&riskCategory=l l&siteClass=D&title=Ad frond... 15/19 • 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title... [ 4.25, 0.046 ], [ 4.3, 0.046 ], [ 4.35, 0.045 ], [ 4.4, 0.045 ], [ 4.45, 0.044 ], [ 4.5, 0.044 ], [ 4.55, 0.043 ], [ 4.6, 0.043 • ],. [ 4.65, 0.042 ], [ 4.7, 0.042 ], [ 4.75, 0.041 ], 4.8, 0.041 [ 4.85, 0.04 ], [ 4.9, 0.04 ], 4.95, 0.04 ], [ 5, 0.039 ], [ https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=11&siteClass=D&title=Ad i rond... 16/19 • 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title... 5.05, 0.039 ], [ 5.1, 0.038 ], [ 5.15, 0.038 ], [ 5.2, 0.038 ], 5.25, 0.037 ], [ 5.3, 0.037 , [ 5.35, 0.037 5.4, 0.036 5.45, 0.036 ], [ 5.5, 0.036 [ 5.55, 0.035 ], 1 [ 5.6, 0.035 ], 5.65, 0.035 [ 5.7, 0.034 [ 5.75, 0.034 [ 5.8, 0.034 5.85, https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title=Adirond... 17/19 • 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title... 0.033 1, 5.9, 0.033 5.95, 0.033 , 6, 0.033 6.05, 0.032 �, 6.1, 0.032 6.15, 0.031 6.2, 0.031 ], 6.25, 0.03 6.3, 0.03 6.35, 0.029 6.4, 0.029 6.45, 0.028 6.5, 0.028 ], 6.55, 0.027 6.6, 0.027 , 6.65, 0.027 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title=Adirond... 18/19 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=11&siteClass=D&title... ], [ 6.7, 0.026 [ 6.75, 0.026 [ 6.8, 0.025 ], 6.85, 0.025 ], [ 6.9, 0.025 ], [ 6.95, 0.024 [ 7, 0.024 ] }, "metadata": { "modelVersion": "v3.1.x", "pgadFloor": 0.5, "pgadPercentileFactor": 1.8, "ssMaxDirFactor": 1.3, "sldFloor": 0.6, "sldPercentileFactor": 1.8, "spatiallnterpolationMethod": "linearlinearlinear", "ssMaxDirFactor": 1.1, "ssdFloor": 1.5, "ssdPercentileFactor": 1.8 } } } https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&siteClass=D&title=Adirond... 19/19 2/7/2020 Unified Hazard Tool U.S. Geological Survey- Earthquake Hazards Program Unified Hazard Tool Please do not use this tool to obtain ground motion parameter values for the design code reference documents covered by the U.S.Seismic Design Maps web tools (e.g.,the International Building Code and the ASCE 7 or41 Standard).The values returned by the two applications are not identical. A Input Edition Spectral Period Dynamic: Conterminous U.S. 2014 (upd; Peak Ground Acceleration Latitude Time Horizon Decimal degrees Return period in years 43.35112 2475 Longitude Decimal degrees,negative values for western longitudes -73.69206 Site Class 2000 m/s (Site class A) https://earthquake.usgs.gov/hazardsfinteractive/ 1/5 • • 2/7/2020 Unified Hazard Tool ^ Hazard Curve Please select"Edition", "Location"&"Site Class" above to compute a hazard curve. Compute Hazard Curve https://earthquake.usgs.gov/hazards/interactive/ 2/5 . 2/7/2020 Unified Hazard Tool Deaggregation . Component Total E=(-°o..-2.5) In • E=[-2.5..-2) co Ej E=[-1.5..-1) CON ❑ E=[-1..-0.5) c g 8S ❑ E=[0..0.5) II II eV. t 1 0<>04'0 • - 76s C/ ❑ E=[0.5..1) 11 Iljl a ..• o 0 0 0Hu all��;� ® ®®ocvo♦oi :::. SeSD '. [1..1.5) 1. U H ii 11 ii iiIH'ii illII!I.@6 , ®®®®••®• ♦ 3 iS�ahC ® E=[1.044g ® m m 4 • 2S PrR ■ E=[22os ,fi: ®®®®•�•�••••♦ ♦♦♦♦♦ 4ps �prk [ .+co) II.. f • • • O •. • ♦ ♦ ♦ ♦- ♦ ♦ ♦. tx • •.• •• * ♦♦•••.•♦♦♦♦♦♦•*♦••♦♦�♦♦♦♦♦♦• g8 s • ♦.♦♦♦.•♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦ S • ♦ ♦ ♦ ♦ ♦ .♦♦♦♦♦♦♦�♦.♦♦♦•• S6 8s . S• ♦ ♦ ♦ ♦ ♦ ♦• �♦♦�♦♦♦•♦ems 6�s 16S • ♦♦♦♦ .♦• a5 C�oS s�,01s 32S Z 5 a td nCe,rR 1OS 65 `��l 4iO4 48s CO W)' nib s (3. �a�� 6s 5 . 6gs Ck5 D, • https://earthquake.usgs.gov/hazardslinteractive/ 3/5 • 2/7/2020 Unified Hazard Tool Summary statistics for, Deaggregation: Total Deaggregation targets Recovered targets Return period: 2475 yrs Return period: 2473.5908 yrs Exceedance rate: 0.0004040404 yr' Exceedance rate: 0.00040427059 yr' PGA ground motion: 0.10733219 g Totals Mean(over all sources) Binned: 100% m: 5.65 Residual: 0% r: 43.54 km Trace: 1.19% co: 0.02 a Mode(largest m-r bin) Mode(largest m-r-ao bin) m: 4.9 m: 4.89 r: 14.1'km r: 16.89 km co: -0.56 a Eo: -0.18 a Contribution: 9.57% Contribution: 2.79 0/0 f I I I Discretization Epsilon keys r: min=0.0,max=1000.0,A=20.0km E0: [-oo..-2.5) m: min=4.4,max=9.4,A=0.2 El: [-2.5..-2.0) E: min=-3.0,max=3.0,A=0.5a E2: [-2.0..-1.5) E3: [-1.5..-1.0) E4: [-1.0..-0.5) E5: [-0.5..0.0) E6: [0.0..0.5) E7: [0.5..1.0) E8: [1.0..1.5) E9: [1.5..2.0) E10: [2.0..2.5) E11: [2.5..+.3] } I https://earthquake.usgs.gov/hazardsfinteractive/ 4/5 , . 2/7/2020 Unified Hazard Tool Deaggregation Contributors Source Set 1-> Source Type r m co ion tat az % USGS Fixed Smoothing Zone 2(opt) Grid 31.95 PointSourceFinite:-73.692,43.509 17.87 5.26 -0.43 73.692°W 43.509°N 0.00 6.44 PointSourceFinite:-73.692,43.419 8.90 5.15 -1.72 73.692°W 43.419°N 0.00 4.05 PointSourceFinite:-73.692,43.598 27.19 5.46 0.24 73.692°W 43.598°N 0.00 3.26 PointSourceFinite:-73.692,43.553 22.54 5.35 -0.03 73.692°W 43.553°N 0.00 2.35 PointSourceFinite:-73.692,43.464 13.26 5.19 -0.99 73.692°W 43.464°N 0.00 1.88 PointSou rceFin ite:-73.692,43.688 36.38 5.68 0.51 73.692°W 43.688°N 0.00 1.72 PointSou rceFin ite:-73.692,43.643 31.80 5.57 0.40 73.692°W 43.643°N 0.00 1.58 PointSourceFinite:-73.692,43.733 40.95 5.78 0.57 73.692°W 43.733°N 0.00 1.38 SSCn Fixed Smoothing Zone 4(opt) Grid 22.03 PointSourceFinite:-73.692,43.509 17.87 5.26 -0.43 73.692°W 43.509°N 0.00 3.90 PointSourceFinite:-73.692,43.598 27.19 5.46 0.24 73.692°W 43.598°N 0.00 2.53 PointSourceFinite:-73.692,43.464 13.26 5.19 -0.99 73.692°W 43.464°N 0.00 1.88 PointSourceFinite:-73.692,43.553 22.54 5.35 -0.03 73.692°W 43.553°N 0.00 1.79 PointSourceFinite:-73.692,43.688 36.38 5.68 0.51 73.692°W 43.688°N 0.00 1.45 PointSourceFinite:-73.692,43.643 31.80 5.57 0.40 73.692°W 43.643°N 0.00 1.33 PointSourceFinite:-73.692,43.733 40.95 5.78 0.57 73.692°W 43.733°N 0.00 1.13 USGS Adaptive Smoothing Zone 2(opt) Grid 18.06 PointSourceFinite:-73.692,43.509 17.87 5.26 -0.43 73.692°W 43.509°N 0.00 3.20 PointSourceFinite:-73.692,43.419 8.90 5.15 -1.72 73.692°W 43.419°N 0.00 2.05 PointSourceFinite:-73.692,43.598 27.19 5.46 0.24 73.692°W 43.598°N 0.00 1.62 PointSourceFinite:-73.692,43.553 22.54 5.35 -0.03 73.692°W 43.553°N 0.00 1.19 SSCn Adaptive Smoothing Zone 4(opt) Grid 13.23 PointSourceFinite:-73.692,43.509 17.87 5.26 -0.43 73.692°W 43.509°N 0.00 1.90 PointSourceFinite:-73.692,43.598 27.19 5.46 0.24 73.692°W 43.598°N 0.00 1.27 SSCn Fixed Smoothing Zone 7(opt) Grid 9.88 PointSourceFinite:-73.692,43.419 8.90 5.15 -1.72 73.692°W 43.419°N 0.00 4.05 PointSourceFinite:-73.692,43.509 17.88 5.26 -0.42 73.692°W 43.509°N 0.00 2.54 SSCn Adaptive Smoothing Zone 7(opt) Grid 4.82 PointSourceFinite:-73.692,43.419 8.90 5.15 -1.72 73.692°W 43.419°N 0.00 2.05 PointSourceFinite:-73.692,43.509 17.88 5.26 -0.42 73.692°W 43.509°N 0.00 1.30 https://earthquake.usgs.gov/hazards/interactive/ 5/5 LIQUEFACTION ANALYSIS Adirondack Outlaw Hole No.=B-1 Water Depth=24 ft Surface Elev.=422 Magnitude=5.65 Acceleration=0.188g Raw Unit Fines Shear Stress Ratio Factor of Safety Settlement • (ft)0 S4TW15h3% 0 0.5 0 1 5 0(in.) 10 5 I I I I I I I I I IIIIIII IIIIIIII - 5 3 - 6 3 • - 14 3 - 9 3 —10 19 3 —20 - 3 11 • —30 5 11 - 7 2 fs1=1 I S=1.00 in. CRR CSR fs'1 Saturated - - Shaded Zone has Liquefaction Potential Unsaturat. - -40 —50 8. _ ii J mta E C.T. Male Associates 20.0140 Plate A-1 LIQUEFACTION ANALYSIS Adirondack Outlaw Hole No.=B-1 Water Depth=24 ft Surface Elev.=422 Magnitude=4.9 Acceleration=0.188g Raw Unit Fines Shear Stress Ratio Factor of Safety Settlement (ft)0 SPT Weight % 0 0.5 0 1 5 0(in.) 1 5 I I I I Iis,,,,„,:_, I I I I IIIIIII IIIIIIIII 5 3 - 6 3 14 3 — 9 3 —10 19 3 —20 — 3 11 —30 5 11 - 7 2 fs1=1 /=0.251n. CRR CSR fsl— Saturated - - Shaded Zone has Liquefaction Potential Unsaturat. - -40 —50 E o — u t U Nj — 2SZV 5 S —60 e il0 — U m — L N F- — . De: —70 mC.T. Male Associates 20.0140 Plate A-1