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Geotechnical Evaluation February 14,2020 i Geotechnical Evaluation Adirondack Outlaw Town of Queensbury Warren County, New York D CC EU.VE MAR 17 2021 TOWN OF QUEENSBURY Prepared for: BUILDING&CODES SIX FLAGS GREAT ESCAPE o _ 2 O Z 1172 State Route 9 Queensbury, New York 12804 OF 1 DIY * * Prepared by: tJ W C.T. MALE ASSOCIATES ;�7A* 50 Century Hill Drive 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. C.T.MALE ASSOCIATES ENGINEERING,SURVEYING,ARCHITECTURE LANDSCAPE ARCHITECTURE&GEOLOGY,D.P.C. 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 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 (SDs &SD1) applicable to the project are listed in -3 - 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 wa1Fs 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 *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 Ak� John Scheetz,P.E. Christopher M. Shaver,P.E. Geotechnical Engineer Project Manager i.scheetz@ctmale.com c.shaver@ctmale.com - 7- C.T. MALE ASSOCIATES APPENDIX B Test Boring Logs C.T.Male Associates BORING NUMBER B-1 50 Century Hill Drive PAGE 2 OF 2 Latham,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 QueensburV,_New York ATTERBERG F W o w ui o LIMITS w DEPTH = �Lu 1 0 EL F- �F Z ELEV. Q MATERIAL DESCRIPTION _j Co > >> Y v =a 10� o f I_ U�5 0,]—. ov 0 g(ft) 2z Z0 5o0 �z w U d o 220 a 402 SAND:Brown,dry,loose,Organic fine to medium SAND,trace coarse gravel,trace silt(continued) -Augering slow to 21.0',then fast to 24.0' -Becomes wet,fine to coarse SAND,little silt,little fine gravel 25 SS 9-1-2-1 a 397 9 58 (3) 15 11 c� �i U 0 z m 3 0 Y U z -Running sands encountered at 29'.Head of water added to o augers. g30 -Grades trace silt,trace fine gravel from 29.0' SS 4-2-3-5 392 10 79 (5) U Z 2 U W W J U 'o v 0 0 w a 35 •` SS 92 11-4-3-4 21 2 Y 387 11 (7) m m 0 N a 0 m 3 0 -Running sands appro)amately 4'up into augers when attempting to sample at 39.0',boring terminated Borehole backfilled with soil cuttings upon completion of drilling Bottom of borehole at 39.0 feet. J U 2 2 U W F W w U' C.T.Male Associates BORING NUMBER B-2 'LJLU 50 Century Hill Drive PAGE 2 OF 2 Latham, 12110 Telephone:e: (518)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 w w o LIMITS w DEPTH U �W �^ F�� d of Z — a p MATERIAL DESCRIPTION _j g >C�J ¢ w N z Q w t— c� O e E(ft) XLEV J �IL z 0� co00Z Ov } OZ �� �:E �❑ u) O W 0 � �O �J Z W 20 uai o 0 0 o a z 420 (SP)SAND:Brown,dry,loose,fine to medium SAND,trace silt, trace fine gravel(continued) -Grades little fine gravel from 24.0' 25 SS 3-8-12-12 EL 415 9 54 (20) cL �i c� 0 c� z 0 m 3 0 Y Q z -Grades trace silt from 29.0' 3 30 SS 17 12-10-15-18 410 10 (25) U Z 2 F Borehole backfilled Wth soil cuttings upon completion of drilling o Bottom of borehole at 31.0 feet. J_ U 'o v 0 0 U) m F- U W O m g 00 0 0 N a 0 c� m 3 m 0 U) m Z Z J 0 U m 2 U w F O w C.T. Male Associates Sieve Analysis Geotechnical Engineering Laboratory PLQ� 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 I sand Silt 8t Clay Coarse Gravel I Fine Gravel Coarse I Medium Sand I Flne Sand Sand 2" 1" a/C Vz 3/au Vq"No.4 No.10 No.40 No.100 No.200 Hydrometer Ili i i 100 90 - — -- — 80 I I 70 60 m I I I 50 LL 40 y 30 20 — - 10 it 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 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, C„ - D30 (mm) - Coefficient of Curvature, Cc - D60 (mm)I - I Liquid Limit, LL - Plastic Limit, PL - Plasticity Index, PI - Moisture Content(%) 2.2 66490556.Asx C.T. Male Associates Sieve Analysis U�u Geotechnical Engineering Laboratory 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 I Sand Silt&Clay Coarse Gravel I Flne Gravel Coarse Medlum Sand Flne Sand Sand 2" 1" 3/4" 1/2"3/8" s/4"No.4 No.10 _ No.40 No.100 No.200 Fydrometer 100 90 - - — - - 80 1I I �I I 70 rn m - 60 m - -- 50 {J. �I _I c 40 ` 30 a. — — 20 — — - 10 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 98.80% 0.00% 1.20% 2.40% 41.40% 1 52.70% 2.30% No. 10 96.40% No. 40 55.00% Sample Index Properties No. 200 2.30% D10 (mm) - Coefficient of Uniformity, C„ - D30 (mm) - Coefficient of Curvature, Cc - D60(mm) - Liquid Limit, LL - Plastic Limit, PL - Plasticity Index, PI - Moisture Content(%) 20.8 66390556.Asx 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-IO.json? latitude=43.35112&longitude=-73.69206&riskCategory=II&siteClass=D&title=Adirondack Outlaw", "parameters": { "latitude": 43.35112, "longitude": -73.69206; "riskCategory". 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"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" "till: 6, "t-sub-1": 6, "twoPeriodDesignSpectrum": [ [ 0, 0.101 [ 0.025, 0.138 [ 0.05, 0.174 [ 0.1, 0.247 [ 0.103, 0.252 https://earthquake.usgs.gov/ws/designrriaps/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... 0.9, 0.145 0.95, 0.137 [ 1, 0.131 [ 1.05, 0.124 1.1, 0.119 [ 1.15, 0.114 [ 1.2, 0.109 1.25, 0.104 [ 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:Hearthquake.usgs.gov/ws/design ma ps/asce7-10.json?latitude=43.351120&long itude=-73.692060&riskCategory=l l&siteClass=D&title=Ad i ronda... 3/19 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/asce7-1 O.json?latitude=43.351120&longitude=-73.692060&riskCategory=l l&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... 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, hftps://earthquake.usgs.gov/ws/designmaps/asce7-1 O.json?latitude=43.351120&longitude=-73.692060&dskCategory=l l&siteClass=D&title=Adirond a... 7/19 2/6/2020 https:Hearthquake.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 0.021 6.15, 0.021 ], 6.2, 0.02 ], 6.25, 0.02 ], 6.3, 0.02 ], 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/desig nmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=l l&siteClass=D&title=Ad ironda... 9/19 2/6/2020 https:Hearthquake.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 https://earthquake.usgs.gov/ws/designmaps/asee7-1 O.json?latitude=43.351120&longitude=-73.692060&riskCategory=l l&siteClass=D&title=Ad irond... 11119 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 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/asce7-1 O.Ison?latitude=43.351120&long itude=-73.692060&riskCategory=l l&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... 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/asce7-1 O.json?latitude=43.351120&longitude=-73.692060&dskCategory=l l&siteClass=D&title=Adirond... 15119 2/6/2020 https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=43.351120&1ongitude=-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 [ 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/asce7-1 O.json?latitude=43.351120&longitude=-73.692060&rlskCategory=l l&siteClass=D&title=Adirond... 17/19 2/6/2020 https://earthquake.usgs.govlws/designmaps/asce7-10.json?latitude=43.351120&longitude=-73.692060&riskCategory=ll&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": 1.83 "s1MaxDirFactor": 1.3, "sldFloor": 0.6, "sldPercentileFactor": 1.8, "spatialInterpolationMethod": "linearlinearlinear", "ssMaxDirFactor": 1.1, "ssdFloor": 1.5, "ssdPercentileFactor"' 1.8 } } } hftps:Hearthquake.usgs.gov/ws/designmaps/asce7-1 O.json?latitude=43.351120&longitude=-73.692060&riskCategory=l l&siteClass=D&title=Adirond... 19/19 2/7/2020 Unified Hazard Tool I { Hazard Curve i Please.select"Edition", Location & Site Class above to compute a hazard curve. i j Compute Hazard Curve i - i i f https:Hearthquake.usgs.govlhazardsAnteractive/ 2/5 2/7/2020 Unified Hazard Tool i 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' f i PGA ground motion: 0.10733219 g i i Totals Mean(over all sources) Binned: 100% m: 5.65 I i Residual: 0% r: 43.54 km Trace: 1.19% E°: 0.02 6 Mode(largest m-r bin) Mode(largest m-r—Eo bin) i m: 4.9 m: 4.89 r: 14.1 km r: 16.89 km i Eo: -0.56 a Eo: -0.18 6 Contribution: 9.57% Contribution: 2.79% Discretization Epsilon keys r: min=0.0,max=1000.0,A=20.0 km E0: [--..-2.5) m: min=4.4,max=9.4,A=0.2 El: [-2.5..-2.0) I E: min=-3.0,max=3.0,A=0.56 E2: [-2.0..-1.5) ! i E3: [-1.5..-1.0) E4: [-1.0..-0.5) EG: [0.0..0.5) E7: [0.5..1.0) E8: [1.0..1.5) E9: [1.5..2.0) I E10: [2.0..2.5) Ell: [2.5..+-] i i i i I i , 1 ! I https://earthquake.usgs.gov/hazards/interactive/ 4/5 LIQUEFACTION ANALYSIS Adirondack Outlaw Hole No,=6-1 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 SPT W�* h 3 5 % 0 0.5 0 1 5 0(in.) 10 5 3 6 3 14 3 9 3 10 19 3 . 20 3 11 �. 30 5 11 . 7 2 fs1=1 S=1.00 in. CRR — CSR fs1— Saturated Shaded Zone has Liquefaction Potential Unsaturat. 40 50 E 3 ' r u m .j '33u 3 Q 7 60 m `m 0 d F .S U 2 70 m 'v J MOWC.T. Male Associates 20.0140 Plate A-1