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16-102457CIT Federal Way May 26, 2016 CITY HALL 33325 8th Avenue South Federal Way, WA 98003-6325 (253) 835-7000 www.Otyoffederalway. com Jim Ferrell, Mayor Todd Suchan Wild Waves Theme Park 36201 Enchanted Parkway South Federal Way, WA 98003 RE: File #16-102457-00-UP; Process I `Director's Approval' Wild Waves - Scrambler & Double Shot Rides, 36201 Enchanted Pkwy South, Federal Way Dear Mr. Suchan: The Community Development Department has completed review of your Process I Master Land Use application. You have proposed installation of new Doti ble Shot ride and relocation Of tile Scrambler ride at the Wild Waves Theme Park. The Process I application is hereby approved pursuant to conclusions based on findings made by the department's Planning Division. CONCLUSIONS The subject property is zoned OP-4. Development activity at the Wild Waves Theme Park is subject to the development regulations contained in the Concom itant Development Agreement (CDA) adopted by Ordinance 98-310. Therefore, pursuant to Section 3.4 "Height restrictions" and Section 8, "Future improvements" of the CDA and Section 4, `°General Development Standards and Review Procedures" of Exhibit C to the CDA, the proposed improvements are subject to Process I approval. Based on the findings below, the proposed improvements to the developed site meet the following Process I approval criteria pursuant to Federal Way Revised Code (FWRC) 19.55.020, "Purpose of review." I. Tire proposed improvements comply with the provisions of Federal Way City Code (FWCC) Chapter- 22, "Zoning,,, to which the project is vested.' 2. The health, safety, and welfare of the citizens of the city are preserved. FINDINGS OF FACTS 1 • Proposal: —The applicant submitted a Process I application on May 20, 2016, proposing to install an 80-foot Double Shot ride at a location that was previously used for a ride. There will also be a building adjacent to the ride that will house compressors. A second ride, the Scrambler, will be located in a vacant area where no ride exists. I Comprehensive Plan & Zoning Designation — The subject property is located within the Commercial/Recreation comprehensive plan designation and Office Park (OP-4) zone. The proposed rides are Regional Commercial Recreation Facility, which are allowed, subject to ' Please refer to Ordinance 96-291 (effective April 6, 1997) for the FWCC in effect at the time of approval of the CDA. Mr. Suchan May 26, 2016 Page 2 Process 1 approval, within the OP-4 zone per the CDA between the City of Federal Way and Enchanted Parks, Inc. er ocess >. nd Use Process _ The application was processed for amusementhaptrides within then "developedrareaor's Approval;' consistent with the review process of the park, as specified in the CDA- 4. Parking —The Double Shot is located within I�e area of a previous ride and �ty of helparking. er is an existing ride within the developed area of the Bark and should of affect cap c oncomitant agreement, additional parking stalls are not required Pursuant to Section 4.2.2 of the c when new rides are added within the developed area' of the park. d in Exhibit 5. Height —The proposed Double Shot ride is in on Area 3 areAre3 f the park sallowedtup to 125 feetEn f the CDA. Pursuant to Section 3.4 of the CDA, height. The proposed improvement is approximately 80 feet in height at its tallest point. The Scrambler is also located in Area 3 of the park and is up to 20 feet in height. 6. Geologically Hazardous Area (GHA) — As part of building permit application review for the Double Shot ride (File #16-101503-00-CO), the applicant submitted a geotechnical report prepared by GeoEngineers, dated April 22, 2016. Based on the report, the existing slope adjacent to the proposed Double Shot ride does meet criteria for a GHA — Steep Slope Hazard Area; vertical rise of 10 feet for every 25 feet ofrh horizontal slot distance. However, e instability or hazard t adjacent areas rs lodes the proposed project will not increase the pny provided the recommendations in the rept are orated durintn o� permanent nstruction.sope exposed slopes should be protected using visqueen or mulch until vegetatio protection is installed to minimize erosion. 7. Environinental Review— Pursuant to WAC 197-11-600(3)(b), the Responsible SEPA Official has determined that the proposed rides would not require a new SEPA threshold determination, because: (1) the Double Shot ride is replacing a previous ride in the same location; (2) the environmental impact associated with the existing new location of the Scrambler ride does nodt, pursuant to the SEPA rules; and (3) the proposed represent any substantial change that is likely to have significant adverse environmental impacts beyond those evaluated in previous environmental decisions. l a new ride an g. Traffic —The proposal to relocate the existing ride tooa new will not incr�ete and lase the overa111Wildld site will not likely generate any net new trips. proposal Waves Park size or significantly add or modify other rides. No Goncurrency or Transportation impact Fee (TIF) is required. 9. The city's Building Division is currently Construct Construction the the proposed improvements jts m(File ay not begin 101795-00-CO �c 16-101503-00 CO) until the building permit is approved. APPEALS The effective date of this decision is Ma9a notce of this administrative ]decis�onthis may appealrtheant o FWRC 19.55.050, any person who receives Doc. LD. 73621 16-102457 Mr- Suchan May 26, 2016 Page 3 decision to the Federal Way Hearing Examiner by June 1 I, 2016. Any appeal must be in the form of a letter delivered to the Department of Community Development with the established fee. In that you are the only party of record, your appeal period is waived (assuming this decision). Waiver of the right to appeal does not affect the effective date ofu this sion. This do nt wish o appeal decision shall not waive compliance with future City of Federal Way codes, policies, and standards relating to this development. CLOSING If you have any questions regarding this decision, please contact Associate Planner Becky Chapin at 253- 835-2641, or becky.chapin@cityoffederalway.com. Sincerely, Isaac Conlen Planning Manager for Scott Sproul, Acting Community Development Director enc: Approved Site Plan 16-102457 Doc. I.D. 73621 Ra:EVW 1k MAY 2 4 2016 CITY OF Vz�:� Federal Way CITY OF CDSRAL WAY APPLICATION NO(s) MASTER LAND USE APPLICATION DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES 33325 8`h Avenue South Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 www.c i tyo f federalway.co rn & _ 1 C 2,45 --T'O0 UPI Date 5-18-16 Project Name Tower ride install and Scrambler ride relocation Property Address/Location 36201 Enchanted Parkway So. Federal Way, WA 98003 Parcel Number(s) 282104-9026 Project Description PLEASE PRINT Install a Tower ride for 2016 season at a previously used ride site location. Move a Scrambler ride to a new location for the 2016 season. e of Permit Required Annexation Binding Site Plan ❑ Boundary Line Adjustment Comp Plan/Rezone Land Surface Modification Lot Line Elimination Preapplication Conference Process I (Director's Approval) ❑ Process II (Site Plan Review) 0 Process III (Project Approval) —a Process IV (Hearing Examiner's Decision) Q Process V (Quasi -Judicial Rezone) Process VI 0 SEPA w/Project SEPA Only Shoreline: Variance/Conditional Use Short Subdivision ❑ Subdivision ❑ Variance: Commercial/Residential Required Information Office Park 4 Zoning Designation Comprehensive Plan Designation o Value of Existing Improvements 750,000.00 Value of Proposed Improvements International Building Code (IBC): Occupancy Type Construction Type Applicant Name: Wild Waves Theme Park Address: 36201 Enchanted Parkwav So. City/State. federal Way. WA zip: 98003 Phone: 253-661-8000 Fax: 253-661-8054 Email: tsuchan(aD_wWwaves.co Signature: Agent (if different than Applicant) Name: Todd Suchan Address: 36201 Enchanted Parkwav So. city/state:Federal Way. WA Zip: 98003 Phone: 253-661-8008 Cell 253-227-8796 Fax: Z0J-bbl -t=4 Email: tsuch ildwave com Signature: �„ VC Owner Name: Jeff Stock Address: 33926 9th Ave. So. City/State: reaerai vvay, vvm Zip: a7VVVJ Phone: ZS;i-bb"I-?JUJU Fax: 206-763-4665 Email: J$rDCK wilawaves.curn Signature: Cell:253-227-9650 Bulletin #003 — January 1, 2011 Page 1 of 1 ' k:\Handouts\Master Land Use Application May 19, 2016 Wild Waves Theme Park Re: Ride install description and ride relocation description. Wild Waves Theme Park plans to install an 80 Foot Double Shot amusement ride. The ride was manufactured by S & S. The Double Shot launches 12 passengers through two cycles of positive and negative "G" experiences, back to back. The ride will be installed at a location that previously used for a ride that we took out in 2012. There will also be a building adjacent to the ride that will house compressors that enable the ride to operate. You must be at least 52" to ride. Wild Waves Theme Park plans to move a Scrambler ride from its' current location to a site that has not been used before. The Scrambler ride was manufactured by the Eli Bridge Co. The ride holds 24 passengers during the ride cycle. The Scrambler gives the riders the illusion that they will crash into the other spinning cars. The ride also includes alight package that adds even more thrills to the passengers. You must at least 48" to ride by yourself, or 36" accompanied. POCEIVED MAY 2 0 Z016 CITY OF FEDERAL WAY CDS CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT DEPARTMENT DEVELOPMENT REVIEW COMMITTEE TRANSMITTAL DATE: May 24, 2016 TO: Ann Dower, Development Services Rick Perez, City Traffic Engineer FROM: Becky Chapin FOR DRC MTG. ON: Clarification: The Double Shot ride is located in an area that previously had a ride. The Scrambler is an existing ride that is getting relocated to a new area. Please email with any comments. I'm looking to approve by the end of the week so please let me know if there are any significant issues as soon as possible. FILE NUMBER(s) : 16-102457-00-UP RELATED FILE NOS.: 16-101795-00-CO & 16-101503-00-CO PROJECT NAME: WILD WAVES PARK - SCRAMBLER & DOUBLE SHOT RIDES PROJECT ADDRESS: 36201 ENCHANTED PKWY S ZONING DISTRICT: OP-4 PROJECT DESCRIPTION: Install tower ride at a previously used ride site location. Relocate Scrambler ride to new location LAND USE PERMITS: PROJECT CONTACT: MATERIALS SUBMITTED: Process I WILD WAVES THEME PARK TODD SUCHAN 36201 ENCHANTED PKWY S Project Narrative Structural Details for Scrambler Structural Details for Double Shot Site Plan ci AQ O �\w\K-, KE THIS UNDERGROUND POWER IS ALSO UNDERGROUND TELEPHONE 2 n P SCALE: 1" = 50' 0 25 50 w W Q 0 V ) W 0 cc Q W U) 0 IL 0 Ir n T 0 N Ln 0 - N m c 4 00 E � o 7 co p fA OW o ❑ W C C 3 w 2 U > j O ? N V � N CD ro •i J Q .E - C9w m� N m 3 N � 3 p Y I C O c w 0 i z -v 3 UR O p PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ❑ BUILDING ® STRUCTURAL ❑ MECHANICAL ❑ PLUMBING ❑ ELECTRICAL ❑ ENERGY ❑ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, ATE, OR LOCAL REGULATIONS. BY:4� DATE:0S/17/2Qj _ WEST COAST CODE CONSULTANTS, INC. Geotechnical Engineering Services Proposed Enterprise, Doubleshot and Scrambler Rides Wild Waves - Enchanted Village 36201 Enchanted Parkway South Federal Way, Washington for Noypoint Entertainment, LLC April 22, 2016 Geotechnical Engineering Services Proposed Enterprise, Doubleshot and Scrambler Rides Wild Waves - Enchanted Village 36201 Enchanted Parkway South Federal Way, Washington for Norpoint Entertainment, LLC April 22, 2016 GMENGINEER� 8410 154th Avenue NE Redmond, Washington 98052 425.861.6000 Geotechnical Engineering Services Proposed Enterprise, Doubleshot and Scrambler Rides Wild Waves - Enchanted Village 36201 Enchanted Parkway South Federal Way, Washington Prepared for: Norpoint Entertainment, LLC 36201 Enchanted Parkway South Federal Way, Washington 98003 Attention: Todd Suchan Prepared by: GeoEngineers, Inc. 8410 154th Avenue NE Redmond, Washington 98052 425.861.6000 Nancy L. Tochko, PE Senior Geotechnical Engineer ,L Debra C. Overbay, PE Associate NLT:DCO:nld File No. 20582-001-03 April 22, 2016 C. o S tl t YYI A� (21,1' 21247 u Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. GMENGINEER� Table of Contents INTRODUCTION SCOPE OF SERVICES... ............ 1 ...... 1 SITECONDITIONS....................................................................................................................................................... 2 Enterprise............................................................................................................................................................. 2 Doubleshot...........................................................................................................................................................2 Scrambler.............................................................................................................................................................3 GEOLOGICALLY HAZARDOUS AREAS CODE DEFINITIONS..................................................................................... 3 CONCLUSIONS AND RECOMMENDATIONS.............................................................................................................. 4 Geologically Hazardous Areas.............................................................................................................................4 ErosionHazard Areas....................................................................................................................................4 LandslideHazard Areas...............................................................................................................................4 SeismicHazard Areas...................................................................................................................................4 SteepSlope Hazard Areas............................................................................................................................5 EarthquakeEngineering......................................................................................................................................5 Seismicity......................................................................................... ..........................5 ................................... . 2012 IBC Seismic Design Information........................................................................................................5 GroundShaking...... .............................. .................................. .. . ................................................................. 5 LiquefactionPotential. .................................................................................................................................. 6 LateralSpreading Potential.........................................................................................................................6 SurfaceFault Rupture...................................................................................................................................6 SitePreparation...................................................................................................................................................6 Earthwork........................................................................................... ................................................................. . 6 Materials........................................................................................................................................................ 7 FillPlacement and Compaction Criteria......................................................................................................7 Cut and Fill Slopes and Erosion Control ...................................................................................................... FoundationSupport.............................................................................................................................................8 Allowable Bearing Pressure..........................................................................................................................8 FoundationSettlement.................................................................................................................................8 LateralResistance........................................................................................................................................8 Construction Considerations........................................................................................................................9 LIMITATIONS............................................................................................................................................................... 9 GEOENGINEER� April22.2016 Pagei FiIa No. 20582-001-03 Table of Contents (continued) LIST OF FIGURES Figure 1. Vicinity Map Figure 2. Site Plan APPENDICES Appendix A. Field Explorations Figure A-1- Key to Exploration Logs Figures A 2 through A 5 - Log of Test Pits Appendix B. Report Limitations and Guidelines for Use Page H INTRODUCTION This letter presents the results of our geotechnical engineering design services related to the proposed new rides at Wild Waves and Enchanted Village in Federal Way, Washington. These services were completed in general accordance with our Services Agreement dated April 4, 2016 and verbally authorized by Todd Suchan on April 5, 2016. GeoEngineers, Inc. (GeoEngineers) has previously provided geotechnical engineering services for various projects at Wild Waves and Enchanted Village. Information regarding the rides was provided by Rob Vreugdenhil with Allen Bradbury Construction. The three new rides for this study include the Enterprise, to be situated within the existing footprint of the old Octypus ride, the Doubleshot to be located northeast of the Enterprise ride in the footprint of the old Scrambler ride, and the new Scrambler ride located east of the hill south of the timber roller coaster. A vicinity map and site plan showing the location of the rides is shown on Figures 1 and 2. We understand thatthe rides are currently being designed using an allowable bearing pressure of 3,000 pounds per square foot (psf) or less. In 2001 and 2002, we provided geotechnical engineering services for the Timberhawk Roller Coaster, situated just east of the proposed Scrambler ride, and the Octypus ride. We also provided construction observation services for the Octypus ride during shoring installation and subgrade preparation. SCOPE OF SERVICES GeoEngineers' geotechnical engineering services have been completed in general accordance with our Services Agreement dated April 4, 2016. Our specific scope of services includes the following tasks: 1. Review existing subsurface information obtained during studies for previous rides in the vicinity of the proposed new rides. 2. Complete a site visit to observe test pits completed by Allen -Bradbury construction. Explore shallow subsurface conditions in the vicinity of the new ride areas by excavating one test pit at the vicinity of the Doubleshot and Scrambler rides, and two test pits in the vicinity of the Enterprise ride. The purpose of the explorations is to evaluate the thickness and condition of existing fill soils, possible recessional soils, and to evaluate the depth to dense glacial till expected to underlie the fill and recessional deposits. 3. Evaluate potential geologic hazard areas (slopes) in the vicinity of the Scrambler ride in accordance with the Federal Way City Code (FWCC). 4. Provide recommendations for site preparation and earthwork. 5. Develop recommendations for foundation support of the rides, including allowable bearing pressure for shallow foundations, active and lateral earth pressures, and settlement estimates. 6. Comment on foundation construction considerations. 7. Develop seismic parameters for design of the rides based on the 2012 International Building Code (IBC). GEOENGINEER� April22, 2016 Page 1 File uo. 20582-001-03 8. Prepare this report presenting our geotechnical findings, conclusions and recommendations for the new rides. 9. Complete up to three additional site visits during excavation of the ride foundations to confirm the subsurface conditions are as anticipated and to observe the foundation subgrade preparation. Our scope does not include post -report consultation services or services related to permit review by the City of Federal Way. SITE CONDITIONS Based on our site visit and discussions with Rob Vreugdenhil, we understand thatthe proposed Doubleshot ride will be located approximately at the location of the former Scrambler ride; the proposed Enterprise ride will be located at the former location of the Octypus ride; and the proposed new Scrambler ride will be located adjacent to and west of the existing Timberhawk Roller Coaster. The locations of the rides are shown on the Site Plan, Figure 2. Subsurface soil conditions for the new rides were evaluated by reviewing subsurface information observed during our previous studies, and by excavating three test pits and observing conditions in an open excavation on April 6, 2016. Two test pits were completed for the Enterprise ride, and one test pit was completed in the vicinity of the proposed Scrambler ride. Subsurface conditions were evaluated in an open excavation forthe Doubleshot ride. The logs of the test pits and the excavation are presented in Appendix A. Soil conditions consist of fill (where present) overlying weathered glacial till. The surface and subsurface conditions for each proposed ride are as follows: Enterprise An existing concrete slab is present in the proposed Enterprise ride area where the Octypus ride was recently removed. Subsurface conditions observed below the slab within the east area consist of gravel with sand and silt fill overlying the existing foundation for the old Octypus ride. The existing foundation was observed to be at least 2 feet thick. Subsurface conditions in the west area were observed to consist of weathered glacial till (dense silty sand with gravel). Based on our observations during construction of the Octypus ride, dense to very dense silty sand with gravel underlies the existing foundation. Doubleshot The Doubleshot ride is located in the space of the old Scrambler ride at the toe of the west facing slope. Prior to our arrival on site, the contractor had excavated the subgrade for the Doubleshot ride. The contractor indicated that the excavation was excavated 1 to 2 feet to expose the subgrade for the new foundation. Weathered glacial till, consisting of medium dense to dense silty sand with gravel and occasional tree roots was observed over the majority of the exposed subgrade. We observed fill consisting of controlled density fill (CDF) and medium dense sand with silt underlying the old footings of the old Scrambler ride on the side of the excavation. GMENGINEERS� Apri122,2016 Paget File N0.20582-001-03 Scrambler The proposed new Scrambler ride is located on a grassy field with recently felled Douglas Fir trees. The ride area is relatively level and located more than 100 feet east of the top of the west facing slope. Subsurface conditions were observed to consist of an approximate 6-inch thickness of topsoil overlying weathered glacial till. The till consists of medium dense to dense silty sand with gravel, cobbles and occasional tree roots. Groundwater was not observed in any of the test pits or excavations. We anticipate that groundwater is at least 15 or more feet below the surface. A seasonally perched groundwater condition should also be anticipated above the less permeable glacial till. GEOLOGICALLY HAZARDOUS AREAS CODE DEFINITIONS According to the Federal Way Revised Code (FWRC), "geologically hazardous areas" means "areas which because of their susceptibility to erosion, landsliding, seismic or other geological events are not suited to siting commercial, residential or industrial development consistent with public health or safety concerns." The definition of each of these hazards are discussed separately below. Erosion hazard areas are defined as "areas having a severe to very severe erosion hazard due to natural agents such as wind, rain, splash, frost action or stream flow." Landslide hazard areas are defined as "those areas potentially subject to episodic downslope movement of a mass of soil or rock including, but not limited to, the following areas: a. Any area with a combination of: i. Slopes greater that 15 percent; ii. Permeable sediment, predominantly sand and gravel, overlying relatively impermeable sediment or bedrock, typically silt and clay; and iii. Springs or groundwater seepage. b. Any area which has shown movement during the Holocene epoch, from 10,000 years ago to the present, or which is underlain by mass wastage debris of that epoch. c. Any area potentially unstable as a result of rapid stream incision, stream bank erosion or undercutting by wave action. d. Any area located in a ravine or on an active alluvial fan, presently or potentially subject to inundation by debris flows or flooding. e. Those areas identified by the United States Department of Agriculture SCS as having a severe limitation for building site development. f. Those areas mapped as Class U (unstable), UOS (unstable old slides), and URS (unstable recent slides) by the Department of Ecology. g. Slopes having gradients greater than 80 percent subject to rockfall during seismic shaking." GEoENG1NEER� Apri122,2016 Page3 File No. 20532-001-03 Seismic hazard areas are defined as "those areas subject to severe risk of earthquake damage as a result of seismically induced ground shaking, slope failure, settlement, soil liquefaction or surface faulting. These conditions occur in areas underlain by cohesionless soils of low density usually in association with a shallow groundwater table." Steep slope hazard areas are defined as "those areas with a slope of 40 percent or greater and with a vertical relief of 10 or more feet, a vertical rise of 10 feet or more for every 25 feet of horizontal distance." A slope is delineated by establishing its toe and top, and measured by averaging the inclination over at least 10 feet of vertical relief." CONCLUSIONS AND RECOMMENDATIONS Based on the results of our recent and previous explorations and previous experience at the Wild Waves Theme Park, we conclude that the proposed new rides can be satisfactorily completed with shallow foundations. The new Enterprise ride might use the existing foundation of the old Octypus ride, which had an allowable bearing pressure of 3,000 psf. New foundations should bear on weathered and unweathered glacial till consisting of medium dense to dense native soils, or on structural fill that extends down to these soils. Structural fill should be placed and compacted as recommended in this report. Geologically Hazardous Areas The following paragraphs provide our conclusions regarding the geologically hazardous areas defined above by City of Federal Way. Erosion Hazard Areas The SCS classifies the soils in the vicinity of the project as having moderate erosion hazard. Based on this classification, our knowledge of geologic conditions at the Wild Waves Theme Park, and on our previous explorations, there are no known areas near the location of the new rides that meet the FWRC criteria for erosion hazard areas. Landslide Hazard Areas Based on our recent and previous explorations and review of available geologic maps, the project area is underlain by upper zones of loose to medium dense granular fill overlying medium dense to dense weathered glacial till soils. We observed no springs or groundwater seepage. There are no mapped landslides in the vicinity of the Doubleshot site. We conclude that the site does not meet the criteria for landslide hazard areas. Seismic Hazard Areas We conclude that the proposed ride sites are not within a seismic hazard area with respect to possible damage from seismically induced slope instability, liquefaction, or settlement. The sites are underlain by dense glacial till and have a low risk of damage from slope failure, settlement, or soil liquefaction. There are no surface faults mapped within 2 miles of the Wild Waves Theme Park. GEoENGINEERS� April 22, 2016 Page 4 File.,Nu. 20582-001-03 Steep Slope Hazard Areas Based on our site observations and review of the topographic site plan, we conclude that the existing slope adjacent to the proposed Doubleshot ride does meet the FWRC criteria for steep slope hazard areas as the slope does have a vertical rise of 10 feet for every 25 feet of horizontal distance. However, it is our opinion that the proposed project will not increase the risk of slope instability or hazard to adjacent areas provided the recommendations presented in this report are incorporated during design and construction. Any exposed slopes should be protected using visqueen or mulch until vegetation or permanent slope protection is installed to minimize erosion. Earthquake Engineering Seismicity The Puget Sound area is a seismically active region and has experienced thousands of earthquakes in historical time. Seismicity in this region is attributed primarilytothe interaction between the Pacific, Juan de Fuca and North American Plates. The Juan de Fuca plate is subducting beneath the North American Plate. Each year 1,000 to 2,000 earthquakes occur in Oregon and Washington. However, few of these are typically felt because the majority of the earthquakes are relatively minor, smaller than Richter magnitude 3. Potential seismic hazards from earthquakes include ground shaking, liquefaction, ground rupture and settlement from lateral spreading, and surface fault rupture. Our opinions regardingthe likelihood of these seismic hazards occurring at the site are presented below. These opinions are based on the seismicity criteria recommended by the 2012 edition of the IBC. 2012 IBC Seismic Design Information We recommend the 2012 IBC parameters for Site Class, short period spectral response acceleration (Ss), 1-second period spectral response acceleration (Si), and Seismic Coefficients FA and Fv as presented in Table 1. TABLE 1. 2012 IBC SEISMIC DESIGN PARAMETERS 2012 IBC Parameter Recommended Value Site Class C Short Period Spectral Response Acceleration, Ss (percent g) 127.5 1-Second Period Spectral Response Acceleration, Si (percent g) 49 Seismic Coefficient, Fa Seismic Coefficient, Fv Ground Shaking 1.0 1.31 There is a risk of earthquake induced ground shaking at the site, as with all sites in the Puget Sound region, and the intensity of the ground shaking could be severe. The severity of ground shaking will be mostly a function of the earthquake magnitude and proximity to the site. In our opinion, strong ground shaking should be considered in the design of the planned structures at the site. We recommend that the seismic ground shaking at the site be evaluated in accordance with the 2012 IBC. GEOENGINEERS� April22,2016 Page5 File No- 20582-001-03 Liquefaction Potential Liquefaction refers to a condition where vibration or shaking of the ground, usually from earthquake forces, results in development of excess pore pressures in saturated soils and subsequent loss of strength in the deposits of soil so affected. Ground settlement, lateral spreading and/or sand boils may result from soil liquefaction. Structures supported on liquefied soils could suffer foundation settlement or lateral movement that could be severely damaging to structures. In our opinion, the lack of saturation, high fines content and relatively dense soils observed at the site result in a low risk of liquefaction. Lateral Spreading Potential Due to the low risk of liquefaction, it is our opinion that there is also a low risk of lateral spreading due to liquefaction -induced ground disturbance. Surface Fault Rupture There are no mapped faults in the immediate vicinity of the site. Therefore, it is our opinion that there is a low risk of fault displacement resulting in ground rupture at the surface. Site Preparation The existing asphalt and concrete slabs surrounding the Enterprise and Doubleshot rides will provide a satisfactory working surface for construction during most weather conditions. Paved areas should be used for access and staging for as long as possible. Underground utilities in the vicinity of the ride footprints should be relocated as necessary. The surficial soils in the vicinity of the rides consist of moisture -sensitive silty soils which are susceptible to softening during wet weather and which are difficult to compact if allowed to become too wet. We recommend that site preparation and earthwork be planned for the normally dry season of the year when earthwork would generally be less expensive and require less effort. We recommend that all vegetation and topsoil be removed from the footprint of the Scrambler ride. Earthwork Conventional earth moving equipment will be suitable for excavating the native soils, in our opinion. Some ripping may be necessary in the very dense glacial till but at this time do not anticipate that the excavations will extend into very dense glacial till. Excavations also may encounter boulders of various sizes; some could be as large as several cubic yards in volume. It is our understanding that no major fill activities are planned for this project. However, fill placement may be required where foundations are over -excavated. All structural fill should meet the criteria presented below. The suitability of soil for use as structural fill depends on its gradation and moisture content. GEOENGINEER� April 22, 2016 Page 6 File No. 20582-001-03 Materials e foundations are classified as structural fill for the purpose of Materials used to support or surround rid this report. Structural fill material quality varies depending upon its use as described below: ion cavations ■ Structural fill placed during wet weather conditions b 9-03.14(1) of thdet2O16xWashington Statde consist of imported Gravel Borrow, as described in Section Department of Transportation (WSDOT) Standard Specifications. or ■ Structural fill placed during dry weather conditions may consist fmpaction. On s to td�illslo'Is maacial ly ll be existing fill provided that the soils are conditioned for t e required compaction. suitablefor use as structural fill duringdry weather conditions in areas needing95 percent compaction, les with if permitted by the design team. The contractor should plan to covr reuse of one -site sdoils listhighlyain l delpeodepit on the plastic sheeting if it will be used as structural fill. T skill of the contractor and schedule. >� CDF or lean mix concrete may also be used as structural fill regardless of weather. Fill Placement and Compaction Criteria ing Structural fill should be mechanically compacted to afirm, non-yield on-wheiusng heavytcompaction requiilpment should abd placed in loose lifts not exceeding 12 inches in thicknessthicknes not more than 6 inches when using hand operatedthecompaction t p aloud size of will be dependent on the structural fill material used and type fied density should be conditioned to the proper moisture content and compacted to houldhbespealccordance wbhfthe placing subsequent lifts. Compaction of all structural fill at the site ASTM D 1557 (modified proctor) test method. Structural fill should be compacted to the following criteria. in Structural fill placed to support the ride foundations or adjacent sidewalks or hard surfaces should be compacted to 95 percent of the maximum dry density (MDD) estimated in accordance with ASTM D 1557. ' Cut and Fill Slopes and Erosion Control the All temporary cut slopes must comply with all local, state and federal regulatory Nory requirements "Excavation Trenchingand provisions of Title 295, Washington Administrative Code (WAC), Shoring." The contractor completing the work has the primary responsibility for protection of workers and adjacent facilities. We recommend that temporary cut slopes in surficial aoidle p b h inclined ofeet when steeperH(horizontal dense soil cond tons are to vertical) in the upper 4 feet and 1H:1V below or raveling during construction, it may encountered. If temporary out slopes experience excessive sloughIn g become necessary to modify the cut slopes to maintain slope benches, shored, or additional dew teres iing problems can be flattened, regraded add is elated to groundwater seepage. can be provided if the poor slope performance acted to at Permanent fill slopes may be constructed at 2H:uiredrthe use of retainifill ng waiis,cso Ipeinforcementaar 95 percent of the MDD. 1f steeper slopes are required, protective facings such as rockeries should be considered. Structural fill placed on slopes inclined steeper than 5H:1V should be properly keyed into the existing fill or native soils within the slope. This can be April 22, 2016 Page 7 File No. 20582-001,03 GEOENGINEERS r/) accomplished by cutting horizontal benches with a wicltti of about 2 to 6 feet into the existing slope to form the key. The bench surfaces should be thoroughly compacted prior to placing structural fill. To achieve uniform compaction, we recommend that fill slopes be overbuilt slightly and subsequently cut back to expose properly compacted fill. Foundation Support Based on the results of our subsurface explorations, analysis, and previous experience at the Wild Waves and Enchanted Village facility, it is our opinion that the proposed Enterprise, Doubleshot and Scrambler rides may be supported an shallow foundations. The foundations should bear directly on medium dense to very dense native soils or on properly compacted structural fill extending down to these soils. We anticipate that the exposed bearing surface in footing excavations will become softened or disturber) if not carefully protected during other construction activities, especially if water is present. Therefore we recommend that these excavations be made during periods of dry weather if possible. During wet weather, the subgrade might need to be protected with a layer of crushed rock or a mud mat to prevent softening during placement of rebar. If footing excavations encounter very dense glacial soils, it may be possible to cut the excavations neat without forms. It is imperative that footings be founded on undisturbed native soils or structural fill, as the foundation recommendations presented herein are based on this condition. To prevent deterioration of footing subgrades due to construction foot traffic and/or water, we suggest that 2 inches of CDF or 4 inches of crushed rock be placed to protect the bearing surface as soon as it is determined that the footing excavation has been properly prepared, unless footing concrete can be placed without any deterioration of bearing conditions during dry weather. Allowable Bearing Pressure We recommend that shallow footings for the ride supports be embedded at least 18 inches below the adjacent finished grade. Provided the foundation subgrade is prepared as described above, we recommend an allowable soil bearing pressure of 3,000 psf be used for design. Footing subgrades should be free of debris and loose disturbed soil prior to pouring concrete. The allowable soil bearing value applies to the total of dead and long term live loads and may be increased by up to one-third for wind or seismic loads. Foundation Settlement We estimate that post -construction settlement of footings founded as recommended above will be less than 1 inch. Differential settlement between comparably loaded bearing points will likely be similar to the total settlement. We expect most of the footing settlements will occur as loads are applied. Lateral Resistance The soil strength available to resist lateral foundation loads is a function of the frictional resistance that can develop on the footing base and the passive resistance that can develop on the sides as the below -grade element tends to move into the soil. For footings founded on undisturbed native soils or structural fill compacted in accordance with our recommendations, the allowable frictional resistance may be computed using a coefficient of friction of 0.4 applied to dead load forces. The allowable passive resistance on the sides of footings may be computed using an equivalent fluid density of 300 pounds per GEOENGINEERS April 22, 2016 Page 8 File No. 20582-001-03 cubic foot (pcf) for undisturbed native soils and for structural backfill compacted as recommended above. This value assumes a horizontal ground surface adjacent to the footing and that compacted structural fill or native dense soil extends for a minimum lateral distance of at least 21/2 times the depth of the footing. The above coefficient of friction and passive equivalent fluid density values include a factor of safety of about 1.5. Construction Considerations Immediately prior to pouring the concrete, all debris and loose soils that accumulated in the footing excavations must be removed. Debris or loose soils not removed from the footing excavations will result in increased settlement. We recommend that all completed footing excavations be observed by a representative of our firm prior to pouring concrete. Our representative will confirm that the bearing surface has been prepared in a manner consistent with our recommendations and that the subsurface conditions are as expected. LIMITATIONS We have prepared this report for the exclusive use of Norpoint Entertainment, LLC/Wild Waves Theme Park es at the Wild Waves -Enchanted Village facility in and their authorized agents for the proposed new rid Federal Way, Washington. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area atthe time this report was prepared. No warranty or other conditions, express or implied, should be understood. Any electronic form, facsimile or hard copy of the original document (email, text, table and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Please refer to Appendix B titled "Report Limitations and Guidelines for Use" for additional information pertaining to use of this report. April 22, 2016 Page 9 File No- 20582-001-03 GEOENGINEERS� _-_11_--_..______I.______m_ _ v � c t0� m` m a Ig E m w` :j N N 7 co odIL iiE - Agg=�_ ci v o z o W 3 n w = is d t� U LU i r o- rn� S �+ E o d �Em'oyv Zd F- W y�NuE 10 !R N00 > W Z c- mS��H y° rn �� Lq C on d Q � LLB Z W l l o v, _D.3o�N gz O ymo - m W U 75 p LJ o V r• •,r �c �'�r•— l l Ir 1 r•— L a z / / lI 'll• l / I/ 1 i • . � 1' •� C � r / I l 'l /. 11 I ��� '��'� D _ I I rr •I .• N E f- M 8LZ OgZ_�_ fl 99:51 - 919Z '91 MUM RU'M 1A7 ,u GRANH 2 91.48V WWWWWW A A APPENDIX A Field Explorations APPENDIX A FIELD EXPLORATIONS Subsurface conditions were explored at the site by excavating three test pits and observing conditions in an open excavation on April 6, 2016. Two test pits were completed for the Enterprise ride, and one test pit was completed in the vicinity of the proposed Scrambler ride. Subsurface conditions were evaluated in an open excavation for the Doubleshot ride. The test pits and excavation was completed by equipment subcontracted to Allen Bradbury Construction. The locations of the explorations were estimated by measuring distances from site features in the field by taping and pacing and should be considered approximate. The locations are shown on the Site Plan, Figure 2. The test pits were continuously monitored by a representative from our firm who visually examined and classified the soils encountered, obtained representative soil samples, observed surface and groundwater conditions and prepared a detailed log of the test pits. Soils were visually classified in general accordance with the system described in Figure A-1, which also includes a key to the log symbols. Logs of the test pits are presented in Figures A-2 through A-5. Each log is based on our interpretation of the field and indicates the depths at which the subsurface conditions change, although the change might be gradual. If the change occurred between samples, it was interpreted. GEOENGINEER� AprH22,2016 PageA-1 File .Vo. 20582-001-03 SOIL CLASSIFICATION CHART ADDITIONAL MATERIAL SYMBOLS MAJOR DIVISIONS SYMBOLS I TYPICAL DESCRIPTIONS GRAPH I LETTERI CLEAN o GW WELLGRAVELS, GRAVEL -SAND MIXTURES GRAVEL GRAVELS ) o O 0 0C ) O O GP POORLY -GRADED GRAVELS, GRAVEL -SAND MIXTURES AND GRAVELLY SOILS (LITTLE OR NO FINES) GRAVELS WITH FINES GM SILTY GRAVELS. GRAVEL -SAND -SILTMIXTURES COARSE GRAINED SOILS MORE THAN 50% OF COARSE FRACTION GC CLAYEY GRAVELS, GRAVEL- SAND - CLAY MIXTURES RETAINED ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) CLEAN SANDS SW WELL -GRADED SANDS, GRAVELLY SANDS MORE THAN 50% SAND SP POORLY -GRADED SANDS, GRAVELLY SAND RETAINED ON NO. 200 SIEVE AND SANDY (LITTLE OR NO FINES) SOILS SANDS WITH FINES SM SILTY SANDS, SAND - SILT MIXTURES MORE THAN 50% OF COARSE FRACTION SC CLAYEY SANDS, SAND - CLAY MIXTURES PASSING NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) INORGANIC SILTS, ROCK ML FLOUR, CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO FINE GRAINED SILTS AND CLAYS LIQUID LIMIT LESS THAN (�`L MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS SOILS OL ORGANIC SILTS AND ORGANIC SILTYCLAYS OF LOW PLASTICITY I I MH INORGANI US MACEOUSC SILTS. I SILTY ORDIATOMACEOUS MORE THAN 50% PASSING NO, 200 SIEVE 'H INORGANIC CLAYS OF HIGH PLASTICITY SILTS AND LIQUID LIMIT GREATER THAN 50 CLAYS OH ORGANIC CLAYS AND SILTS OF MEDIUM To HIGH PLASTICITY HIGHLY ORGANIC SOILS p ss¢ PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS NOTE: Multiple symbols are used to indicate borderline or dual soil classifications Sampler Symbol Descriptions ® 2.4-inch I.D. split barrel Standard Penetration Test (SPT) ■ Shelby tube ® Piston ® Direct -Push ® Bulk or grab ® Continuous Coring Blowcount is recorded for driven samplers as the number of blows required to advance sampler 12 inches (or distance noted). See exploration log for hammer weight and drop. A "P" indicates sampler pushed using the weight of the drill rig. A "WOH" indicates sampler pushed using the weight of the hammer. SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER AC Asphalt Concrete CC Cement Concrete f�f�lf� CR Crushed Rock/ Quarry Spalls Topsoil/ TS Forest Duff/Sod Groundwater Contact Measured groundwater level in exploration, well, or piezometer Measured free product in well or piezometer Graphic Log Contact Distinct contact between soil strata -Approximate contact between soil strata Material Description Contact Contact between geologic units Contact between soil of the same geologic unit Laboratory I Field Tests %F Percent fines %G Percent gravel AL Atterberg limits CA Chemical analysis CP Laboratory compaction test CS Consolidation test DS Direct shear HA Hydrometer analysis MC Moisture content MD Moisture content and dry density OC Organic content PM Permeability or hydraulic conductivity PI Plasticity index PP Pocket penetrometer PPM Parts per million SA Sieve analysis TX Triaxial compression UC Unconfined compression VS Vane shear Sheen Classification NS No Visible Sheen SS Slight Sheen MS Moderate Sheen HS Heavy Sheen NT Not Tested NOTE: The reader must refer to the discussion In the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times. KEY TO EXPLORATION LOGS GWENGINEERS FIGUREA-1 Rev. 02/16 Date Excavated: 4/6/2016 Equipment: 35D Deere Rubber Track 18-inch Bucket Logged By: DTM Total Depth (ft) 4.0 5 Log of Test Pit - Scrambler Ride s a Project: Wild Waves - Enchanted Village E G Eo E N G I N E E R S Project Location: Federal Way, Washington Figure A-2 IL Project Number: 20582-001-03 Sheet 1 or 1 i' Date Excavated: 4/6/2016 Logged By: DTM Equipment: 35D Deere Rubber Track Total Depth (ft) 3.0 18-inch Bucket SAMPLE � a w - E o � C w � J 0 U N L C C d jy O= C N N N 2 C C w H F- C7 CD U w p s MY MATERIAL REMARKS DESCRIPTION � C C N N N C N C U U Grayish brown slaty fine to medium sand with gravel and CpF ollserved underlying exposed existing occasional tree roots (medium dense, moist) (weathered fooling on the sid0 of the excavattvn glacial tlll) Foundation excavation eomptafad at.3 feet No groundwater seepage ObS4u'Bd No caving observed 2 to 24 inch penetration with Y-inch-diameter steel probe rod at base of test pit MR MR Notes: See Figure A-1 for explanation of symbols. The depths on the test pit logs are based on an average of measurements across the test pi! and should be considered accurate to 0.5 foot. Log of Foundation Excavation - Double Shot Ride Project: Wild Waves - Enchanted Village G W E N G I N E E R 1 J� Project Location: Federal Way, Washington Figure A-3 ��® Project Number: 20582-001-03 Sheet 1 of 1 Date Excavated: 4/6/2016 Logged By: DTM Equipment: 35D Deere Rubber Track Total Depth (ft) 3.0 18-inch Bucket SAMPLE u a cc w E E o o a C O d In Z J U U a) c ja a)iu m Q.S E O) � c' o m W F F GP -GM t 2 cc SM MATERIAL DESCRIPTION 1-angular coarse gravel with sand and silt (medium dense, moist) (fill) nent concrete (exlslina netanus foundation) moist to wet) (weathered glacial till) Test pit completed at 3 feet No groundwater seepage observed No caving observed T Used hydraulic breaker to demolish 4-inch concrete slab at south end of test pit 1 to 3 inch penetration with Y inch -diameter steel probe rod at base of test pit REMARKS j c C O O C a �U iU Notes: See Figure for explanation of symbols. — — — — — — — — The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Log of Test Pit - Enterprise Ride (east) EProiectoject: Wild Waves - Enchanted Village G EO E N G I N E E R S/ oject Location: Federal Way, Washington Figure A-4 Number: 20582-001-03 Sheet 1 of 1 Date Excavated: 4/6/2016 Equipment: 35D Deere Rubber Track 18-inch Bucket Logged By: Total Depth (ft) DTM 2.0 j SAMPLE ca w r E E MATERIAL REMARKS w U z J U M 4) DESCRIPTION O L a CM C C w tin LQ m ? 'N o C O C N N oo C N co W 0 H F- t7 C7 U W U ii U sm Gray -brown silty fine to medium sand with gravel (very dense, moist) {weathered glacial fill} 1 Test pit Completed at 2 feet No groundwater seepage observed No caving observed 1 inch penetration with '/ inch -diameter steel probe rod at base of test pit Notes: See Figure A-1 for explanation of symbols. The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Log of Test Pit - Enterprise Ride (west) Project: Wild Waves - Enchanted Village G W E N G I N E E RS Project Location: Federal Way, Washington Figure A-5 Project Number: 20582-001-03 Sheet 1 of 1 ■ composition of the design team; or ■ project ownership. If important changes are made after the date of this report, GeoEngineers should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate. Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine if it remains applicable. Most Geotechnical and Geologic Findings Are Professional ©pinions Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations atthe site. Site exploration identifies subsurface conditions only atthose points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Geotechnical Engineering Report Recommendations Are Not Final Do not over -rely on the preliminary construction recommendations included in this report. These recommendations are not final, because they were developed principally from GeoEngineers' professional judgment and opinion. GeoEngineers' recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for this report's recommendations if we do not perform construction observation. Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our recommendations. Retaining GeoEngineers for construction observation for this project is the most effective method of managing the risks associated with unanticipated conditions. A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having GeoEngineers confer with appropriate members of the design team after submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce that risk by having GeoEngineers participate in pre -bid and preconstruction conferences, and by providing construction observation. GEOENGINEER� April 22.2016 Page B-2 File No. 20582-001-03 Do Not Redraw the Exploration Logs Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre -bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiringthem to at least share the financial responsibilities stemmingfrom unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget and schedule. Contractors Are Responsible for Site Safety on Their Own Construction Projects Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on -site personnel and to adjacent properties. Read These Provisions Closely Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. GeoEngineers includes these explanatory "limitations" provisions in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these "Report Limitations and Guidelines for Use" apply to your project or site. Geotechnical, Geologic and Environmental Reports Should Not Be Interchanged The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. GEOENGINEERS� April22.2016 Page B-3 File No- 20582-001-03 Biological Pollutants GeoEngineers' Scope of Work specifically excludes the investigation, detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations, recommendations, findings, or conclusions regarding the detecting, assessing, preventing or abating of Biological Pollutants and no conclusions or inferences should be drawn regarding Biological Pollutants, as they may relate to this project. The term "Biological Pollutants" includes, but is not limited to, molds, fungi, spores, bacteria, and viruses, and/or any of their byproducts. If Client desires these specialized services, they should be obtained from a consultant who offers services in this specialized field. GEOENGINEERS� April 22, 2016 Page B-4 File No. 20582-001-03 Have we delivered World Class Client Service? Please let us know by visiting www.geoengineers.com/feedback. GMENGINEER .