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�
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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
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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
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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
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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
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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.
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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.
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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
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