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12-101566�r1 CITY OF . Federal May 23, 2012 Mr. Todd Suchan Wild Waves Theme Park 36201 Enchanted Parkway South Federal Way, WA 98003 CITY HALL Way 33325 8th Avenue South Federal Way, WA 98003-6325 (253) 835-7000 www. cityoffederalway.. com Re: File #12-10.1566-00-UP; USE PROCESS I APPROVAL Wildwaves — Zip Line Ride; 36201 Enchanted Parkway South Dear Mr. Suchan:_ FILE The Community and Economic Development Department has completed review of your Process I Master _Land Use application.;You have proposed installation of anew zip line feature at the Wild Waves Theme Park. The feature consists of a new support column located north of Mud Lake, a loading platform in the same. location, an extension of an existing support column to a height of 93-feet in the south central part of the park, and a zip line connecting the two columns. The city hereby approves the Process I application. The Process I land use approval is supported by the following finding of facts: As shown in the Process I submittal packet, improvements include construction of a new support tower, load and unload platform, zip line, and extension of an existing tower. These improvements are in the area identified as the "developed area" in Exhibit E of the concomitant agreement controlling development/re-development of the site. Section 8.2 of the concomitant agreement regulating development in the park states that the addition/replacement of rides within the developed area of the park will be authorized subject to use process I approval. 2. The proposed zip line feature is in `Area 3' depicted in Exhibit E, allowing features up to 125-feet in height. The proposed feature is 93-feet at its tallest point. 3. Pursuant to section 4.2.2 of the concomitant agreement, additional parking stalls are not required when new rides are added within the `developed area' of the park. 4. The applicant has submitted a May 15, 2012, geotechnical report prepared by GeoEngineers, which concludes that the area where the slide is proposed to be installed is not in or within 25-feet of a geologically hazardous area. 5. Based on the data (attendance and ride capacity) provided by the applicant (Todd Suchan, General Manager), the proposed improvements will not likely generate any new PM trips. Therefore, the application is exempt from concurrency and no Transportation Impact Fee (TIF) payment is required. File 912-101566-00-UP Doc l D 60923 Mr. Todd Suchan Page 2 May 23, 2012 6. The proposed improvements do not reduce required parking, landscaping, buffering, open space, or public areas; do not change the location of utilities or easements; and create no impacts to sensitive areas or significant trees. 7. The proposed improLyemg its are categorically exempt from the State Environmental Policy Act (SEPA) pursuant`lo W�C 97-11-800(1)(a)(iii). :1 8. The ci 's Build R ty g bivisian is currently reviewing the associated building permit (file #12- 101565- CO). Details of the loading platform are provided with this application (not detailed with land use application). Construction of the proposed improvements may not begin until the building permit is approved. Based on the city's review, the Process I land use application for the proposed modifications is approved. CLOSING The effective date of this decision is May 26, 2012, or three days from the date of this letter. Pursuant to Federal Way Revised Code (FWRC) 19.55.050, any person who received notice of the administrative decision may appeal the decision to the Federal Way Hearing Examiner by June 6, 2012 (14 calendar days). The appeal must be in the form of a letter delivered to the Community and Economic Development Department with the established fee. The appeal letter must contain clear reference to the matter being appealed and a statement of the alleged errors in the director's decision, including the identification of specific findings and conclusions made by the director disputed by the person filing. As you are the only party of record, you may waive your right to appeal by submitting a letter in writing to this effect to the city. Waiver of the right to appeal does not affect the effective date of this decision. This decision shall not waive compliance with future City of Federal Way codes, policies, and standards relating to this development. If you have any questions regarding this decision, please contact me at isaac.conlen@cityoffederalway.com, or 253-835-2643. Sincerely, Isaac Conlen Planning Manager for Patrick Doherty, Director enc: Approved Site Plan c: Sarady Long, Senior Transportation Planning Engineer File 912-101566-00-UP Doc 1 D. 60923 1%L DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES RESUBMITTED 33325 81h Avenue South CITY OF Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 Federal Way MAY 16 2012 w,vw.6tvorrederakvay.rom CITY OF FEGcR,aL �Aigy CD RESUBMITTAL INFORMATION This completed form MUST accompany al/ resubmittals. "Pleasenote.- Additional or revised plans or documents for an active project will not be accepted unless accompanied by this completed form. Mailed resubmittals that do not include this form or that do not contain the correct number of copies will be returned or discarded. You are encouraged to submit a# items in person and to contact the Permit Counter prior to submitting if you are not sure about the number of copies required. ** ANY CHANGES TO DRAWINGS MUST BE CLOUDED. Project Number: I 2' - 1 C( -5 6 5_ 0 0_ C 0 Project Name. 5 \�) Ant:l r,% ,�. Project Address:3 �a Z o �`. N► c. �-t •� �r i�� 1�--� S o Project Contact: \ 011- SUCH /'rri Phone: 2:S '5 RESUBMITTED ITEMS: # of Copies ** Detailed Description of Item r' -k-- V-0- 9, i -- - ** Always submit the same number of copies as required for your initial application." Resubmittal Requested by: Letter Dated: 1 1 (stamember) OFFICE USE ONL Y RESUB #.• Distribution Date. Dept/Div Name # Description Buildin Planning SAC, iZ PW Fire Other n( Bulletin #129—January I, 2011 Page 1 of I k:\Handouts\Resubmittal Information FILE GEOENGINEERS 8410 154th Avenue NE Redmond, Washington 98052 425.861.6000 May 15, 2012 Wild Waves Theme Park 36201 Enchanted Parkway South Federal Way, Washington 98003 Attention: Todd Suchan Subject: Report Geotechnical Engineering Services Proposed Soaring Eagle Ride Wild Waves Theme Park Federal Way, Washington File No. 20582-001-00 INTRODUCTION GeoEngineers, Inc. is pleased to present this report of geotechnical engineering services for the proposed Soaring Eagle (zip line) ride to be located in the central portion of the Wild Waves Theme Park at 36201 Enchanted Parkway South in Federal Way, Washington. We completed these services in general accordance with our Services Agreement dated May 2, 2012. Todd Suchan of Norpoint Entertainment LLC/Wild Waves Theme Park authorized our services on May 3, 2012. The Soaring Eagle ride will extend from an existing column positioned within one of the existing water rides west of Mud Lake to a landing platform northeast of Mud Lake. The landing platform will be located south of the existing Hang Glider ride. The location of the landing platform is shown on a drawing titled "Soaring Eagle - Landing Platform" by ESM dated April 16, 2012. Allen -Bradbury, LLC, the project contractor, provided us a layout and section showing the landing platform foundations. The downhill (southwest) side of the platform will be supported on one or more 24-inch-diameter drilled shafts ("Sonotubes"). The uphill (northeast) terminus of the zip line will consist of a tower supported on a concrete block foundation. An anchor cable for the zip line will be connected to a large buried concrete block at the uphill end of the platform. We anticipate that the uplift load on the anchor cable will be resisted by the dead weight of the block. Intermediate support for the platform will consist of a series of shallow foundations. PERMIT #: 12-101565-00 CO ADDRESS: 36201 Enchanted Pkwy S PROJECT: Addition - Platform to Ride WILD WAVES ZIP LINE RIDE RESUB: 5/16/12 RESUBMITTED MAY 16 2012 CITY OF FEDERAL WAY CDS Wild Waves Theme Park May 15. 2412 SCOPE OF SERVICES The purposes of our services are to: (1) evaluate potential geologically hazardous areas in the vicinity of the Soaring Eagle landing platform, and (2) explore subsurface conditions as a basis for developing recommendations for earthwork and foundation design. Our specific scope of services included the following: 1. Review previous subsurface information we have developed in the vicinity of the proposed landing platform site and the drawings by ESM. 2. Explore shallow subsurface conditions in the vicinity of the platform site by excavating two shallow hand auger holes. The purpose of the hand auger holes was to evaluate the depth of firm bearing soils. 3. Evaluate potential geologically hazardous areas in the vicinity of the landing platform site in accordance with the Federal Way Revised Code (FWRC). 4. Develop recommendations for foundation support of the platform, including consideration of shallow and drilled shaft foundations, allowable bearing pressures, axial shaft capacities, active and lateral earth pressures, and settlement estimates. 5. Comment on foundation construction considerations such as handling of seepage, the possible presence of cobbles and boulders, and casing to maintain an open hole. 6. Prepare a brief letter presenting our geotechnical conclusions and recommendations for the ride. SITE CONDITIONS The site of the proposed Soaring Eagle landing platform is within the upper portion of a southwest -facing, grass -covered slope extending down to the northeast shoreline of Mud Lake. The platform site is just south of a fill embankment placed in 2002 for the Hang Glider ride, and west of a level, asphalt- paved walkway. Ground surface elevations within the platform area range from about Elevation 232 feet at the downhill edge to about Elevation 240 feet at the uphill edge. The ground surface slopes uniformly down to the southwest at an inclination of about 20 percent. We did not observe indications of slope instability or groundwater seepage in the slope during our site visit on May 9, 2012. Subsurface Conditions We reviewed the document, "Soil Survey, King County Area, Washington" by the United States Department of Agriculture, Soil Conservation Service (SCS) issued in 1973. The site soils are mapped as Alderwood gravelly sandy loam (AgC), 6 to 15 percent slopes. These soils are derived from glacial till deposits. Glacial till is also mapped in the site vicinity on "Geologic Map of the Poverty Bay 7.5-foot Quadrangle, King and Pierce Counties, Washington" by Booth, Waldron and Troost (2004). We explored subsurface soil and groundwater conditions in the vicinity of the landing platform site by excavating two hand auger holes (HA-1 and HA-2) to depths of 7.0 and 4.5 feet below the ground surface, respectively. HA-1 and HA-2 were excavated near the upper (northeast) and lower (southwest) GEOENGINEER� rrc :.:. 58,2 Cr)t0o 1P wild waves Therne Park May 15, 2€512 ends of the platform area, respectively. Our field representative completed the hand auger holes on May 9, 2012. Locations of the hand auger holes are shown on the attached Site Plan, Figure 1. HA-1 encountered 3 inches of sod over fill consisting of loose to medium dense silty sand with gravel. The fill extends to a depth of about 4.5 feet at the location of HA-1 and is underlain by stiff sandy silt with gravel. At a depth of about 7 feet, the hand auger hole encountered glacial till consisting of dense silty sand with gravel.. HA-2 encountered 3 inches of sod over fill consisting of loose to medium dense silty sand with gravel. The fill extends to a depth of about 2 feet at the HA-2 location and is underlain by stiff sandy silt with gravel. At a depth of about 4.5 feet, the hand auger hole encountered dense glacial till. We drilled a boring (B-2002-2) in 2002 for the Hang Glider ride. The location of B-2002-2 is shown in Figure 1. The boring encountered soil conditions similar to the hand auger holes. Dense glacial till was encountered at a depth of about 6 feet. The boring was terminated a depth of 10.5 in the till. No groundwater was encountered during excavation of the hand auger holes or in the previous boring. We expect that perched groundwater may occur above the surface of the dense glacial till during the normally wet seasons of the year. GEOLOGICALLY HAZARDOUS AREAS CODE DEFINITIONS According to the 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." 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. GEOENGINEERS �/ Wild waves Theme Park May 15. 2012 Page 4 e. Those areas identified by the United States Department of Agriculture Soil Conservation Service 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." 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 Soaring Eagle landing platform can be satisfactorily supported on a combination of drilled shafts and shallow foundations. Foundations should bear on medium dense to dense or stiff native soils or on properly compacted fill. Site preparation, earthwork and foundation installation activities will be influenced by wet weather conditions, We recommend these activities be completed during the normally dry late spring to early fall months when costs associated with these activates will be lower. We recommend that GeoEngineers observe site preparation, earthwork and foundation installation activities. Geologically Hazardous Areas The SCS classifies the soils in the vicinity of the landing platform 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 platform that meet the FWRC criteria for erosion hazard areas. Based on our recent and previous explorations and review of the geologic map referenced above, the platform site is underlain by dense to very dense glacial till soils. We observed no indications of permeable soils (sand and gravel) overlying relatively impermeable soils at the site, nor did we observe springs or groundwater seepage. There are no mapped landslides in the vicinity of the platform site. We conclude that the site does not meet the criteria for landslide hazard areas. We conclude that the platform site is not within a seismic hazard area because it is underlain by the dense to very dense glacial till, which presents a low risk of ground shaking, slope failure, settlement or soil liquefaction. There are no surface faults mapped within 2 miles of the Wild Waves Theme Park. GEoENGINEERS I f Hie 0358:r D01: 0 Wild waves Theme Park May 15. 2€B12 Page 5 Based on observations we made during our site visit and review of the topographic site plan, we conclude that there are no slopes in the vicinity of the proposed ride site that meet the FWRC criteria for steep slope hazard area. Slopes in the vicinity of the platform site are inclined at about 20 percent. Site Preparation and Earthwa3rk Site Preparation The existing asphalt pavement in the vicinity of the platform will provide a satisfactory working surface for construction during most weather conditions. Paved areas should be used for access and staging areas for as long as possible. Underground utilities in the vicinity of the platform area should be relocated, as necessary. Based on the information provided by Allen -Bradbury, LLC, little or no placement of fill will be needed for this project, other than to replace unsuitable foundation soils, if encountered. It will not be feasible during wet weather to construct satisfactory fills using the soils from cut areas for support of foundations or walkways, since these soils are highly sensitive to changes in moisture content and will be difficult or impossible to compact properly if the moisture content exceeds optimum by more than a few percent. Imported free -draining sand and gravel will likely be necessary if fill placement must take place during wet weather conditions. Exposed subgrades in cut and fill areas should be evaluated by probing before fill or concrete placement. Any soft, loose or otherwise unsuitable areas detected by probing should be repaired by excavating to firm soil and placing compacted structural fill. A representative of GeoEngineers, Inc. should make this evaluation. Excavation Minor cuts will be required for construction of individual shallow foundations. Conventional excavating equipment will be suitable for excavating the existing site soils, in our opinion. Some ripping might be necessary in very dense glacial till. Excavations may also encounter boulders of various sizes; some could potentially be as large as several cubic yards in volume. Structural Fill All new fill for the project, if required, should be placed as structural fill, except in landscaped areas. Structural fill soil should be free of organic and man-made contaminants, and particles exceeding 6 inches in largest dimension. The suitability of soil for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (soil particles passing the No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. The existing fill soils and the native silt and sand soils contain a substantial amount of fines and should be used as structural fill only during favorable weather conditions. If construction must take place during wet weather, we recommend that all structural fill be imported free -draining sand and gravel containing no more than 5 percent fines by weight relative to the fraction passing the 3/4-inch sieve. GEoENGINEERS file 5... ....^,c;8t 00109 _l Wild waves Theme Park May 15. 2012 Page 6 For placement in dry weather, the percent fines could be on the order of 10 to 30 percent, provided that the fines are well distributed throughout the soil and are not present as lumps or balls, and the soil is within a few percent of the optimum moisture content for compaction. Structural fill should generally be placed in horizontal lifts that are 10 inches or less in loose thickness, conditioned to the proper moisture content, and mechanically compacted to a firm, unyielding condition. Fill placed beneath foundation areas and within 2 feet of finished pavement and walkway grades should be compacted to at least 95 percent of the maximum dry density obtained in general accordance with the ASTM D-1557 test method. Structural fill placed more than 2 feet below the pavement grade should be uniformly compacted to at least 92 percent of the maximum dry density. These criteria also apply to utility trench backfill. The moisture content should be adjusted as necessary for compaction. Fill surfaces should be crowned at all times to prevent ponding of surface water. Fill in landscaped areas need only be compacted to the degree necessary to support equipment and should be shaped to drain. A representative from our firm should observe structural fill placement to confirm that the procedures comply with the intent of our recommendations and the project plans and specifications. Our representative will complete a sufficient number of in -place density tests in the fill as it is being placed to evaluate whether the compaction criteria are being achieved. Cut and Fill Slopes and Erosion Control All temporary cut slopes must comply with all local, state and federal regulatory requirements including the provisions of Title 296, Washington Administrative Code (WAC), Part N, "Excavation, Trenching and 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 soils be inclined no steeper than 1-1/2H:1V (horizontal to vertical). Temporary cuts in dense to very dense glacial till can be inclined at near -vertical for cuts that are less than 4 feet in depth. Cuts that are 4 feet or deeper in dense till should be inclined no steeper than 1H:1V. Permanent fill slopes may be constructed at 2H:1V, provided that the fill soil is compacted to at least 95 percent of the maximum dry density. Finished cut and fill slopes should be treated using conventional methods as appropriate to provide protection against erosion. In addition, curbs, drainage ditches or swales should be installed where necessary to intercept the flow of surface runoff. Collected water should be safely routed to appropriate disposal points. Foundation Support General Load bearing elements for the landing platform may be supported on a combination of shallow foundations and drilled shafts. We recommend that shallow foundations bear on undisturbed medium dense to dense native soils or on new structural fill compacted in accordance with our recommendations. Footing subgrades should be prepared in the manner described below. Drilled shafts should extend through the existing fill and loose and medium stiff native soils into the medium dense silty sand and dense glacial till soils. GEOENGINEER5 /7 Wild waves Theme Park May 15. 2012 Shallow Foundations EXCAVATION AND SUBGRADE PREPARATION Page 7 Depending on the time of year that footings for the rides are constructed, it is possible that perched ground water may be encountered at or above the contact between the glacial till soils and the overlying soils. We expect that dewatering of these foundation excavations would be limited in nature and can be completed by pumping from within the individual excavations. Design of dewatering systems should be assigned to the contractor. It may be necessary at some footing locations to remove existing loose fill soils and replace them with compacted structural fill. The structural fill zone should extend outward laterally from each edge of the footing a distance equal to the depth of excavation below the footing. We recommend that exposed subgrades for footings founded on structural fill or on medium dense to dense native soils be cleaned of loose, wet or otherwise disturbed soils prior to placing concrete. We anticipate that the exposed bearing surfaces in footing excavations will become softened or disturbed 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. If footing excavations are made entirely in very dense glacial soils, it may be possible to cut the excavations so that the footing concrete can be placed neat without forms. If this is attempted, it will be necessary that concrete placement follow excavation within a few hours. 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 lean concrete or 4 inches of free -draining 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. We recommend that a representative of GeoEngineers observe and evaluate foundation subgrade preparation prior to forming footings or placing structural steel. BEARING PRESSURES AND SETTLEMENTS We recommend that spread footings for the landing platform be embedded at least 18 inches below the adjacent finished grade. For downward loads, footings may be designed using an allowable bearing pressure of 3,000 pounds per square foot (psf) for support on compacted structural fill or medium dense native soils, and 4,000 psf for support on dense to very dense glacial till. These bearing pressures apply to the total of dead plus long-term live loads, exclusive of the weight of the footings and any overlying backfill. An increase in these values of up to one-third may be made when considering short-term live loads such as wind or seismic loads, and dynamic loads resulting from operation of the ride. Footing settlements will take place rapidly as loads are applied. We estimate that footing settlements will range from about 1/4 to 3/a inch, depending on the magnitude of the downward load and the nature of the supporting soils. Differential settlement between adjacent comparably loaded footings could range up to 1/2 inch. GEOENGINEERS /77 rile •, ;..............:701 0 wild waves Theme Palk May 15. 2012 Pate 8 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 250 pounds per cubic foot (pcf) for undisturbed native soils and for structural backfill compacted as recommended above and with a horizontal ground surface. The above coefficient of friction and passive equivalent fluid density values both include a factor of safety of about 1.5. Drilled Shaft Foundations We anticipate that a drilled shaft with a diameter of about 2 feet will be suitable for foundation support of the southwest (lower) end of the platform, based on our previous experience with other rides in the Wild Waves Theme Park. We recommend that the drilled shaft extend to a depth of at least 6 feet below the finished grade. It is important that the bottom of the drill hole be cleaned of slough and cuttings. For these support conditions the downward capacity of the drilled shaft may be computed using an allowable end bearing pressure of 8,000 psf and an average unit adhesion value of 500 psf. These values include a factor of safety of about 2.5. The allowable end bearing pressure and average adhesion values may be increased by one-third for short term -term loads such as wind or seismic loads, and loads resulting from operation of the ride. Structural characteristics of the drilled shaft materials and foundation connections may impose more stringent load limitations and should be evaluated by the structural engineer. For example, a reinforcing cage will be necessary in the upper portion of the shaft to resist lateral loads imposed by ride operation. Settlements of drilled shafts are expected to be less than 0.5 inch under long-term dead and live loads conditions. We expect that settlement will take place rapidly upon load application. Lateral resistance of the shaft can be computed using the allowable passive pressure value provided for shallow foundations. The passive pressure value should be applied over two times the shaft diameter. The hole for the drilled shaft may encounter seepage and possibly caving conditions because of the presence of loose to medium dense near -surface fill and native soils. Measures might be necessary to prevent sloughing, caving or "running" of soil into the drilled hole. The contractor should be prepared to use casing or other techniques, as necessary, to stabilize the drilled hole. Use of casing may help to seal the hole from significant ground water inflow. Cobbles and boulders may be present within the existing fill and native soils through which the drilled shaft will extend. The presence of cobbles and boulders may make drilling more difficult. The contractor should be prepared to use drilling methods that can address the presence of cobbles and boulders. The contractor should have a variety of cutting tools available at the site in order to advance and clean out the holes. He should be prepared to remove material that may slough into the bottom of the drilled hole prior to pouring shaft concrete. GEOENGINEERS file :.........)fi82•CNii: u0 Wild Waves Theme Park May 15. 2€312 Page 9 We recommend that a representative from GeoEngineers, Inc. be present to monitor the installation and construction of the drilled shafts to evaluate whether disturbed soil has been adequately removed from the base of the excavation, to confirm that the soil and ground water conditions encountered are consistent with those indicated by the explorations, and to provide recommendations for design changes should the conditions revealed duringthe work differ from those anticipated. Underground Utilities Utility line installation should be completed in the normally dry late summer and early fall months. Trench backfill may consist of on -site soils, provided that the construction work takes place during prolonged dry weather and the soils can be properly moisture conditioned for compaction. It may be necessary to use imported free -draining sand and gravel for trench backfill if trench backfilling must take place during wet weather. Utility trenches should be backfilled in accordance with our recommendations for structural fill described above in the Earthwork section. In our opinion, normal pipe bedding and manhole support requirements will be satisfactory. This would ordinarily include at least 6 inches of pea gravel or sand on each side of the pipes and beneath manholes. It may be necessary to increase the thickness of manhole support fill to 12 inches if the subgrade soils become wet. Seismic Site Class The project site may be classified as Soil Profile Type C, in accordance with the 2009 International Building Code (IBC). LIMITATIONS We have prepared this report for the exclusive use of Norpoint Entertainment LLC/Wild Waves Theme Park and their authorized agents for the evaluation of geologically hazardous areas and design of the landing platform for the proposed Soaring Eagle ride at the Wild Waves Theme Park in 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 at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. We provided our services to assist in the evaluation of geologically hazardous areas located near the Soaring Eagle ride site. However, all construction on or near slopes involves risk, only part of which can be mitigated through qualified engineering and construction practices. Favorable performance of structures in the near term does not imply a certainty of long-term performance, especially under conditions of adverse weather or seismic activity. Any electronic form, facsimile, or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the document of record. Please refer to Appendix A titled "Report Limitation and Guidelines for Use" for additional information pertaining to use of this report. GEoENGINEER5 17 Wild Waves Theme Park May 15, 2= Page 10 The conclusions and recommendations in this report should be applied in their entirety. We trust that this report provides the information you require. Please contact us if you have any questions regarding the information presented in this report. Sincerely, GeoEngineers, Inc. t 6� Herbert R. Pschunder, PE Senior Geoteghn}jal Engineer ncipal HRf:JJM:nId Attachments: Figure 1, Site Plan Appendix A. Report Limitations and Guidelines for Use One copy sent via email cc: Rich Moore, Allen -Bradbury, LLC (one copy sent by email) 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. Copyright@ 2012 by GeoEngineers, Inc. All rights reserved. GEOENGINEERS File No- 20.582.001.00 3�Jd� JNIabos ILA; I Ic s a ra�aa's ® S3At/M O 11M i E I 9. � � 33 ro �. i„ � tl ���F SiEli.. s �". � �� �o Cj � .q, +' + lR a � e • e . e o O � o � • .I I • I � a - 1 '• APPENDIX A Report Limitations and Guidelines for Use Wild Waves Theme Park May iS. 2012 APPENDIX A REPORT LIMITATIONS AND GUIDELINES FOR USE' - Page A-1 This appendix provides information to help you manage your risks with respect to the use of this report. eotechnicai Services Are Performed For Specific Purposes, Persons and Projects This report has been prepared for use by Norpoint Entertainment LLC/Wild Waves Theme Park and their authorized agents. This report may be made available to agencies and prospective contractors for review. This report is not intended for use by others, and the information contained herein is not applicable to other sites. GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction contractor or even another civil engineer or architect that are involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. No other party except Norpoint Entertainment, LLC/Wild Waves Theme Park and their authorized agents may rely on the product of our services unless we agree in advance to such reliance and the additional party of reliance agrees, in writing, to be bound by the terms and conditions under which these services have been performed. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with whom there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our Agreement with the Client and generally accepted geotechnical practices in this area at the time this report was prepared. This report should not be applied for any purpose or project except the one originally contemplated. A Geotechnicall Engineering Or Geologic Report is Based On A Unique Set Of Project -Specific Factors This report has been prepared for the evaluation of geologically hazardous areas and design of the Soaring Eagle ride in a portion of the Wild Waves Theme Park in Federal Way, Washington. GeoEngineers considered a number of unique, project -specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on this report if it was: ■ not prepared for you, n not prepared for your project, in not prepared for the specific site explored, or w completed before important project changes were made. 1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org. GeoErii`f.1neers, frig. ! IE No, 2CE8001 0 Wild waves Theme Park May 35, 20:2 For example, changes that can affect the applicability of this report include those that affect: * the function and condition of the structures; * elevation, configuration, location, or orientation of the structures; composition of the design team; or >III< project ownership. Page A-2 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 Opinions Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at those 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 GeoEngineers, Inc. Mild waves The!ne Park May I5. 2Q12 Page A-3 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. Geotechnical engineers and geologists prepare final boring and test pit 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 requiring them to at least share the financial responsibilities stemming from 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. 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. G€ otechnicnl, 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, Inc. i le h!o. 205""': uG1: U Wild Waves Theme Park May 15, 2012 Page A-4 Biological Pollutants GeoEngineers' Scope of Work specifically excludes the investigation, detection, prevention, or assessment of the presence of Biological Pollutants in or around any structure. Accordingly, this report includes no interpretations, recommendations, findings, or conclusions for the purpose of detecting, preventing, assessing, or abating Biological Pollutants. The term "Biological Pollutants" includes, but is not limited to, molds, fungi, spores, bacteria, and viruses, and/or any of their byproducts. Geo€ngineers, Inc. nie No. 205K-cxn:oo 1 OR DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES A RES U B M I17E ® 33325 8`h Avenue South Federal Way, WA 98003-6325 CITY �� 253-835-2607; Fax 253-835-2609 MAY 16 2012 www.citvoffederalway.coni CITY OF FEDERAL WAY CDS RESUBMITTAL INFORMATION This completed form MUST accompany all resubmittals. "Pleasenote.- Additional or revised plans or documents for an active project will not be accepted unless accompanied by this completed form. Mailed resubmittals that do not include this form or that do not contain the correct number of copies will be returned or discarded. You are encouraged to submit all items in person and to contact the Permit Counter prior to submitting ifyou are not sure about the number of copies required. ** ANY CHANGES TO DRAWINGS MUST BE CLOUDED. Project Number: I 2- - D I E3 (D (0- O O - v P Project Name: _ 5y�'I ate 1�.4-r!N Project Address: �v k ol Project Contact LG Phone: RESUBMITTED ITEMS: # of Copies ** Detailed Description of Item ** Always submit the same number of copies as required foryour initial application.** Resubmittal Requested by (Sta�flUe­m6er� Letter Dated: OFFICE USE ONL Y k Do'� RESUB #.- ( Distribution Date: ��/(O0By.� Dept/Div Name # Description Building Planning PW Fire Other Bulletin #129—January 1, 2011 Page 1 of 1 k:\Handouts\Resubmittal Information 36201 Enchanted Parkway S I Federal Way, WA 98003 P: 253.661,8000 F: 253.661.8096 May 16, 2012 City of Federal Way Attn: Isaac Conlen CC: Sarady Long Subject: Wild Waves -Zip Line Ride -Downhill Tubin' Ride Isaac, This letter is response to the email you sent me dated April 20th, 2012. As you are aware, Wild Waves Theme Park has submitted two ride permits, one for the Zip Line and one for the Downhill Tubin' Ride. In 2011, we installed the Rip Tide Water Slide and removed the Falling Star and the gunny sack slide. Therefore, in the 2012 season, we will be net one ride. The question then becomes how much of these new rides will generate additional trips. The Falling Star was a 42 person ride with a capacity of 252 riders per hour. The gunny sack slide had twelve lanes, with a capacity of 216 riders per hour. The Zip Line is a two seat ride with a capacity of 16 riders per hour. The Downhill Tubin' ride has only three lanes with a capacity of 72 riders per hour. The Rip Tide has a capacity of 45 riders per hour. Overall, our ride capacity will be lower in 2012 than in 2011 due to the net loss of rider capacity. The following is our response to the remaining memorandum questions. In 2011, our annual attendance was 422,548. The average of our 10 highest days was 9,038. Finally, our average attendance for the 2011 season was 3,877. Sincerely, Todd Suchan General Manager Wild Waves Theme Park RESUBMITTED MAY 16 2012 CITY OF FEDERAL WAY CDs Creating goWxLn moments that Iasi a lifetime WildWaves.com I "!/WildWaves I /WildWavesG® I(LD CITY OF �. Federal Way DATE: April 20, 2012 TO: Isaac Conlen FROM: Sarady Long SUBJECT: WILDWAVES - ZIP LINE RIDE - (12-101566-00-UP) 36201 ENCHANTED PKWY S MEMORANDUM Public Works Department The public Works Traffic Division has reviewed the submitted material and has the following comments. 1. Staff is unable to determine trip generation of the proposed development using the Institute of Transportation Engineers ITE's Trip Generation. Therefore, the applicant's traffic engineer needs to submit a trip generation study to determine the number of trips generated by the proposed development. Alternatively, the applicant may submit the following data for staff to estimate the expected trip generation: ■ 2011 Annual attendance ■ Average of 101h highest days ■ Average attendance per day for 2011 if available ■ Park capacity (hourly for all rides on site) — Est. 15,254 for 2011 CITY OF FEDERAL WAY DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT DEVELOPMENT REVIEW COMMITTEE TRANSMITTAL DATE: 4/11/12 TO: Ann Dower, Development Services Manager Sarady Long, Traffic Engineer Scott Sproul, Assistant Building Official Chris Ingham, South King Fire & Rescue FROM: Isaac Conlen FOR DRC MTG. ON: 4/19/12 - Internal FILE NUMBER(s): 12-101566-00-UP RELATED FILE NOS.: None PROJECT NAME: WILDWAVES - ZIP LINE RIDE PROJECT ADDRESS: 36201 ENCHANTED PKWY S ZONING DISTRICT: OP-4 PROJECT DESCRIPTION: Install zip line ride located at center of park site LAND USE PERMITS: UP1, Building permit? PROJECT CONTACT: NORPOINT ENTERTAINMENT LLC KIM ZIER 36201 ENCHANTED PKWY S MATERIALS SUBMITTED: Site plans, construction details, etc. As�, CITY OF Federal Way APPLICATION NO(S) Project Name Sory Property Address/Location Parcel Number(s) Project Description PLEASE PRINT MASTER LAND USE APPLICATION DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES 33325 81h Avenue South RECEIVED Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 APR 0 (y 2012 LN ww.cltyofteder'alway.corn CITY OF FEDERAL WAY t}C. 12 -- 1 O 1 %( 0 d OP 3UQGI Type 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) Process III (Project Approval) Process IV (Hearing Examiner's Decision) Process V (Quasi -Judicial Rezone) Process VI SEPA w/Project SEPA Only Shoreline: Variance/Conditional Use Short Subdivision Subdivision Variance: Commercial/Residential Required Information Zoning Designation Comprehensive Plan Designation Value of Existing Improvements pQ'jy�] Value of Proposed Improvements International Building Code (IBC): Occupancy Type Construction Type S Applicant Date ` /0 lt2-- Name: KI oc�p� lam' [ [z 1 l�C- I " Address: �(9-L �%S• City/State:wQ-ul ls)'R Zip: e9S603 Phone: O55 L0LQ)_eCcS Fax: -,o5> LOW 1- B0:51j� Email: tb • C L � Signature: � ukt t—r— Agent (if different than Name: Address: City/State: Zip: Phone: Fax: Email: Signature: Owner Name: Ch1 L—TbCDM�_ udla� Address: Atc� S , ( PK'f{ } 2 City/State: Zip: Phone: Fax: `�- Email: Signatureco CJ\.1 L Bulletin #003 — January 1, 2011 Page 1 of 1 k:\Handouts\Master Land Use Application ., {J � ,� s' i .� - �a 0 \' -` _�� =-- x i �,