16-104221I' I , I li I
I WWAMM.U, I I
RESUBMITTED
APR 11 7017
PMEN"r
Mr, Nazary Ivanchuk
c/o Urban Design Group
Renton, Washington 98057
(206) 833-8250
*71VIXTIT M-=. P-0-9-0
5007 Pacific Hwy. E, Suite 16
Fife, Washington 98424-2649
F-IT-INAMN
1QA0Q
ry
xxx S 2931d Street
Federal Way, Washington
PN: 7202500070
PROJECT DESCRIPTION
This Stormwater Drainage Report has been prepared for the proposed single family
residence to be constructed along South 2931d Street in Federal Way, Washington (PN:
7202500070). Applicable drainage requirements for the City of Federal Way are described
Appendix C: Small Project Drainage Review Requirements of the 2009 King County
Surface Water Design Manual (KCSDM)
Our understanding of the project is based on our review of King County iffiap
topographic information, the site plan provided by Urban Design Group, and our previous
Geologic Hazard Assessment dated May 4, 2016. We understand that you propose to
construct a two story single family residence in the upper, southern portion of the site. We
anticipate that the proposed residence Will have a daylight basement configuration and will be
wood framed.
The proposed residence will have a roof area of 2,695 square feet (sq, and the
proposed driveway will encompass about 409 sf. The proposed development will result in
3,104 sf of hard surfaces bong added to the site, 2,695 of which will be impervious. The site
encompasses approximately 9�622 sf, 32.3 percent of which will be developed.
Per Appendix C:
The site is a single family residence that will result in >2,000 sf of new and/or
replaced impervious surface;
The proposed project will be located predominately on till soils; and
The proposed project will not add more than 5,000 square feet of new impervious
surface.
Urban DesignGroup.293rd.DR Rev1
April 7, 2017
Page 2
Therefore, this project is within the thresh• •s set forth in Appendix C of ii*
'KCSDM, and the requirements indicated therein will apply.
EXISTING CONDITIONS
parcelThe subject parcel is located in the Redondo area of Federal Way, Washington. The
irregular.:•' and generally a is 129 feetwide(north•south)by
height91 to 150 feet deep (east to west), and encompasses approximately 0.22 acres. The parcel is
bounded by South 293rd Street on the west, by existing residences on the north and south,
and by a wooded, undeveloped slope to the east. 93,d Street right of way, is flat to
The upland portion of the parcel, near the existing 2
gently sloping. About 10 to 30 feet east of the road, the site slopes steepen to about 35 to 60
percent, with the steeper portion in the south-central portion of the slope. Slopes in the
cal
about 10 to 12 feet. The area surrounding the seasonal♦i ♦.
of the site slopes down at about 25 to 35 percent.
Vegetation on the site consists of tall grasses, blackberries, and both native and
invasive shrubs. Some scattered young deciduous trees and older fir trees are located along
• •♦- :f •`.. i i • ■ '..♦ _ is / :• •-•..i `+ -'.• ••..':
INFILTRATION+ •REPORT
The USDA Natural Resource Conservation Service (NRCS) Web Soil Survey for Ki
are derived from glacial fill, that form on 25 to 70 percent slopes. These soils are listed as
having a "moderate to severe" erosion hazattl a severe building limitation for �lopes. Thes
soils are listed in hydrologic soils group B/C.
The Geologic Map of the Poverty Bay 7.5-minute Quadrangle, Washington, Derek B.
Booth, Howard H. Waldron, and Kathy G. Troost (2003) indicates the site underlain by
coarse -grained older glacial s-f/ ass♦). These soilsgenerally deposited before
typicallythe Vashon stade of the Fraser Glaciation, some 12,000 to 15,000 years ago. The glacial
deposits consists of a heterogeneous mixture of clay, sift, sand and gravel that has been ove
ridden by the continental ice mass associated with the Vashon stade of Fraser glaciation. Th
glacial deposits are considered overconsolidated, are typically in a very dense condition, and
exhibits high strength and low compressibility characteristics where undisturbed. Surficial soii
are - is to a looseto medium dense ♦ f • No areas of • • or
mass wasting or noted on the map within the immediate vicinity of the site.
Based on the SCS soils mapping and our experience in the area, onsite infiltration i
site. A Geologic . it Assessment dated May 4 2016 was previously prepared for this
parcel.
SUB -BASIN•
The site is located within a subbasin that generally drains to the north, northeast, a
northwest towards a seasonal stream located in the eastern portion of the site. The site
��Tlzv S#:tP.14RXA1RffWwR ���Uexi 16.1, hile the ma)Q[it of the runoff is diverti
away from by
Urban Desig nGroup.293rd.DR—Rev1
April 7, 2017
Page 3
SMALL PROJECT DRAINAGE REQUIREMENTS
The proposed project adds more than 2,000 sf and less than 5,000 sf of new
impervious surface, and the total impervious surface is less than 10,000 sf; therefore, the
Small Project Drainage Requirements apply per KCSDM Figure 1.12A. Appendix C of t
KCSDM defines a small lot to be <22,000
Flow Control BMPs
Full Dispersion is not feasible for this project. According to aerial imagery obtained
211Parcel cannot achieve
a 100' long flow path established between the residence and the stream in the eastern
portion of the site.
Full Infiltration is not feasible. A 50 foot setback cannot be met between the infiltration
device and a steep slope hazard area. There is also no feasible location on the site that
allows for an infiltration facility to be setback 15 feet from the proposed residence and 5 feet
from a property line that is also outside of a steep slope hazard area. Limited infiltration is
infeasible for the same reasons.
Basic Dispersion is not feasible. There is no location onsite that a basic dispersion
device could be located to achieve a flow path slope of 15% or less over 20 feet. Sheet flow
dispersion of stormwater runoff generated by the proposed driveway is not feasible because
there is not sufficient room for a 10 foot long flow path downslope from the driveway.
Rain Gardens are not feasible. There is no location onsite that is 50 feet or more from
a steep slope hazard area.
Nrmeable Pavement Is not feasible f6r1he proposed driveway based on the
proximity toa steep slope as 46fined in the report dated May 4th 2016 arid 1116 discovery of fill
material previously placed.
Rainwater Harvesting and Vegetated Roof are not feasible. There is no location
onsite that is 50 feet or more from a steep slope hazard area.
Reduced impervious Surface Credit: Restricted Footprint is not feasible. The project
proposes 3104 sf, 2695 sf of which is impervious. From the 4000 sf impervious surface
threshold, 1305 sf of proposed impervious surface has been mitigated per the restricted foot
print. This area can be discharged through a perforated pipe connection. However there is
no city system available for discharge.
Perforated Pipe Connection as illustrated in the 2009 King County Storm Water
Manual C2.1 1 is not feasible. There is no city storm water system available for discharge.
Erosion and Sediment Control Measures
The following ESC Measures shall be met for the proposed project:
1. Mark Cdearing Limits: Clearing will be limited to the existing tall grass and
scattered shrubs and trees. The approximate clearing limits have been clearly
shown on the abbreviated plan sheet C-4.
2. Mihfir� Sediment Racked : A stabilized construction entrance has been
clearly shown on the abbreviated plan sheet C-4 and will be located where the
proposed driveway enters the site. Should sediment leave the site, all public roadz-�
affected should be thoroughly cleaned.
3. Control Sediment A sediment control measure shall be implemented downstream
of the project area. Sediment control measures should be installed prior to
construction. Inlet protection should be installed in the first existing catch basins
downgrade of the site and removed after all soils have been stabilized. A silt fence
should be installed per the abbreviated plans, sheet C-4.
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April 7, 2017
Page 4
I R W-17d7-0 I I I•
5. gontM Rimoffi This will be accomplished through the provided ESC plan. See
the attached abbreviated plans, sheet C-4.
6. ConbW Dewatetta: No dewatering will be required on this project.
7. This is a single family residential project. It is expected
that there will be limited opportunity for construction pollution to be present on site.
Contractors will be required to follow standard procedures concerning site cleanup,
material storage, and handling of typically construction pollutants.
8. Fh9l 2g��kn: Per KCSDM, "Prior to final construction approval, the project
site shall be stabilized to prevent sediment -laden water from leaving the project si
after project completion. All disturbed areas of the project site shall be vegetated
otherwise permanently stabilized. At a minimum, disturbed areas must be seeded
and mulched to ensure that sufficient cover will develop shortly after final approva
Mulch without seeding is adequate for small areas to be landscaped before ki
October 1. All temporary ESC measures shall be removed within 30 days after
final site stabilization is achieved or after the temporary measures are no longer
needed. Trapped sediment shall be removed or stabilized onsite. Disturbed soil
areas resulting from removal of measures or vegetation shall be permanently
stabilized with seeding or sodding.'
PROPOSED DRAINAGE DESCRIPTION
The proposed drainage system was designed in accordance with Appendix C of the
2009 KCSDM.
As no stormwater management method outlined in Appendix C is appropriate for the
proposed single family residence, we recommend a detention tank for flow restriction be
installed under the proposed driveway to manage the stormwater flows to be discharged to
the edge of the stream buffer behind the proposed SFR. All roof drains should connect to
this tank. Due to the soils encountered at the site, observed to be consistent with glacial till,
and the presence of previously placed fill material we do not anticipate infiltration of the
stormwater generated on the proposed driveway will be feasible. We recommend the
driveway also be directed to the detention tank via a catch basin to retain sedimentation and
then to two dispersion pipes located on the edge of the stream buffer. A 6-inch diameter
corrugated HDPE pipe will extend from the detention tank, daylight behind the home and
extend down the surface of the slope to the edge of the stream buffer. The pipe will be
anchored to the if at the top and bottom of the pipe run.
The total surface area being conveyed to the dispersion pipe will be approximately
3,104 sf or 0.07 acres. Based on the rational method to determine peak discharge and using
the 1 00-year storm (Q-1 00) for the Tacoma vicinity, the peak flow from the total proposed
impervious area of the is and driveway would be 0.9 x 3.65 x 0.07 = 0.23 cfs. A 6-inch
corrugated HDPE line (Manning's n = 0.025), flowing full with a minimum slope of 30 percent
has a conveyance capacity of 1.59 cfs, which is sufficient to handle the stormwater from the
roof and.driveway area. The flow rates to the dispersion area were determined using
WWHM2012 and were designed to meet the predeveloped flow. The drainage system,
including pipe sizes, is shown on sheet C-2 of the accompanying abbreviated plans.
U rban Desig n G ro u p.293 rd. D R_Rev 1
April 7, 2017
Page 5
Erosion control measures will be in place throughout the project. On a temporary
basis, they will consist of silt fence installed along downhill sections of the project area. The
site entrance will have a temporary construction entrance installed per the 2009 KCSDM.
Permanent erosion control will consist of residential landscaping.
UTILITIES
It is the responsibility of the contractor to locate utilities prior to installing any
stormwater systems. The One -Call Underground Utility Locate Center (1-800-424-5555 or
811) should be notified a minimum of 48-hours prior to digging on the site.
COVENANTS, DEDICATIONS, EASEMENTS
A maintenance covenant with be required to meet the Requirements of Appendix C
KCSDM and must be recorded prior to the final construction approval for the proposed
project.
OTHER PERMITS OR CONDITIONS PLACED ON THE PROJECT
In addition to this Drainage Report and Drainage Control Plan, that are required for
the Site Development Permit, we anticipate other permits will be required by including but not
limited to a building permit.
PROJECT ENGINEER'S CERTIFICATION
I hereby state that this drainage and erosion/sediment control plan for the Urban
Design Group Project has been prepared by me or under my supervision and meets the
standard of care and expertise which is usual and customary in this community for
professional engineers. I understand that the City of Federal Way does not and will not
assume liability for the sufficiency, suitability, or performance of drainage facilities prepared
by me.
Urban DesignG roup.293rd. DR—Rev1
April 7,2017
Page 6
We appreciate the opportunity to be of service on this project. Should you have need of
additional information or services please call.
Yours Very Truly,
GeoResources, LLC
Veronica R. Raub, EIT
Staff Engineer in Training
zrad P. Biggerstaff, LEG
7wriincipal
VRR:FF;vrr
DoclD: UrbanDesignGroup.293rd.DR
Attachments: Drainage Control Plan
Maintenance and Source Control Manual
Frank Fiedler IV, PE
Senior Civil Engineer
RESUBMITTED
DEC 0 2 21 GeoResourcesq LLC
Ph. 253-896-1011 CrrY OF FEDERAL WAY 5007 Pacific Hwy. E, Suite 16
Fx. 253-896-2633 CDS Fife, Washington 98424
July 19, 2014
Updated May 4, 2016
Update 2 - November 21, 2016
Mr. Nazary Ivanchuk
c/o Urban Design Group
879 Rainier Avenue N, Suite A-200
Renton, Washington 98057
(206) 838-8250
Attention: Mr. Alexey Ancheyev Geologic Hazard Assessment
Proposed Single Family Residence
xxxx South 293rd Place
Federal Way, Washington
PN: 7202500070
Job: UrbanDesignGroup.293rd.GHA2
INTRODUCTION
This updated report provides additional information requested by the City related to our
original geologic hazards assessment for the proposed single family residence to be
constructed on the above referenced vacant parcel. The location of the site is shown on the
attached Site Vicinity Map, Figure 1.
Our understanding of the project is based on our discussions with you; our
previous 2012 and 2014 site Visits, and a more recent June 26, 2014 site visit; our past
experience in the site area; and out understanding of the City of Federal Way updated
relevant municipal codes; revised code Chapter 19 (September 2016), We understand that
you propose to construct a new single family residence in the upper portion of the subject
parcel as shown in Figure 2. The residence Will be a two-story, wood -framed structure
supported on spread footings, likely deepened in portions of the structure to meet the
recommended setbacks. We understand that the residence will include a daylight basement.
The purpose of our original services was to evaluate the surface and subsurface
conditions at the site as a basis for assessing potential adverse impacts to and from the slopes
located within the site area. We understand that because of the height and inclination of the
slopes in the vicinity of the site, that an assessment is being required by the City of Federal Way
Revised Code Chapter 19 to address geologic hazards at the site. Two hand auger
explorations were completed, but no laboratory tests were performed as part of the scope for
this assessment. Specifically, our scope of services for the project included the following:
1. Visiting the site and conducting a geologic reconnaissance to assess the site's soil,
groundwater and slope conditions;
2. Excavating two shallow hand auger explorations at selected locations across the
property; and
3. Addressing the appropriate geotechnical regulatory requirements for the proposed
site development.
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(July 19, 2014) November 21, 2016
Page 2
SITE CONDITIONS
The subject parcel is located in the Redondo area of Federal Way, Washington. The
parcel is irregular in shape and generally measures 115 to 129 feet wide (north to south) by
91 to 150 feet deep (east to west) and encompasses approximately 0.22 acres. The parcel is
bounded by South 293rd Street on the west, by existing residences on the north and south,
and by a wooded, undeveloped slope to the east. A shallow seasonal drainage course is
located along the eastern property line.
The upland portion of the parcel, near the existing 293`d Street right of way, is flat to
gently sloping. Between 10 to 30 feet east of the roadway, the site slopes steepen to between
35 to 60 percent, with the steeper portion located in the south-central portion of the site.
Based on our recent observations, the ground rupture discussed in the Geol. esign September
16, 2016 letter is likely related to (1—
The central portion of the site, where slopes are steeper"fhan 440 percent, has a vertical
height approximately 10 to!12 feet. As the slope gets closer to a seasonal drainage channel
located along the east side of the site, the ground surface flattens to 25 to 35 percent. The
proposed location of the residence and site topography are shown on the attached Site Plan,
Figure 2a. An aerial photograph of the site with topography obtained from the King County
iMap website is included as Figure 2b.
Vegetation on the site consists of tall grasses, blackberries, and both native and
invasive brush. Some scattered young deciduous trees and occasional older fir trees are
located along the north and east sides of the parcel. No springs or seepage was observed at
the time of our site visit. No evidence of erosion, soil movement, landslide activity or deep-
seated slope instability was observed at the site or the adjacent areas at the time of our site
visit.
Site Soils
The USDA Natural Resource Conservation Service (NRCS) Web Soil Survey for King
County maps the soils as Alderwood and Kitsap soils (AkF). The Alderwood and Kitsap soils
are derived from glacial till, that form on 25 to 70 percent slopes. These soils are listed as
having a "moderate to severe" erosion hazard a severe building limitation for slopes. These
soils are listed in hydrologic soils group B/C. A copy of the SCS map for the site vicinity is
attached as Figure 3.
Site Geology
The Geologic Map of the Poverty Bay 7.5-minute Quadrangle, Washington, Derek B.
Booth, Howard H. Waldron, and Kathy G. Troost (2003) indicates the site underlain by coarse -
grained older glacial deposits (Qpog,). These soils were generally deposited before the
Vashon stade of the Fraser Glaciation, some 12,000 to 15,000 years ago. The glacial deposits
consists of a heterogeneous mixture of clay, silt, sand and gravel that has been over ridden by
the continental ice mass associated with the Vashon stade of Fraser glaciation. The glacial
deposits are considered overconsolidated, are typically in a very dense condition, and exhibits
high strength and low compressibility characteristics where undisturbed. Surficial soils are
typically weathered to a loose to medium dense condition. No areas of landslides or mass
wasting or noted on the map within the immediate vicinity of the site, however, a mass wasting
deposit is shown on the map south and east of the parcel by about 500 to 600 feet. The
mapped mass wasting deposit is on the east side of the stream channel valley from the site
and immediately below an area of existing residential development. An excerpt of the above
referenced map is included as Figure 4.
The Washington State Department of Ecology Coastal Atlas for the site area indicates
the flatter upland area to be "stable", while the slopes on the east side of the stream channel
are mapped as "unstable". The unstable designation is likely attributed to the height and slope
Urban Design G roup.293rd.GHAu2.doc
(July 19, 2014) November 21, 2016
Page 3
of the slopes east of the streams. No areas of unstable recent or unstable historic landslides
are shown on the Coastal Atlas within the site area. A copy of the Coastal Atlas map for the
site area is attached as Figure 5.
A series of oblique aerial shoreline photos obtained from the Coastal Atlas website are
attached as Figures 6a through 6d. The photographs, taken between 1977 and 2006 show
the site and adjacent areas. The three more recent photographs (1996, 2000, 2006) show the
existing residential developments and site to be well vegetated. The 1977 shows the
residential development below the site to be existing and the neighborhood that the site is
located in to be under construction. The photographs are attached as Figures 6a through 6d..
Subsurface Conditions
Two hand augers were excavated on the slope below the roadway in order to observe
shallow soil conditions at the site. The hand augers generally confirmed the mapped
stratigraphy, however the upper hand auger did encounter fill material,, likely associated with
the original grading of the roadway and lot. The soils encountered in our hand augers were
characterized in accordance with the Unified Soil Classification System, a copy of which is
attached as Figure 7. Logs of the test pits are attached as Figure 8.
In general, the soils encountered below the topsoil and then layer of fill material (about
24 inches) consisted of medium dense to dense silty sand with gravel, weathered glacial till.
We expect that very dense undisturbed glacial till occurs at depth.
GEOLOGIC HAZARDS
The City of Federal Way Critical Areas Ordinance for Geologically Hazardous AreasA , ;
state"geologically hazardous areas shall mean areas that, because of their susceptibility to"" -
erosion, )andsliding, seismic or other geological events, are not suited to siting commercial,
residential or industrial development consistent with public health or safety concerns."° The
Revised Code of Federal Way is copied in italics, while our comments to the code are
immediately following the code.
Erosion Hazard Areas per Federal Way Revised Code
The City of federal Way code defines erosion hazard areas as "those areas having a
"severe" or "very severe" erosion hazard due to natural agents such as wind, rain, splash,
frost action or stream flow."
Landslide Hazard Areas per Federal Way Revised Code
The Federal Way City Code defines landslide hazard areas 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.
1. Slopes greater than 15 percent;
2. Permeable sediment overlying a relatively impermeable sediment or
bedrock;
3. Springs or groundwater seeps.
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. Areas potentially unstable as a result of rapid stream incision, stream bank erosion,
and undercutting by wave action.
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(July 19, 2014) November 21, 2016
Page 4
d. Areas located in a canyon or on an active alluvial fen, presently or potentially
subject to inundation by debris flows or catastrophic flooding.
e. Areas that have a "severe" limitation for building site development because of slope
conditions, according to the USDA SCS,
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 a gradient steeper than 80 percent subject to rock fall during seismic
shaking"
Seismic Hazards per Federal Way Revised Code
The City of Federal Way Municipal Code defines seismic hazard areas as "those areas
subject to severe risk of earthquake damage as a result of seismically induced ground
shaking, slope failure, settlement or 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."
CONCLUSIONS
Based on our observations and site evaluations, it is our opinion that a landslide
hazard, erosion hazard area, seismic hazard area, or steep slope area does not exist on or
within 25 feet of the site.
Erosion Hazard Areas per Federal Way Revised Code
The site soils are mapped as AkF, which have a severe erosion hazard when exposed.
Conventional construction BMP's should be installed prior to beginning construction. This will
provide adequate erosion control for the disturbed areas of the site. It is critical that the
installed erosion control measures be monitored and maintained, and if necessary modified
based on changing site conditions. In the event that the site is not worked for 7days or more,
the disturbed areas should be adequately erosion protected and maintained in the event of a
significant storm event. This may include the use of plastic sheeting or mulch. Erosion
control should specifically include the installation of silt fencing along the downslope and side
slopes of the active construction area. Straw waddles and berms may also be necessary. We
have not been provided with a copy of the proposed Temporary Erosion and Sediment Control
(TESC) plan at this time. However, provided standard BMP's are installed pr[gr to beginning
construction, the potential for erosion or sediment leaving the site should be minimal.
Landslide Hazard Areas per Federal Way Revised Code
The site has slopes steeper than 15 percent, but no adverse or intersecting contracts
are mapped on the site, nor were any seeps or springs noted on the slope or along the
seasonal stream channel. No areas of mapped landslide debris or activity were noted on the
published USGS geologic map or coastal zone atlas. The stream channel is not deeply
incised, and we anticipate that runoff from the developments along the margins of the stream
channel have greatly decreased the amount of season flow, thereby reducing the potential for
rapid stream incision or stream bank erosion. No areas of alluvial fans are mapped nor were
any alluvial fans noted in the vicinity of the site at the time of our past site visits. The site soils
(AkF) do have a severe building limitations because of slopes. The site is listed as being
stable by the Department of Ecology Coastal Atlas, however the slope on the east side of the
stream are mapped as unstable because of their height and inclination. No areas of historic or
recent landslide activity were identified on the Coastal Atlas. The site slopes are not steeper
than 80 with and subject to rock fall during seismic shaking.
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(July 19, 2014) November 21. 2016
Page 5
Based on our observations and literature review, the site has one of the above
indicators (severe limitations for building site development). As previously stated, we
observed no evidence of active or ongoing landslides hazards were observed on the site or
within 25 feet of the site. In our opinion, the site does not constitute an active landslide hazard
area. Therefore, no prescriptive buffer should be imposed by the City of Federal Way.
Recommended building setbacks are provided below.
Seismic Hazards per Federal Way Revised Code
The City of Federal Way Municipal Code defines seismic hazard areas as "those areas
subject to severe risk of earthquake damage as a result of seismically induced ground
occur in areas underlain bY coheslonless .soils of love density usually in association with a
shallow groundwater table."
Based on our observation and the subsurface units mapped at the site, we interpret
the structural site conditions to correspond to a seismic Site Class "C" in accordance with
Chapter 20 of ASCE 20. This is based on the likely range of equivalent SPT (Standard
Penetration Test) blow counts for the soil types=; observed in the site area. These conditions
were assumed to be representative for the conditions based on our experience in the vicinity
of the site. These soils are not prone to liquefaction and do not constitute a seismic hazard
area. Given the mapped stratigraphy of Pre -Olympia age gravel, which was overridden by the
more recent Vashon stade of the Fraser Glaciation, it is our opinion that the potential for
liquefaction is minimal.
Buffers/Setbacks per Federal Way RCC
The CFW code requires a 25-foot setback from geologically hazardous areas, unless
specifically reduced by a geotechnical engineer. Because of the site slopes, virtually the
entire site meets the technical definition of a steep slope site, and therefore the entire parcel
would be within the hazard or buffer area.
City of Federal Way Municipal Code allows for reduction or modifications of the 25-foot
setback area if "no reasonable alternative exists and only if the development activity or land
surface modifications will not lead to or create any increased` slide, seismic, or erosion
hazard." Very little grading and filling will be required to accommodate the proposed
residence, as most of the residence will be situated in the excavation for the daylight
basement. The excavation of the upper slope area will effectively remove the existing ground
rupture area near the top of the slope and address the old fill material placed on this portion of
the site. We expect that the basement retaining wall will support a structural fill that will
support the driveway and front yard area, thus eliminating the risk of slope instability in this
area.
Recommended Setback
The City of Federal Way building department may require a building setback in
accordance with IBC (International Building Code) standard requirements, IBC section 1805
requires a building setback from slopes that are steeper than 3HAV (Horizontal:Vertical)
unless evaluated and reduced, and/or a structural setback is provided, by a licensed
geotechnical engineer. The setback distance is calculated based on the vertical height of the
slope. The typical IBC setback from the top of the slope equals one third the height of the
slope...
Using the IBC Setback criteria and given the vertical height of the slope below the
proposed daylight basement residence, the foundations on the east (down slope) side of the
residence should be setback a minimum of 4 feet from slope area. The -foot distance is
based on a maximum vertical height of the slope between the residence and the stream of 12
UrbanDesignGroup.293rd.GHAu2.doc
(July 19, 2014) November 21, 2016
Page 6
feet. Since the recommended setback distance likely cannot be met with typical construction
methods, the foundation elements should be extended vertically to meet the recommended
horizontal setback distance as a Structural Setback. Where the foundation is extended
vertically, we recommend that the structural setback be measured horizontally from the lower
outside edge of the foundation element to the face of the slope. We recommended minimum -
structural setback depth of 3 feet below finish floor elevation for the foundations along the east
side of the residence. A detail showing the structural setback configuration is attached as
Figure 9. This will meet the recommended setback criteria, and the IBC setback criteria.
Storm Drainage
Based on the results of our explorations, the site soils consist of glacial till material
These soils are will not support infiltration of the collected storm runoff. Based on our
discussions, it will be possible to direct the collected roof and driveway runoff to the roadway,
South 293 Place where an existing stormwater system exists.
LIMITATIONS
We have prepared this report for Mr. Nazary lvanchuk, Urban Design Group, and
members of the design team for use in evaluating a portion of this project. Subsurface
conditions described herein are based on our observations of exposed soils on the parcel.
This report may be made available to regulatory agencies or others, but this report and
conclusions should not be construed as a warranty of subsurface conditions. Subsurface
conditions can vary over short distances and can change with time.
Variations in subsurface conditions are possible between the explorations and may also
occur with time. A contingency for unanticipated conditions should be included in the budget
and schedule. Sufficient monitoring, testing and consultation should be provided by our firm
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
earthwork and foundation installation activities comply with contract plans and specifications.
The scope of our services does not include services related to environmental
remediation and construction safety precautions. Our recommendations are not intended to
direct the contractor's methods, techniques, sequences or procedures, except as specifically
described in our report for consideration in design.
If there are any changes in the loads, grades, locations, configurations or type of
facilities to be constructed, the conclusions and recommendations presented in this report may
not be fully applicable. If such changes are made, we should be given the opportunity to review
our recommendations and provide written modifications or verifications, as appropriate.
%PJr'WJr.-V •- 09awo M"
(July 19, 2014) • 21, 2016
Page 7
We have appreciated working for you on this project. Please do not hesitate to call at
your earliest convenience if you have any questions or comments.
Respectfully submitted,
GeoResources, LLC
F, Elk,
yj
"o "o
WAS
K 22
50040
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BRADLEY
orsv:"
P SIGGERSTAFP
'i
Brad P. Biggerstaff, LEG
Dana C. Biggerstaff, PE
Principal
Senior Geotechnical Engineer
BPB:DCB:bpb
Doc ID: UrbanDesignGroup.NAZ.293rd.GHA
Attachments: Figure 1: Vicinity Map
Figure 2a: Site Plan
Figure 2b: Site Aerial Photo
Figure 3: SCS Soil Survey
Figure 4: USGS Geology Map
Figure 5: Coastal Zone Atlas
Figures 6a through 6d: Oblique Shoreline Photographs
Figure 7: Soil Classification System
Figure 8: Hand Auger Logs
Figure 9: Structural Setback
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Approximate Site Location
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
ITIRM. ->•-
Site Location Map
Proposed Single Family Residences
xxx & xxx South 293►d Place
Federal Way, Washington
Doe: UrbanDesignGroup.S23rdPlace.F July 2014 Figure 1
STORM DRNANACE
CONNECT TO ENS
CCNSTRuOt ENTRANCE
GeoResources,L
5007 Pacific Highway E, Ste 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
SITE PLAN
SCALE: 1 „ k.
Scale V= 20'
Site Plan
Proposed Single Family Residences
xxx & xxx South 293`d Place
Federal Way, Washington
Doo UrbanDesignGroup.S23rdPlace.F July 2014 Figure 2a
Approximate Site Location
(map created on King County iap website:
hftp://www.kingcounty.gov/operations/gis/Maps/l`MAP.aspx)
Not to scale
_ • . _ o -
SiteandTopography i%
11 • .
Proposed Residences
Fife, • sPhone:
253-896-1011
Federal Way, Washington
253-896-2633
An excerpt from the Geologic Map of the Poverty Bay 7.5-minute Quadrangle, Washington by
Booth, Howard, and Troost, 2003
T;
S
Not to Sc�
GeoResources, LLG
USGS Geologic Map
5007 Pacific Highway East, Suite 16
Proposed Single Family Residences
Fife, Washington 98424
xxx & xxx South 293rd Place
Phone: 253-896-1011
Federal Way, Washington
Fax: 253-896-2633
Doc: Urban DesignGroup.S23rdPlace.F
July 2014
Figure 4
r
Not to Scale
Geoesources, LLC DOE Coastal Atlas
5007 Pacific Highway East, Suite 16 Proposed Single Family Residences
Fife, Washington 98424 xxx & xxx South 293rd Place
Phone: 253-896-1011 Federal Way, Washington
Fax: 253-896-2633
Doc: Urban DesignGroup.S23rdPlace. F July 2014 Figure 5
Photo taken 5/19/1993 and obtained from the Washington State Department of Ecology Coastal Atlas Website
(https.Ilfortress. wa.gov/ecy/coastalatlas/tools/Map.asp)
GeoResources, LLC
DOE Coastal Atlas
5007 Pacific Highway East, Suite 16
Oblique Shoreline Photograph
Fife, Washington 98424
Proposed Single Family Residences
Phone: 253-896-1011
xxx & xxx South 293rd Place
Fax: 253-896-2633
Federal Way, Washington
Doc: UrbanDesignGroup.S23rdPlace.F
July 2014 Figure 6c
Photo taken 6/26/1977 and obtained from'the Washington State Department of Ecology Coastal Atlas Website
(hUps.,11fortress. wa.govlecylcoastalatlasltoolsIMap.asp)
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
DOE Coastal Atlas
Obque Shoreline Photograph
li
Proposed Single Family Residences
xxx & xxx South 293rd Place
Fax: 253-896-2633
Federal Way, Washington
Doc: urbanDesIgnGroup.S23rdPIace.F
July 2014
Figure 6d
IL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP GROUP NAME
SYMBOL
GRAVEL CLEANI
GW WELL -GRADED GRAVEL, FINE TO COARSE
GRAVEL
GRAVEL
COARSE
GP POORLY -GRADED GRAVEL
GRAINED More than 50%
SOILS Of Coarse Fraction GRAVEL
GM SILTY GRAVEL
Retained on WITH FINES
No. 4 Sieve
GC CLAYEY GRAVEL
More than 50% SAND CLEAN SAND
SW WELL -GRADED SAND, FINE TO COARSE SAND
Retalned on
No, 200 Sieve
SP POORLY -GRADED SAND
More than 50%
Of Coarse Fraction SAND
SM SILTY SAND
Passes - WITH FINES
No 4 Sieve
SC CLAYEY SAND
SILT AND CLAY INORGANIC
MIL SILT
FINE
CL CLAY
GRAINED
SOILS Liquid Limit
Less than 50 ORGANIC
OL ORGANIC SILT, ORGANIC CLAY
SILT AND CLAY INORGANIC
MH SILT OF HIGH PLASTICITY, ELASTIC SILT
More than 50%
Passes- -
CH CLAY OF HIGH PLASTICITY, FAT CLAY
No. 200 Sieve Liquid Limit
50 or more ORGANIC
OH ORGANIC CLAY, ORGANIC SILT
HIGHLY ORGANIC SOILS
PT PEAT
NOTES:
SOIL MOISTURE MODIFIERS.-
i.- Field classification is based on visual examination of soil
Dry- Absence of moisture, dry to the touch
in general accordance with ASTM D2488-90.
Moist- Damp, but no visible water
2. Soil classification using laboratory tests is based on
ASTM D2487.90.
Wet- Visible free water or saturated, usually soil is
obtained from below water table
3. Description of soil density or consistency are based on
interpretation of blow count data, visual appearance of
soils, and or test data.
GeoResources, LLC
Soil Classification
5007 Pacific Highway East, Suite 16
Proposed Single Family Residences
Fife, Washington 98424
xxx & xxx South 2931d lace
Phone: 253-896-1011
Federal Way, Washington
Fax: 253-896-2633
Doc: UrbanDesignGroup.S23rdPlace.F
July 2014 Figure 7
Hand Auger HA-1
Location: Upper west central portion of site
Approximate Elevation: 276 feet
Depth
(inches) Soil Type Soil Descti Lion
0 6 Topsoil
6 24 Dark Orange -brown silty fine to medium SAND with gravel, some, asphalt (loose to
medium dense, mosit)(fill)
24 36 SM Orange -brown silty fine to medium SAND with gravel (medium dense, moist)(weathered
till)
Terminated at 36 inches
No caving observed.
No groundwater seepage observed.
Hand Auger HA-2
Location: East central portion of site, above stream channel
Approximate Elevation: 270 feet
Depth
(inches) �p_.Soi I e _Ty Soil Descripji2n....
0 - 4 Topsoil
4 - 22 Dark Orange -brown silty fine to medium SAND with gravel, some wood (loose to
medium dense, moist)(weathered till/fill?)
22 - 42 SM Orange -brown silty fine to medium SAND with gravel (medium dense, moist)(weathered
till)
Terminated at 42 inches
No caving observed.
No groundwater seepage observed.
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
Excavated on: June
�A
Doe: Urban DesignGroup.S23rd Place.F
C-lopes Greater
Than 30 Percent
Slopes Greater
Than 30 Percent
Conventional Foot!ng
L-�m il ST. m
GeoResources, LLC
5007 Pacific Highway East, Suite 16
Fife, Washington 98424
Phone: 253-896-1011
Fax: 253-896-2633
4— Footing
Extension
Not to scale
Structural Setback
Proposed Short Plat
XXX — 97th place S
Kent, Washington
Doc: UrbanDaalgnGroup.S23rdPlace.F I July 20 4 Figure 9
Maintenance and Source Control Manua
(App/Permit#:_--- — A
Single Family Residence
xxx S 293rd
Federal Way, Washington 98023
PN:7202500070
,QTIW MORION
a
IRMS
li
Ph 253-896-1011
Fax 253-896-2633
'UBMITTED
CTTY 0 �F�EDE COMMUN E RMEN7
UrbanDesignGroup.293rd,OandM
January ll,2017
Page 2
Urban Design Grou p.293rd.Oand M
January 11, 2017
Page 3
MAINTENANCE IMPORTANCE AND INTENT
The importance of maintenance for the proper functioning of stormwater control
facilities cannot be over -emphasized. A substantial portion of failures (clogging of filters,
resuspertsion of sediments, loss of storage capacity, etc.) are due to inadequate
maintenance. Stormwater BMP maintenance is essential to ensure that BMPs function as
intended throughout their full life cycle. Additionally, proper maintenance of stormwater
facilities on this site is paramount t6maintaining the overall stability of the site's slopes.
The fundamental goals of maintenance adflyffies ore to insure the eiltire flow
conveyance system, including control and treatment, designed for,this site continue to fully
function. For this site these include:
* Maintain abty of storm facty to aftenuate flow rates
* Maintain ability to safely convey design stormwater flows
6 Maintain ability to treat stormwater runoff quality
Preserve soil and plant health, as well as stormwater flow contact with pla
and soil systems
Clearly identify systems so they can be protected
Keep maintenance costs low
Prevent large-scale'or expensive stormwater system failures
Prevent water quality violations or damage to downstream properties
RON TRIM -4
12
proper use, suggestions Tor mainienanuE
be established.
RESPONSIBLE PARTIES
Once inStalled, the maintenance of the proposed stormwater structures and 8MPs will
be the sole tespontibility of the property owner. During construction, the contractor shall
exercise due care in preserving the system. I
FACILITIES REQUIRING MAINTENANCE
The following list describes the stormwater structures and BMPs as well as the entity
responsible for the maintenance responsibility for each structure and BMP:
• Onsite amended soils and landscaping — property owner
• Onsite stormwater tightlines— property owner
• Onsite foundation drains — property owner
Onsite Pervious Pavement — property owner
Dispersion pipe at outfall— property owner
MAINTENANCE INSTRUCTIONS
The parties responsible for maintenance must review and apply the maintenance
requirements contained herein. These maintenance instructions outline conditions for
determining if maintenance actions are required, as identified through inspection. However,
they are not intended to be measures of the facility's required condition at all times between
inspections. Exceedance of these conditions at any time between inspections or
maintenance activity does not automatically constitute a violation of these standards.
UrbanDesignGroup.293rd.OandM
January ll,2017
Page 4
However, based upon inspection observations, the inspection and maintenance presented in
the checklists shall be adjusted to minimize the length of time that a facility is in a condition
that requires a maintenance action. For facilities not owned and maintained by the county, a
log of maintenance activity that indicates what actions were taken must be kept on site and
be available for inspection by the county.
See Appendix A for a detailed maintenance checklist for all stormwater structures and
BMPs requiring maintenance.
VEGETATION MAINTENANCE
The maintenance of onsite vegetation will be the sole responsibility of the property
owner. The effectiveness of many stormwater facilities depends on the proper maintenance
of the vegetation that effects the facility. Residential landscaping maintenance will include
but not be limited to:
0 Pruning and cleanup of landscaping trees to prevent organic debris from
entering the permanent stormwater system
Pest and disease management
Irrigation of vegetation
Prevention of fertilizer and pesticides from entering the stormwater system
POLLUTION SOURCE CONTROL
Pollution source control will be the responsibility of the property owner. All pollution
sources such as automobile washing, automobile maintenance, yard Was�K and compost,
application of pesticides I fertilizer, household hazardous material, pet waste, and onsite
sewage systems should utilize the BMPs listed in Appendix C of the 2009 KCSDM in order to
reduce contamination of stormwater runoff at its source.
ANNUAL COST OF MAINTENANCE
The annual cost of maintenance will be the responsibility of the property owner. It is
anticipated that the annual cost of maintenance will be low due to the nature of the site being
a single family residence.
PROJECT ENGINEER'S CERTIFICATION
I hereby state that this drainage and erosion/sediment control plan for the proposed
single family residence has been prepared by me or under my supervision and meets the
standard of care and expertise which is usual and customary in this community for
professional engineers. I understand that the City of Federal Way does not and will not
assume liability for the sufficiency, suitability, or performance of drainage facilities prepared
by me.
0�
Urban DesignGmup.293rd.Oa nd M
January 11, 2017
Page 5
We appreciate the opportunity to be of service on this project. Should you have
ed of additional information or services please call.
Yours Very Truly,
GeoResources, LLC
Imm"mm•I
'T70ognt
Principal
VRR:FF
DocID: Urban DesignGroup.293rd.OandM
Attachments: Appendix A - Maintenance Checklist
Appendix B - Maintenance Covenant
Frank Fiedler IV, PE
Senior Engineer
Urban DesignGroup.293rd. OandM
January 11, 2017
Page 6
MAR. rat M-MIRMN2=1
TEXT OF INSTRUCTIONS FOR NON -VEGETATED PERMEA13LE RWEMENT
Your property contains a stormwater Management flow control EMP (best management practice) calle+
permeahle pavement,'which was LrwslaUeed to minimize the storviriwater quantity and quaRy impacts of
1,V20,29 2M U'ararDmigp hlazual — Appftd'm C
C46
some or all of the paved surfaces on your property. Permeable pavements reduce the amount of rainfall
that becomes runoff by agowing ivater to seep through the pavement into a free -draining gravel or sand
bed. where it can be infiltrated into the ground.
The type(s) of permeable pavement used on your property is: C3 porous concrete, 0 porous asphaltic
ccricrete. 0 permeable pavers. 0 modular grid pavement
the King County Water and Land Resourcees Uivision or through a future development permit from
County.
Permeable pavements must be inspected after one majorstorm each year to make sure it is wor&g
property, Prolonged ponding or standing water an the pavement surface is a sign that the system is
defective and may need to be replacedIf this occurs, contact the pavement installer or the King County
Water and Land Resources Division for further instructions. A typical permeable pavement system has a
fife expectancy of approximately 25-years. To help extend the useful life of the system. the surface of the
permeable pavernent should be kept clean and free of Leaves. debris, and sediment through regular
sweeping or vacuum sweeping. The owner is responale for the repair of all ruts, deformation. aneor
broken paying units.
MM�Mtlliu
Your property contains a stormwater management flow control SMF (best management practice) called
grassed modular grid pavement,"whiich was installed to minimize the stomnwater quantity and quality
impacts of some or all of the paved surfaces on your property. Grassed modular grid pavement has the
runoff characteristics ofa Iawnwhile providing the weight-beariing capacity of concrete pavement. The
grassed surface not only rr4nimizes rurtoff quantity, it helps to fdter pollutants generating by vehicular use
of the surface,
-SM I MQU r%N asgslcar-
and design details must be maintained and may not be changed without written approval either from the
King County Water and Land Resources Mvision or through a future development permit from King
County.
Grassed modular grid pavement must be inspeaed after one major storm each year to make sure it is
-M stem
W�2
•- and may need to be replaced. If this occurs, contact the pavement installer or the Kitig County
Water and Land Resources Civision for furtherinstruc6ons. The grassed surface of the pavement must be
regulariy mowed and maintained in a good condition, Bare spots must be replanted in the spring orfall.
C:2 � RMUCED MWERVIOUS SURFACE CREDIT
X TEXT OF lNsTRuc-nONS FOR RE STRICTED FOOTMNT
restricted footpfint.' the practice of restricting the amount of jmplarv�us surface that may be added to 3
property so as to minimize the stormillvater runoff impacts caused t�y impervious surface. The toW
impervious surface on your property may not excetd _ square foot without VIVA10in approval
either from the King County Water and Land Resources Oivislon of through 4 future development permit
from King County.
. of it 1 4
criliteway 33 oeplcmv lt
be changed without �Yritirrn approval either from the King CourityWattir and Land Resources Olvision or
through a future developMent permit from King County,
Jill Ill 11 Jill 111:1111p lil��;��' 11
M= Ill 1, 11L 1 1401 1
Your property contains a stormwalifir manageffIrTr -Milaw
a 'minimum disturbance foundation,' which was instilled to minimize or iniiiii2ato for the stormilivater runoff
impacts of some or all of the impervious surfaces on your property, This means that allt or a portion of the
ftished living space ir� your house is elevated over a portillious surface through the us* of pierl Of 01 es,
The pervious surface is intended to provide add�Tional capacity to Absorb and %lom the stormwamir runoff
from your roof and surrounding areas,
The design of this syslen, as dopicled by the fill control Gt4P sit plian and design deliads must be
m airi in*"O. ey..q n ti � -E i: �ian�ed %i ut kwill.-4 a it prtval I ith Or ftM t�t YJAI. C I unity W�l 4-1 xd 0*4
Resources QlMsi�orl or through a future development permit from King County. In addition, the pervious
surface beneath the elevated portmn of your house must not be used in manner that compact$ the 56f
Your property contains a storrilivister management flow controi all (best management practice) called
6 decking over Pervious surf ce", which was installed to min mize or mitigate for oe vorml
Open Grid a I
runoff impacts of somt or all of the impo(vious surfaces on your property, The deeking his evenly spaced
openings thAt allow min water to -reach the uncompaoted soil below. ythete it has an opportunity to 504k
into the grolill
Tho area And oper-iri of the dil as dopkied by the 6VIN control 8hlP Aile Plan and design Omits
must be maintained and may not ce chtingodrAhout written approvai iiiiiihot from. the King County Water
and Land Res.ourtes Divl%ion or through a future clavelopmeril permit from King County, In ad4itiorl, the
parvious surface b-anoath III decking must not be used in manner that compacts the soil
I DiP S Wrter E*njr M=ijal - AjrpNtN C C-11 119
C,111 PURFORATED PIPE C N. CTION
INSTRUCTIONS0 TEXT OF
Your property contain& a 5tormviater manaoement4w control ShiP (best Man3gement pr1ctia*) called a
perforated pip . Y reduce the stormwaier runoff impacts
of
the impervious surfAce on your property.perforated pipe connectiondrainage W
pipe with hotes in the bottom. designed to 'le3k- rumok conveyed by the pipe, Into a gravel filled Uonch
where it can be soaked Into the sutroundiho $oil. The 6o�6ntctlon is iniandled to prov�di omfturiity for
infiltration of any runoff that is A i
drainage system such as 3 ditch ot ro3dway pipe system,
The size, 3ndcompo5ition of the per(oral"Pipe connectiondepicted by a, . a. BMP site p''
and design details must be maintainedY may notbe changed without written approval
King County Water s Land Resources Division of throughdevelopment permit from King
County, The so!) ovortop of the perforated portion of the systern must not be "mputed or covered th
impervious m3lerials,
PERFORATED PIPE CONNECTIONFOR
....r® rarldol ii ifl
PLAN VIEW O
i y,. f
®4 St �£ �3'2r 3a P���f - e C m 14 2v�7r
C-Sl
No. 4 - Control StructurelFlow ResWcw
UrbanDesignGroup.293rd.OandM
January 11, 2017
Page 7
APPENDIX B
I Wn.
LIM.- I OLIN H MUCL4 101 UMTDIFIJi
DECLARATION OF COVENANT
FOR MAINTENANCE AND INSPECTION OF FLOW CONTROL BMPS
Grantor:
Grantee: King County
Legal Description:
Additional Legal(s) on:
Assessor's Tax Parcel ID#:
IN CONSIDERATION of the approved King County (check one of the following) U residential
building permit, Q commercial building permit, ZI clearing and grading permit, El subdivision permit, or
L1 short subdivision permit for Application No. relating to the real property
("Property") described above, the Grantor(s), the owner(s) in fee of that Property, hereby
covenants(covenant) with King County, a political subdivision of the state of Washington, and its
municipal successors in interest and assigns ("King County" and "the County", or "its municipal
successor"), that he/she(tlley) will observe, consent to, and abide by the conditions and obligations set
forth and described in Paragraphs I through 8 below with regard to the Property. Grantor(s) hereby
grants(grant), covenants(covenant), and agrees(agree) as follows:
I
1, Grantor(s) or his/her(their) successors in interest and assigns ("Owners") shall retain, uphold,
and protect the stormwater management devices, features, pathways, limits, and restrictions, known as
flow control best management practices ("BMPs"), shown on the approved Flow Control BMP Site Plan
for the Property attached hereto and incorporated herein as Exhibit A.
2. The Owners shall at their own cost, operate, maintain, and keep in good repair, the Property's
BMPs as described in the approved Design and Maintenance Details for each BMP attached hereto and
incorporated herein as Exhibit B.
3. King County shall provide at least 30 days written notice to the Owners that entry on the
Property is planned for the inspection of the BMPs. Affer the 30 days, the Owners shall allow King
County to enter for the sole purpose of inspecting the BMPs. In lieu of inspection by the County, the
Owners may elect to engage a licensed civil engineer registered in the state of Washington who has
expertise in drainage to inspect the BMPs and provide a written report describing their condition. If the
engineer option is chosen, the Owners shall provide written notice to the Director of the Water and Land
Resources Division or its municipal successor in interest ("WLR!') within fifteen days of receiving the
County's notice of inspection. Within 30 days of giving this notice, the Owners, or the engineer on behalf
of the Owners, shall provide the engineer's report to WLR. If the report is not provided in a timely
manner as specified above, the County may inspect the BMPs without further notice.
4. If King County determines from its inspection, or from an engineer's report provided in
accordance with Paragraph 3, that maintenance, repair, restoration, and/or mitigation work is required for
the BMPs, WLR shall notify the Owners of the specific maintenance, repair, restoration, and/or mitigation
work (Work) required under Title 9 of the King County Code ("KCC"). WLR shall also set a reasonable
deadline for completing the Work or providing an engineer's report that verifies completion of the Work.
After the deadline has passed, the Owners shall allow the County access to re -inspect the BMPs unless an
engineer's report has been provided verifying completion of the Work. If the work is not completed
properly within the time frame set by WLR, King County may initiate an enforcement action. Failure to
ff , 111 lll
=.-0oME - I �i
I 1� lir Jill 1:! 11111111
I ..........1. -r4at ?.ddress
Af- cu
lllllli�J�qi��Iplllll�� 1111 11 INNER! illiIililli'lliil!!11!1 1111=1111111
I 1 110 -1 4 9 0044 1 ''1 ''i M,`: - 1 i
— is —4 a 1 6 1
M
IN WITNESS WHEREOF, this Declaration of Covenant for the Maintenance and Inspection of
Flow Control BNTs is executed this day of 20
GRANTOR, owner of the Property
COUNTY OF KING )ss.
On this day personally appeared before me:
, to me known to be the individual(s) described in
and who executed the within and foregoing instrument and acknowledged that they signed the same as
their free and voluntary act and deed, for the uses and purposes therein stated.
Given under my hand and official seal this _ day of 20
Printed name
Not Public in and for the State of Washington,
residing at
t I
Project Name: 293rd
Site Name: S293
Site Address: S 293rd Place
City: Federal Way
Report Date: 4/3/2017
Gage:
Seatac
Data Start:
1948/10/01
Data End:
2009/09/30
Timestep:
15 Minute
Precip Scale:
1.00
Version Date:
2016/02/25
Version:
4.2.12
POC Thresholds
Low Flow Threshold for POC1: 50 Percent of the 2 Year
High Flow Threshold for POC1: 50 Year
293rd 4/3/2017 9:38:23 AM Page 2
W I
Landuse Basin Data
Predeveloped Land Use
Bypass:
No
GroundWater:
No
Pervious Land Use
acre
C, Lawn, Steep
0.22
Pervious Total
0.22
Impervious Land Use
acre
Impervious Total
0
Basin Total
0.22
Element Flows To.
Surface Interflow
M 4=9
293rd 4/312017 9:38:23 AM Page 3
Bypass:
No
GroundWater:
No
Pervious Land Use
acre
C, Pasture, Steep
0.11
C, Lawn, Steep
0.04
Pervious Total
0.15
Impervious Land Use
acre
ROOF TOPS FLAT
0.06
DRIVEWAYS FLAT
0.01
Impervious Total
0.07
Basin Total
0.22
Element Flows To:
Surface Interflow
Vault 1 Vault 1
293rd 4/3/2017 9:38:23 AM Page 4
293rd 4/3/2017 9:38:23 AM Page 5
Mitigated Routing
Vault 1
Width:
Length:
Depth:
Discharge Structure
Riser Height:
Riser Diameter:
Notch Type:
Notch Width:
Notch Height:
Orifice 1 Diameter:
Element Flows To:
Outlet 1
7.507245642196 ft.
7.507245642196 ft..
7 ft.
6 ft.
6 in.
Rectangular
0.090 ft.
0.220 ft.
0.491 in. Elevation:0 ft.
Outlet 2
Vault Hydraulic Table
Stage(feet)
0.0000
0.0778
0.1556
0.2333
0.3111
0.3889
0.4667
0.5444
0.6222
0.7000
0.7778
0.8556
0.9333
1.0111
1.0889
1.1667
1.2444
1.3222
1.4000
1.4778
1.5556
1.6333
1.7111
1.7889
1.8667
1.9444
2.0222
2.1000
2.1778
2.2556
2.3333
2.4111
2.4889
2.5667
2.6444
2.7222
2.8000
Area(ac.)
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
Volume(ac-ft.)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.003
0.003
0.003
0.003
0.003
0.003
0.003
Discharge(cfs)
0.000
0.001
0.002
0.003
0.003
0.004
0.004
0.004
0.005
0.005
0.005
0.006
0.006
0.006
0.006
0.007
0.007
0.007
0.007
0.008
0.008
0.008
0.008
0.008
0.008
0.009
0.009
0.009
0.009
0.009
0.010
0.010
0.010
0.010
0.010
0.010
0.010
r0
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
r
.000
0.000
r
.000
0.000
0.000
r
0.000
0.000
0.000
t
.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
293rd 4/3/2017 9:38:23 AM Page 6
2.8778
0.001
0.003
0.011
0.000
2.9556
0.001
0.003
0.011
0.000
3.0333
0.001
0.003
0.011
0.000
3.1111
0.001
0.004
0.011
0.000
3.1889
0.001
0.004
0.011
0.000
3.2667
0.001
0.004
0.011
0.000
3.3444
0.001
0.004
0.012
0.000
3.4222
0.001
0.004
0.012
0.000
3.5000
0.001
0.004
0.012
0.000
3.5778
0.001
0.004
0.012
0.000
3.6556
0.001
0.004
0.012
0.000
3.7333
0.001
0.004
0.012
0.000
3.8111
0.001
0.004
0.012
0.000
3.8889
0.001
0.005
0.012
0.000
3.9667
0.001
0.005
0.013
0.000
4.0444
0.001
0.005
0.013
0.000
4.1222
0.001
0.005
0.013
0.000
4.2000
0.001
0.005
0.013
0.000
4.2778
0.001
0.005
0.013
0.000
4.3556
0.001
0.005
0.013
0.000
4.4333
0.001
0.005
0.013
0.000
4.5111
0.001
0.005
0.013
0.000
4.5889
0.001
0.005
0.014
0.000
4.6667
0.001
0.006
0.014
0.000
4.7444
0.001
0.006
0.014
0.000
4.8222
0.001
0.006
0.014
0.000
4.9000
0.001
0.006
0.014
0.000
4.9778
0.001
0.006
0.014
0.000
5.0556
0.001
0.006
0.014
0.000
5.1333
0.001
0.006
0.014
0.000
5.2111
0.001
0.006
0.014
0.000
5.2889
0.001
0.006
0.015
0.000
5.3667
0.001
0.006
0.015
0.000
5.4444
0.001
0.007
0.015
0.000
5.5222
0.001
0.007
0.015
0.000
5.6000
0.001
0.007
0.015
0.000
5.6778
0.001
0.007
0.015
0.000
5.7556
0.001
0.007
0.015
0.000
5.8333
0.001
0.007
0.019
0.000
5.9111
0.001
0.007
0.029
0.000
5.9889
0.001
0.007
0.043
0.000
6.0667
0.001
0.007
0.135
0.000
6.1444
0.001
0.007
0.301
0.000
6.2222
0.001
0.008
0.415
0.000
6.3000
0.001
0.008
0.477
0.000
6.3778
0.001
0.008
0.530
0.000
6.4556
0.001
0.008
0.577
0.000
6.5333
0.001
0.008
0.621
0.000
6.6111
0.001
0.008
0.662
0.000
6.6889
0.001
0.008
0.700
0.000
6.7667
0.001
0.008
0.736
0.000
6.8444
0.001
0.008
0.770
0.000
6.9222
0.001
0.009
0.803
0.000
7.0000
0.001
0.009
0.834
0.000
7.0778
0.001
0.009
0.864
0.000
7.1556
0.000
0.000
0.893
0.000
293rd 4/3/2017 9:33:23 AM Page 7
0
j
IL
13 1 a & K, r 'I k' o: 15 9D 95 0 0995
+ Predeveloped
Predeveloped Landuse Totals for POC #1
Total Pervious Area: 0.22
Total Impervious Area: 0
Mitigated Landuse Totals for POC #1
Total Pervious Area: 015
Total Impervious Area: 0.07
Flow Frequency Method: Log Pearson Type III 17B
Flow Frequency Return Periods for Predeveloped, POC #1
Return Period
Flow(cfs)
2 year
0.026527
5 year
0.044519
10 year
0.058017
25 year
0.076613
50 year
0.091468
100 year
0.107105
Flow Frequency Return Periods for Mitigated. POC #1
Return P�6dod
FlOw(cfs)
2 year
00114392
5 year
0.023923
10 year
0 .0324,41
25 yea�r
0.64.29
50 year
0.06k$4
100 year
o.014867
Annual Peaks
Annual Peaks for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1949
0.053
0.014
1950
0.051
0.013
1951
0.027
0.028
1952
0.013
0.011
1953
0.010
0.009
1954
0.021
0.010
1955
0.020
0.023
1956
0.028
0.013
1957
0.031
0.014
1958
0.018
0.013
293rd 4/3/2017 9:38:23 AM Page 8
1959
0.015
0.010
1960
0.030
0.032
1961
0.020
0.012
1962
0.008
0.009
1963
0.026
0.011
1964
0.024
0.010
1965
0.034
0.012
1966
0.015
0.010
1967
0.052
0.015
1968
0.031
0.011
1969
0.033
0.013
1970
0.025
0.012
1971
0.030
0.011
1972
0.048
0.021
1973
0.011
0.011
1974
0.032
0.010
1975
0.035
0.015
1976
0.023
0.012
1977
0.021
0..008
1978
0.024
0..012
1979
0.010
& 009
1980
0.066
0.015
1981
0.022
0.011
1982
0.051
0.058
1983
0.031
0..013
1984
0.014
0.011
1985
0.021
0.011
1986
0.028
&034
1987
0.025
0,032
1988
0.010
0.010
1989
0.008
0.008
1990
0.098
0.058
1991
0.068
0.037
1992
0.021
0.012
1993
0.012
0.011
1994
0.007
0.007
1995
0.017
0.013
1996
0.051
0.039
1997
0.029
0.032
1998
0.025
0.011
1999
0.075
0.019
2000
0.028
0.013
2001
0.011
0.008
2002
0.043
0.026
2003
0.044
0.010
2004
0.060
0.053
2005
0.026
0.015
2006
0.026
0.014
2007
0.090
0.046
2008
0.066
0.062
2009
0.037
0.024
Ranked Annual Peaks
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank
Predeveloped
Mitigated
1
0.0976
0.0623
2
0.0904
0.0578
3
0.0751
0.0576
293rd 4/3f2017 9:38:57 AM Page 9
4
0.0678
0.0526
5
0.0660
0.0462
6
0.0655
0.0389
7
0.0596
0.0374
8
0.0530
0.0339
9
0.0519
0.0325
10
0.0514
0.0324
11
0.0511
0.0318
12
0.0508
0.0279
13
0.0483
0.0257
14
0.0442
0.0237
15
0.0425
0.0230
16
0.0371
0.0213
17
0.0350
0.0189
18
0.0341
0.0153
19
0.0330
0.0153
20
0.0316
0.0153
21
0.0314
0.0149
22
0.0313
0.0141
23
0.0308
0.0138
24
0.0305
0.0136
25
0.0296
0.0135
26
0.0294
0.0132
27
0.0284
0.0129
28
0.0283
0.0128
29
0.0282
0.0127
30
0.0273
0.0125
31
0.0259
0.0125
32
0.0258
0.0121
33
0.0256
0.0117
34
0.0251
0.0116
35
0.0250
0.0116
36
0.0249
0.0115
37
0.0241
0.0115
38
0.0238
0.0114
39
0.0231
0.0113
40
0.0221
0.0112
41
0.0211
0.0112
42
0.0209
0.0112
43
0.0208
0.0110
44
0.0205
0.0110
45
0.0201
0.0107
46
0.0198
0.0106
47
0.0185
0.0105
48
0.0174
0.0105
49
0.0152
0.0104
50
0.0150
0.0104
51
0.0145
0.0103
52
0.0128
0.0103
53
0.0116
0.0099
54
0.0108
0.0095
55
0.0107
0.0092
56
0.0099
0.0090
57
0.0096
0.0089
58
0.0096
0.0084
59
0.0080
0.0081
60
0.0077
0.0079
61
0.0071
0.0073
293rd 4/3/2017 9:38:57 AM Page 10
293rd 4/3/2017 9:38:57 AM Page 11
Duration Flows
The Facility PASSED
Flow(cfs)
Predev
mit
Percentage
Pass/Fail
0.0133
1999
1999
100
Pass
0.0141
1695
1524
89
Pass
0.0148
1461
1116
76
Pass
0.0156
1239
601
48
Pass
0.0164
1053
500
47
Pass
0.0172
866
461
53
Pass
0.0180
712
424
59
Pass
0.0188
572
381
66
Pass
0.0196
473
349
73
Pass
0.0204
406
316
77
Pass
0.0212
346
291
84
Pass
0.0220
301
266
88
Pass
0.0227
277
237
85
Pass
0.0235
246
210
85
Pass
0.0243
219
186
84
Pass
0.0251
191
169
88
Pass
0.0259
170
152
89
Pass
0.0267
151
142
94
Pass
0.0275
138
130
94
Pass
0.0283
117
122
104
Pass
0.0291
109
113
103
Pass
0.0299
98
105
107
Pass
0.0306
91
99
108
Pass
0.0314
83
91
109
Pass
0.0322
80
79
98
Pass
0.0330
75
74
98
Pass
0.0338
68
71
104
Pass
0.0346
67
65
97
Pass
0.0354
65
55
84
Pass
0.0362
62
52
83
Pass
0.0370
59
48
81
Pass
0.0378
56
45
80
Pass
0.0385
52
40
76
Pass
0.0393
51
36
70
Pass
0.0401
50
31
62
Pass
0.0409
48
27
56
Pass
0.0417
43
26
60
Pass
0.0425
41
26
63
Pass
0.0433
40
26
65
Pass
0.0441
39
25
64
Pass
0.0449
36
24
66
Pass
0.0457
35
21
60
Pass
0.0464
33
20
60
Pass
0.0472
32
19
59
Pass
0.0480
31
17
54
Pass
0.0488
28
15
53
Pass
0.0496
25
11
44
Pass
0.0504
25
11
44
Pass
0.0512
23
11
47
Pass
0.0520
19
9
47
Pass
0.0528
18
8
44
Pass
0.0536
16
6
37
Pass
0.0543
16
5
31
Pass
293rd 4/3/2017 9:38:57 AM Page 12
0.0551
16
5
31
Pass
0.0559
16
5
31
Pass
0.0567
16
5
31
Pass
0.0575
16
4
25
Pass
0.0583
16
2
12
Pass
0.0591
16
1
6
Pass
0.0599
12
1
8
Pass
0.0607
12
1
8
Pass
0.0615
12
1
8
Pass
0.0622
12
1
8
Pass
0.0630
11
0
0
Pass
0.0638
11
0
0
Pass
0.0646
10
0
0
Pass
0.0654
9
0
0
Pass
0.0662
7
0
0
Pass
0.0670
7
0
0
Pass
0.0678
7
0
0
Pass
0.0686
5
0
0
Pass
0.0693
5
0
0
Pass
0.0701
5
0
0
Pass
0.0709
5
0
0
Pass
0.0717
5
0
0
Pass
0.0725
4
0
0
Pass
0.0733
4
0
0
Pass
0.0741
4
0
0
Pass
0.0749
4
0
0
Pass
0.0757
3
0
0
Pass
0.0765
3
0
0
Pass
0.0772
3
0
0
Pass
0.0780
2
0
0
Pass
0.0788
2
0
0
Pass
0.0796
2
0
0
Pass
0.0804
2
0
0
Pass
0.0812
2
0
0
Pass
0.0820
2
0
0
Pass
0.0828
2
0
0
Pass
0.0836
2
0
0
Pass
0.0844
2
0
0
Pass
0.0851
2
0
0
Pass
0.0859
2
0
0
Pass
0.0867
2
0
0
Pass
0.0875
2
0
0
Pass
0.0883
2
0
0
Pass
0.0891
2
0
0
Pass
0.0899
2
0
0
Pass
0.0907
1
0
0
Pass
0.0915
1
0
0
Pass
293rd 4/3/2017 9:38:57 AM Page 13
Water Quality
441
O�n-ljne facility volume'.
0 a�feei
Op4ne facility target flow.
0 dft.
Adjusted for 15 min';
0 dfi
OffAine facility target flow-
0 cts
AOjusted for 15 min:
0 cf�.
293rd 4/3/2017 9:38:57 AM Page 14
UDTedinique Usedfor
Treatment?
1 so
Comment
131AY
293rd 4/3/2017 9:38:57 AM Page 15
11111111111 111111 p�ljll !j 111111 ll��11111�1111 ll��Ijll
I F L Tff•- +f
IMPLND Changes
293rd 4/3/2017 9:39:22 AM Page 16
WJO =0
Predeveloped Schematic
293rd 4/3/2017 9:39:22 AM Page 17
Predeveloped UCI File
RUN
GLOBAL
WHM4 model simulation
START 1948 10 01 END 2009 09 30
RUN INTERP OUTPUT LEVEL 3 0
RESUME 0 RUN 1 UNIT SYSTEM 1
END GLOBAL
FILES
<File>
<Un>
<----------- File Name ------------------------------ >***
<-ID->
***
WDM
26
293rd.wdm
MESSU
25
Pre293rd.MES
27
Pre293rd.L61
28
Pre293rd.L62
30
POC293rdl.dat
9ND FILES
*PN SEQUENC3
INGRP INDELT 00:15
PERLND 18
COPY 501
DISPLY 1
END INGRP
END OPN SEQUENCE
DISPLY
DISPLY-INFO1
- #< ---------- Title ----------- >***T PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND
1 Basin 1 MAX 1 2 30 9
END DISPLY-INFO1
END DISPLY
COPY
TIMESERIES
# - # NPT NMN ***
1 1 1
501 1 1
END TIMESERIES
END COPY
GENER
OPCODE
# # OPCD ***
END OPCODE
PARM
# # K ***
END PARM
END GENER
PERLND
GEN-INFO
<PLS ><------- Name ------- >NBLS Unit -systems Printer ***
# - # User t-series Engl Metr ***
in out ***
18 C, Lawn, Steep 1 1 1 1 27 0
END GEN-INFO
*** Section PWATER***
ACTIVITY
<PLS > ************* Active Sections *****************************
- # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ***
18 0 0 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
PRINT -INFO
<PLS > ***************** Print -flags ***************************** PIVL PYR
- # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *********
18 0 0 4 0 0 0 0 0 0 0 0 0 1 9
END PRINT -INFO
293rd 4f3l2017 9:39:22 AM Page 19
PWAT-PAR1
<PLS > PWATER variable monthly parameter value flags ***
- # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT ***
18 0 0 0 0 0 0 0 0 0 0 0
END PWAT-PARM1
PWAT-PARM2
<PLS > PWATER input info: Part 2 ***
# - # ***FOREST LZSN INFILT LSUR SLSUR KVARY
18 0 4.5 0.03 400 0.15 0.5
END PWAT-P 2
PWAT-PARM3
<PLS > PWATER input info: Part 3
- # ***PETMAX PETMIN INFEXP
18 0 0 2
END PWAT-PARM3
PWAT-PARM4
<PLS > PWATER input info: Part 4
# - # CEPSC UZSN NSUR
18 0.1 0.15 0.25
END PWAT-PARM4
***
IFILD DPFR BASETP AGWETP
2 0 0 0
***
INTFW IRC LZETP ***
6 0.3 0.25
PWAT-STATEI
<PLS > *** Initial conditions at start of simulation
ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 ***
CEPS SURS UZS IFS LZS AGS
18 0 0 0 0 2.5 1
END PWAT-STATEI
FANAEUPORKEN
IMPLND
GEN-INFO
<PLS ><------- Name ------- > Unit -systems Printer ***
- # User t-series Engl Metr ***
in out ***
END GEN-INFO
*** Section IWATER***
ACTIVITY
<PLS > ************* Active Sections *****************************
- # ATMP SNOW IWAT SLD IWG IQAL ***
END ACTIVITY
PRINT -INFO
<ILS > ******** Print -flags ******** PIVL PYR
- # ATMP SNOW IWAT SLD IWG IQAL *********
END PRINT -INFO
IWAT-PAR1
<PLS > IWATER variable monthly parameter value flags ***
# - # CSO RTOP VRS VNN RTLI ***
END IWAT-PARM1
IWAT-PARM2
<PLS > IWATER input info: Part 2 ***
# - # *** LSUR SLSUR NSUR RETSC
END IWAT-PARM2
IWAT-PARM3
<PLS > IWATER input info: Part 3 ***
# - # ***PETMAX PETMIN
END IWAT-PARM3
IWAT-STATEI
<PLS > *** Initial conditions at start of simulation
# - # *** RETS SURS
END IWAT-STATEI
0
293rd 4l3f2017 9:39:22 AM Page 20
f - y ♦ y
TbJH
0.22 COPY 501 12
0.22 COPY 501 13
i
M
NETWORK
<-Volume-> <-Grp> <-e er-><--Mult-->Tran <-Target vols> <-Grp> <-e er-> ***
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # #***
COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TISR 1
<-Volume-> <-Grp> <-Me er-><--Mult-->Tran <-Target vols> <-Grp> <-Me er-> ***
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # #***
END NETWORK
RCHRES
GEN-INFO
RCHRES Name Nexits Unit Systems Printer ***
------------------ >< --- > User -series En 1 Metr LKFG ***
in out ***
END GEN-INFO
*** Section RCHRES***
ACTIVITY
<PLS > ************* Active Sections *****************************
## - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG ***
END ACTIVITY
PRINT -INFO
<PLS > ***************** Print -flags ******************* PIVL PYR
## - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR *********
END PRINT -INFO
HYDR-PR1
RCHRES Flags for each HYDR Section ***
- VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each
FG FG FG FG possible exit *** possible exit possible exit
* * * * * * * * * * * * * * ***
END HYDR-PAR1
HYDR-PARM2
## - # FTABO LEN DELTH STCOR KS D50 ***
<------ ><-------- ><--------><--------><--------><--------><--------> ***
END HYDR-PARM2
HYDR-INIT
RCHRES Initial conditions for each HYDR section ***
- #*** VOL Initial value of COLIND Initial value of OUTDGT
*** ac-ft for each possible exit for each possible exit
<------><-------- > <---><---><---><---><---> *** <---><---><---><---><--->
END HYDR-INIT
END RCHRES
i • O
FTABLES FTABLES
EXT SOURCES
<-Volume-> <Member> SsysSgap<--ult-->Tran <-Target vols> <-Grp> <-Me er-> ***
<Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # #***
WDM 2 PREC ENGL 1 PRLD 1 999 EXTNL PREC
WDM 2 PREC ENGL 1 IMPLD 1 999 EXTNL PREC
293rd 4/3/2017 9:39:22 AM Page 21
WDM 1 EVAP
ENGL
0.76
PERLND 1
999 EXTNL PETINP
WDM 1 EVAP
ENGL
0.76
IPLND 1
999 EXTNL PETINP
END EXT SOURCES
EXT TARGETS
<-Volume-> <-Grp>
<-e er-><--Mu1t-->Tran
<-Volume->
<Member> Tsys Tgap Ad ***
<Name> #
<Name>
# 4<-factor->strg
<Name> #
<Name> tem strg strg***
COPY 501 OUTPUT
MEAN
1 1 48.4
WDM 501
FLOW ENGL REPL
END EXT TARGETS
SS -LINK
<Volume> <-Grp>
<- e er-><--Mult-->
<Target>
<-Grp> <- e er->***
<Name>
<Name>
# #<-factor->
<Name>
<Name> # #***
SS -LINK
12
PERLND PWATER
SURO
0.083333
COPY
INPUT MEAN
END SS -LINK
12
SS -LINK
13
PERLND PWATER
IFWO
0.083333
COPY
INPUT MEAN
END SS -LINK
13
END SS -LINK
END RUN
293rd 4/3/2017 9:39:22 AM Page 22
Mitigated UGI File
RUN
GLOBAL
WWHM4 model simulation
START 1948 10 01 END 2009 09 30
RUN INTERP OUTPUT LEVEL 3 0
RESUME 0 RUN 1 UNIT SYSTEM 1
END GLOBAL
FILES
<File> <Un#> < ----------- File Name ------------------------------ >***
<-ID-> ***
WDM 26 293rd.wdm
MESSU 25 Mit293rd.ES
27 Mit293rd.L61
28 Mit293rd.L62
30 POC293rdi.dat
i FILES
OPN Q
INGRP INDELT 00:15
PERLND 15
PERLND 18
IMPLND 4
IMPLND 5
RCRES 1
COPY 1
COPY 501
DISPLY 1
END INGRP
END OPN SEQUENCE
DISPLY
DISPLY-INFO1
# - #<---------- Title ----------- >***T PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND
1 Vault 1 MAX 1 2 30 9
END DISPLY-INFO1
END DISPLY
COPY
TIMESERIES
# - # NPT NMN ***
1 1 1
501 1 1
END TIMESERIES
END COPY
GENER
OPCODE
# # OPCD ***
END OPCODE
PARM
# K ***
END FARM
END GENER
PERLND
GEN-INFO
<PLS ><------- Name ------- >NBLKS Unit -systems Printer ***
- # User t-series Engl Metr ***
in out ***
15 C, Pasture, Steep 1 1 1 1 27 0
18 C, Lawn, Steep 1 1 1 1 27 0
END GEN-INFO
*** Section PWATR***
ACTIVITY
<PLS > ************* Active Sections *****************************
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ***
15 0 0 1 0 0 0 0 0 0 0 0 0
18 0 0 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
293rd 4f3l2017 9:39:22 AM Page 23
PRINT -INFO
<PLS > ***************** Print -flags ***************************** PIVL PYR
# - # ATMP SNOW PWAT SED PST PG PQAL MSTL PEST NITR PHOS TRAC *********
15 0 0 4 0 0 0 0 0 0 0 0 0 1 9
18 0 0 4 0 0 0 0 0 0 0 0 0 1 9
END PRINT -INFO
PWAT-PAR1
<PLS > PWATER variable monthly parameter value flags ***
- # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFO HWT ***
1s 0 0 0 0 0 0 0 0 0 0 0
18 0 0 0 0 0 0 0 0 0 0 0
END PWAT-P M1
PWAT-PARM2
<PLS > PWATER input info: Part 2 ***
# - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC
15 0 4.5 0.06 400 0.15 05 0.996
18 0 4.5 0.03 400 0.15 0.5 0.996
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER input info: Part 3
# - # ***PETMA.X PETMIN IFEXP
15 0 0 2
18 0 0 2
END PWAT-PARM3
PWAT-PARM4
<PLS > PWATER input info: Part 4
- # CEPSC UZSN NSUR
15 0.15 0.25 0.3
18 0.1 0.15 0.25
END PWAT-PARM4
***
INFILD DEEPFR
2 0
2 0
INTFW IC
6 0.3
6 0.3
ASETP AGETP
0 0
0 0
***
LZTP ***
0.4
0.25
PWAT-STATEI
<PLS > *** Initial conditions at start of simulation
ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 ***
# - # *** CEPS SURS UZS IFS LZS AGWS GWVS
15 0 0 0 0 2.5 1 0
18 0 0 0 0 2.5 1 0
END PWAT-STATEI
IMPLND
GEN-INFO
<PLS ><------- Name ------- >
4 ROOF TOPS/FLAT
DRIVEWAYS/FLAT
r •
Section ,
Unit -systems Printer ***
User t-series Engl Metr ***
in out ***
1 1 1 27 0
1 1 1 27 0
ACTIVITY
<PLS > ************* Active Sections *****************************
# - # ATMP SNOW IWAT SLD IG IQAL ***
4 0 0 1 0 0 0
5 0 0 1 0 0 0
END ACTIVITY
PRINT -INFO
<ILS > ******** Print -flags ******** PIVL PYR
# - # ATMP SNOW IWAT SLD IWG IQAL *********
4 0 0 4 0 0 0 1 9
5 0 0 4 0 0 0 1 9
END PRINT -INFO
1 • 3
293rd 4/3/2017 9:39:22 AM Page 24
<PLS > IWATER variable
monthly parameter value
flags
# - # CSNO RTOP VRS VNN RTLI
4 0 0
0 0 0
5 0 0
0 0 0
END IWAT-PART
TWAT-PARM2
<PLS > IWATER
input info: Part 2
# - # *** LSUR
SLSUR NSUR
RETSC
4 400
0.01 0.1
0.1
5 400
0.01 0.1
0.1
END IWAT-PA'M2
IWAT-PARM3
<PLS > IWATER
input info: Part 3
# - # ***PET MAX
PETMIN
4 0
0
5 0
0
END IWAT-PARM3
IWAT-STATE1
<PLS > Initial
conditions at start
of simulation
# - # RETS
SURS
4 0
0
5 0
0
END IWAT-STATEI
END IMPLND
SCHEMATIC
<-Source->
<--Area-->
<-Target->
MBLK
<Name> #
<-factor->
<Name>
# Tbl#
Basin 1***
PERLND 15
0.11
RCHRES
1
2
PERLND 15
0.11
RCHRES
1
3
PERLND 18
0.04
RCHRES
1
2
PERLND 18
0.04
RCHRES
1
3
IMPLND 4
0.06
RCHRES
1
5
IMPLND 5
0.01
RCHRES
1
5
******Routing******
PERLND 15
0.11
COPY
1
12
PERLND 18
0.04
COPY
1
12
IMPLND 4
0.06
COPY
1
15
IMPLND 5
0.01
COPY
1
15
PERLND 15
0.11
COPY
1
13
PERLND 18
0.04
COPY
1
13
RCHRES 1
1
COPY 501
16
END SCHEMATIC
NETWORK
<-Volume-> <-Grp> <-Member-><--Mult-->Tran
<-Target
vols>
<-Grp> <-Member->
<Name> # <Name> # #<-factor->strg
<Name>
# #
<Name> # #
COPY 501 OUTPUT MEAN
1 1 48.4
DISPLY
1
INPUT TIMSER 1
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # #
END NETWORK
RCHRES
GEN-INFO
RCHRES Name Nexits Unit Systems Printer
# #< ------------------ >< --- > User T-series En Metr LKFG
in out
1 Vault 1 1 1 1 1 28 0 1
END GEN-INFO
*** Section RCHRES***
293rd 4/3/2017 9:39:22 AM Page 25
13
ACTIVITY
<PLS > ************* Active Sections *****************************
# - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG ***
1 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
PRINT -INFO
<PLS > ***************** Print -flags ******************* PIVL PYR
# - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR *********
1 4 0 0 0 0 0 0 0 0 0 1 9
END PRINT -INFO
HYDR-PAR1
RCHRES Flags for
each HYDR Section
***
- VC Al A2
A3 ODFVFG for each *** ODGTFG for
each
FUNCT for each
FG FG FG
FG possible exit *** possible
exit
possible exit
* * *
* * * * * * * * *
* *
***
1 0 1 0
0 4 0 0 0 0 0 0 0
0 0
2 2 2 2 2
END HYDR-PARM1
HYDR-PARM2
- # FTABNO
LEN DELTH STCOR
KS
DB50 ***
<------><--------><
-------- ><-------- ><-------- ><--------
><--------
> ***
1 1
0.01 0.0 0.0
0.5
0.0
END HYDR-PARM2
HYDR-INIT
RCHRES Initial conditions for each HYDR section
***
- *** VOL
Initial value of COLIND
Initial
value of OUDGT
*** ac-ft
for each possible exit
for each
possible exit
<------><-------- >
<--- ><--- ><--- ><--- ><---> ***
<--- ><---
><--- ><--- ><--->
1 0
4.0 0.0 0.0 0.0 0.0
0.0
0.0 0.0 0.0 0.0
END HYDR-INIT
END RCHRES
SPEC -ACTIONS
I SPEC -ACTIONS
FTABLES
FTABLE 1
92 4
Depth Area Volume Outflowl Velocity Travel Time***
(ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)***
0.000000 0.001294 0.000000 0.000000
0.077778 0.001294 0.000101 0.001825
0.155556 0.001294 0.000201 0.002580
0.233333 0.001294 0.000302 0.003160
0.311111 0.001294 0.000403 0.003649
0.388889 0.001294 0.000503 0.004080
0.466667 0.001294 0.000604 0.004469
0.544444 0.001294 0.000704 0.004827
0.622222 0.001294 0.000805 0.005161
0.700000 0.001294 0.000906 0.005474
0.777778 0.001294 0.001006 0.005770
0.855556 0.001294 0.001107 0.006051
0.933333 0.001294 0.001208 0.006320
1.011111 0.001294 0.001308 0.006578
1.088889 0.001294 0.001409 0.006827
1.166667 0.001294 0.001509 0.007066
1.244444 0.001294 0.001610 0.007298
1.322222 0.001294 0.001711 0.007523
1.400000 0.001294 0.001811 0.007741
1.477778 0.001294 0.001912 0.007953
1.555556 0.001294 0.002013 0.008160
1.633333 0.001294 0.002113 0.008361
1.711111 0.001294 0.002214 0.008558
1.788889 0.001294 0.002314 0.008750
1.866667 0.001294 0.002415 0.008938
1.944444 0.001294 0.002516 0.009123
2.022222 0.001294 0.002616 0.009303
2.100000 0.001294 0.002717 0.009481
2.177778 0.001294 0.002818 0.009654
293rd 4/3/2017 9:39:22 AM Page 26
2.255556 0.001294 0.002918 0.00e825
2.333333 0.001294 0.003019 0.0099e3
2.e11111 0.001294 0.003120 0.010159
2.488889 0.001294 0.003220 0.010321
2.566667 0.001294 0.003321 0.010481
2.644444 0.00I294 0.003421 0.010639
2.722222 0.001294 0.003522 0.0107e4
2.800000 0.001294 0.003623 0.010947
2.877778 0.001294 0.003723 0.011098
2.955556 0.001284 0.003824 0.0112e7
3.033333 0.00I294 0.003925 0.0113e4
3.111111 0.001294 0.004025 0.01I53e
3.188889 0.00129* 0.004126 0.011683
3.266667 0.001294 0.004226 0.011824
3.344444 0.00129* 0.004327 0.011964
3.*22222 0.001294 0.004428 0.012103
3.500000 0.00I294 0.00*528 0.012239
3.577778 0.0012e4 0.004629 0.012375
3.655556 0.001294 0.004730 0.012508
3.733333 0.0012e4 0.004830 0.012641
3.8111I1 0.001294 0.004931 0.012772
3.888889 0.001294 0.005032 0.012901
3.966667 0.001294 0.005132 0.013030
4.044444 0.001284 0.005233 0.013157
4.122222 0.001294 0.005333 0.013283
4.200000 0.001294 0.005434 0.013*07
4.277778 0.001294 0.005535 0.013531
4.355556 0.001294 0.005635 0.013e53
4.433333 0.001294 0.005736 0.013775
4.5111I1 0.0012e4 0.005837 0.013e95
4.588e89 0.001294 0.005937 0.01e014
4.666857 0.00129e 0.006038 0.014133
4.7e4444 0.001294 0.006138 0.014250
4.822222 0.001294 0.005239 0.014366
4.900000 0.001294 0.005340 0.014482
e.977778 0.001294 0.006440 0.014596
5.055556 0.001294 0.0065*1 0.014710
5.133333 0.0012e4 0.006642 0.014822
5.211111 0.001294 0.006742 0.01493e
5.28888e 0.001294 0.006843 0.015045
5.366667 0.0012e4 0.006943 0.015156
5.44*444 0.0012e4 0.007044 0.015265
5.522222 0.001294 0.007145 0.015374
5.600000 0.001294 0.007245 0.0154e2
5.677778 0.001294 0.007346 0.015589
5.755556 0.001294 0.007447 0.015695
5.833333 0.00129e 0.007547 0.01e468
5.911111 0.001294 0.007548 0.02e820
5.988889 0.001294 0.007749 0.043544
6.066567 0.001294 0.007849 0.135901
6.14444e 0.001294 0.007950 0.301791
6.222222 0.001234 0.008050 0.415160
6.300000 0.001294 0.008151 0.477392
6.377778 0.001294 0.008252 0.530181
6.455556 0.001294 0.008352 0.577772
6.533333 0.001294 0.008453 0.621454
6.611111 0.001294 0.008554 0.562057
6.688889 0.001294 0.00e654 0.700153
6.766e67 0.001294 0.00e755 0.736159
e.844444 0.001294 0.008855 0.7703e4
6.922222 0.001294 0.008956 0.803069
7.000000 0.0012e4 0.009057 0.e34e07
7.077778 0.0012e4 0.009157 0.86e551
Emu FzABLE 1
END FTABLES
EXz SOURCES
<-Volume-> <menber> SsysSgan<--mnIt-->rzau <-Target voIs> <-erp> /-member-> **+
<Name> # <Name> # tem strg<-factor-,otrg <Name> # # <mame» # # *++
woM 2 PREo amGL 1 eERLNo 1 999 EXzNL gnEc
WDM 2 PREC
ENGL
1
IMPLND 1
999 EXTNL PREC
WDM 1 EVAP
ENGL
0.76
PERLND 1
999 EXTNL PETINP
WDM 1 EVAP
ENGL
0.76
IMPLND 1
999 EXTNL PETINP
END EXT SOURCES
EXT TARGETS
<-Volume-> <-Grp>
<-e er-><--ult-->Tran
<-Volume->
<Member> Tsys Tgap
Amd ***
<Name> #
<Name>
#
#<-factor->strg
<Name> #
<Name> tem strg
strg***
RCHRES 1 HYDR
RO
1
1 1
WDM 1000
FLOW ENGL
REPL
RCHRES 1 HYDR
STAGE
1
1 1
WDM 1001
STAG ENGL
REPL
COPY 1 OUTPUT
MEAN
1
1 48.4
WDM 701
FLOW ENGL
REPL
COPY 501 OUTPUT
MEAN
1
1 48.4
WDM 801
FLOW ENGL
REPL
END EXT TARGETS
SS -LINK
<Volue> <-Grp>
<-e er-><--ult-->
<Target>
<-Grp> <-e er->***
<Name>
<Name>
#
#<-factor->
<Name>
<Name>
# #***
SS -LINK
2
PERLND PWATER
SURO
0.083333
RCHRES
INFLOW IVOL
END SS -LINK
2
SS -LINK
3
PERLND PWATER
IFWO
0.083333
RCHRES
INFLOW IVOL
END SS -LINK
3
SS -LINK
5
IMPLND IWATER
SURD
0.083333
RCHRES
INFLOW IVOL
END SS -LINK
5
SS -LINK
12
PERLND PWATER
SURO
0.083333
COPY
INPUT MEAN
END SS -LINK
12
SS -LINK
13
PERLND PWATER
IFWO
0.083333
COPY
INPUT MEAN
END SS -LINK
13
SS -LINK
15
IMPLND IWATER
SURO
0.083333
COPY
INPUT MEAN
END SS -LINK
15
SS -LINK
16
RCHRES ROFLOW
COPY
INPUT MEAN
END SS -LINK
16
END SS -LINK
END RUN
293rd 4/3/2017 9:39:22 AM Page 28
293rd 4/3/2017 9:39:22 AM Page 29
293rd 4/3/2017 9:39:22 AM Page 30
Legal Notice
Ell Sam
•
business interruption, and the like) arising out of the use of, or inabili
if Clear Creek Solutions Inc. or their authorized representatives have
possibility of such damages. Software Copyright@ by: Clear Creek
Rights Reserved.
www,,clearcreeksolutions.com
M
ZUSTiVIIIIINOMOWN11; — I -
293rd 4/3/2017 9:39:22 AM Page 31
BeEt wx Chapin 1-p
From: Law Offices <lawofficenow@gmail.corn>
Sent: Tuesday, June 23, 2015 1:51 PM
To: Becky Chapin
Subject: Re: Redondo Bay Tranquility Stream,,Buffer
We preparing for the new changes
Alexy & Nos,
I've been assigned review of the Redondo Bay Tranquility stream buffer intrusion - UP IV application (File # 15-102547-UP),
I'm not sure if you are aware, but the city's Critical Area Code is being updated and new regulations will be in place at the
end of the month. However, your application will actually vest to the current critical area codes as it will be deemed a
complete application before the June 30th, effective date.
I wanted to give you the option of utilizing the new codes if you choose. The benefit of the new code is that the proposed
stream buffer intrusion would be an administrative review process and the Community Development Director makes the
final decision - a public hearing/Hearing Examiner Decision is no longer required. The buffer intrusion would be decided
using process III review instead of process IV and you would be refunded the difference of about $1,557.20.
The submitted Critical Areas Assessment, prepared by Habitat Technologies, will need to be updated. The new code adopts
a different stream classification system. The minor stream would need to be re-evaluated in accordance with Washington
Department of Natural Resources water typing system. In addition, mitigation sequencing, demonstration that all reasonable
efforts have been examined to avoid and minimize impacts to the critical area, and an enhancement plan must be included
in the stream report.
I've attached the proposed draft ordinance for review. If approved by council, it will become effective June 30, 2015. 1
recommend you discuss the updates with your stream biologist to see if it will be a benefit to wait for the new codes before
proceeding with your project. Your options are:
1. Continue with review of the Process IV application. Staff will prepare a recommendation to the Hearing Examiner. A
public hearing before the Hearing Examiner will be scheduled. Hearing Examiner will make final decision.
0
2. Put the applicant on hold and wait for the June 30th effective date for updated critical area codes. Revise Critical Areas
Assessment and resubmit as a Process III application (City will refund the difference). Staff will review the project and a
Decision will be made by the Director.
In either,option, the city may choose!to utilize our third -,party -consultants to review the report at the applicant expense. I will
let you know if we send it out for review and a scope of work/task authorization will be generated for your review. Please let
me know how you wish to proceed. If you want to set up a meeting to ♦ your options let me know. Feel free to ♦'
me if you have any questions.
www.cityoffederalwU.com
Bellc-kly Chapin
From: Becky Chapin
Sent: Wednesday, October 26ZOI69:28AK4
To: 'admin@urbandesigns.us';'|awnfOcenoW@gnnaiicum'
Subject: Redondo Bay Tranquility Status Update ,
Attachments: Federa|VVay'5-01-091516-gpo|.pdt201602I2I53716.pdf
Good Morning,
7. The City's stream consultant Gmtte Associates has fMhed review and signed Won the Buffet Enhancement Plan prepared by
Habitat Technologies.
control system regarding the roof and driveway runoff, The City sent out a letter back on January 8, 2016, which stated tollowfng
A feasible flow control system for roof and driveway runoff must be shown on the plans. Roof downspouts are shown; however, no
method of ton"lling the roof runoff or d(*" runoff has been propose& $toep slope and dticol area reWidons outlined in te
neods to be addressed. If the runoff is intended to be directed towaraTme stream or aeLe[1UU11 IdIlK Qj lellfffft
be show on the plans and reviewed prior to approving the stream buffer intrusion.
As scon as I get this information I can proceed With the Process III approval. Also, when the revised geotechnical report is submitted I
will need to send it out to GeoDesignJbr review and final approval. If you have any questions please feel free to contact me.
Becky Chapin
-wFe� ���w��
~�w~"=l����
333258`"Avenue South
Federal Way, VVA980U3'632S
LEGAL DESCRIPTION
REDONDO BAY TRANQUILITY TGW UND TNT
PRIVATE ROAD A
�7
URBAN DESIGN GROUP
879 RAINIER AVE N, STE A-200
RENTON,WA, 90057
(206)838-8250
ATTN: ALEXEY ANCHEYEV
r r�r
.. �a
,., ..r ra
r ►.
GEORESOURCES, LLC
5007 PACIFIC HWY EAST SUITE 16
FIFE, WA 98424
(253) 896-1011
fax (253) 896-2633
CONSTRUCTION SEQUENCE
1. FLAG CLEARING LIMCfS AS SHOWN.
2. INSTALL TEMPORARY CONSTRUCTION ENTRANCE(EXIT.
3. INSTALL SILT FENCE. LOCATION OF SILT FENCE I5
SHOWN ON TESC PLAN.
4. INSTALL INLET PROTECTION IN ALL EXISTING CATCH
BASINS WITHIN 100 FEET OF THE SITE.
S. CLEAR AND GRUB SITE. ANY AREA STRIPPED OF
VEGETATION, WHERE NO FURTHER WORK 15
ANTICIPATED FOR A PERIOD OF 2 DAYS IN THE WET
SEASON (OCTOBER THROUGH MAY) AND 7 DAYS IN
THE DRY SEASON (3UNE THROUGH SEPTEMBER),
SHALL BE STABILIZED WITH THE APPROVED EROSION
& SEDIMENT CONTROL METHODS, (E.G., SEEDING,
MULCHING. NETTING, EROSION & SEDIMENT CONTROL
METHODS.).
6. ROUGH GRADE SITE.
7. INSTALL FOUNDATIONS AND BACKFILL.
B. CONSTRUCT BUILDINGS, DRIVEWAYS, DISPERSION
SYSTEM, AND OTHER IMPROVEMENTS SHOWN ON THE
PLANS,
9. SEED (OR HYDROSEED) AND MULCH ALL EXPOSED
AREAS. SEE AMENDED SOILS SPECIFICATIONS.
10. REMOVE TEMPORARY EROSION CONTROL FACILITIES
INCLUDING INLET FILTERS AFTER ENTIRE SCTE IS
STABILIZED AND THE POTENTIAL FOR EROSION HAS
PASSED.
11. CLEAN ANY SILT THAT HAS ACCUMULATED IN THE
DISPERSION TRENCH CATCH BASIN.
CONTRACTOR NOTE
ALL EXISTING UTILITIES SHOWN ON PLANS ARE TO BE
VERIFIED HORIZONTALLY AND VERTICALLY PRIOR TO
ANY CONSTRUCTION, ALL EXISTING FEATURES
INCLUDING BURIED UTILITIES ARE SHOWN AS
INDICATED ON RECORD MAPS AND SURVEY
FURNISHED BY OTHERS. WE ASSUME NO LIABILITY
FOR THE ACCURACY OF THOSE RECORDS AND
SURVEY, FOR THE FINAL LOCATION OF EXISTING
UTILITIES IN AREAS CRITICAL TO CONSTRUCTION
CONTACT THE UTILITY OWNER/AGENCY.
SECTIONURBAN DESIGN GROUP wo SFR
TOWNSHIP 21, RANGE 04 NW
STORMWATER PIPES
4" STORM PIPE
— 4" SO —
4' ROOF DRAIN
— 4" RD —
4" FOOTING DRAIN
— 4" FD —
SURFACE WATER FLOW
EXISTING CONTOUR LABELS
PROPOSED CONTOUR LABELS
., I i I I L
7JJN, A
PERMEABLE PAVEMENT,-
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DISPERSION
NIOWNSPOUT
VICINIY MAP
NOT TO SCALE
COPYRIGHT GOGGLE 2016
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COVER SHEET... C-1
GRADING AND DRAINAGE PLAN,.,..: ..... .;.'C-
DRAINAGE DETAILS.... ........................ ....... .........C-3
TESCPLAN ..... .............. ...... ................. ....................................... ..... .C-4
TESCDETAILS.. .... ........................................................ ............... ....... C-5
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25' SETBACK FROM STEEP SLOPES
EXISTING CURB
PAVED DRIVEWAY
409 SF
UNDERGROUND POWER
54" 0 TYPE II CB (OR EQUIVALENT)
W/ FLOW RESTRICTOR AND VANED GRATE
«a%
GRAPHIC SCALE
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{ 1N FELT y
! iuch ®30 ft
DISPERSION PIPE �3
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AREAS OF DISTURBED SOILS SHALL BE AMENDED PER
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THE SOIL AMENDMENTS NOTE, DETAIL 5 ON SHEET C-3.
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TYPE II CB OR EQUIVALENT MAY BE USED BASED ON
TANK VOLUME, AND ORRIFICE SIZE AT RESTRICTOR
IF A STRUCTURE IS SELECTED THAT IS NOT CONCRETE,
GROUND ANCHORING SHOULD BE PROVIDED.
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DETENTION TANK SPECIFICATIONS:
DRAINAGE PLAN
VOLUME: 2550 GAL
ORIFICE: 0.49 INCHES
RISER NOTCH
TYPE: RECTANGLE
SIZE: 0.22 INCH HEIGHT
0.09 INCH WIDTH
ROOF DOWNSPOUT, FITTED CAP ACCEPTAStE,
THREADED
--NN
POUT' C:2�
PREFERRED
FINISHED GRADE -------
ROOF GRAIN
SYSTEM PER '-N
CONNECT TO
STORM DRAIN.
USE'PAIR' OF 45'
USE "Y" FOR ELBOWS FOR END OF
CONTINUATION ON UNIONS. LINE,
90- SWEEP ALSO SUITABLE
FOR END OF LINE.
ROOF DRAIN CLEAN OUT t picail , )
2
SCALE :NIS
C
FUSED Oft I'LANDED ONKc'
SPECIFIED IN PROPILE/PtAN,
HOPE MOADDO OR FAVRICAIM
TEE SAME COKNCTER AND
DIMENSION RADIO AS PIFL
X TEE DIAM.
1.5 X nou
04AM. WIN
SPACING
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WAASTER
DMI, 40LO 14 rftOM1 14AU CF
f1VLE 01MWO" Ir"O"E's) '
NO HOLES
"r DIAMETER wem) pt'VED 81
DIC" Its 1 1004 HOLES
CppoSITF PIPE
tB INCH Ttt ":f INCH 14DIS)
DISPERSION PIPE DETAIL
3
SCALE : NIS
TOP OF 1111JP1--,,\ BUTT FUSED HOPE CORRUGATED PIPE
TIE BARS TOGETHER WITH so- #a EPDXY COATED REBAR SPACED ROOF DRAIN CLEANOUT
GALV. FENCE WIRE N 0 C DRIVEN MIN 24* INTO GROUND
BEHAR ANCHOR AT TOP--,,-"
BOTTOM OF SLOPE
ANCHOR RESAR ANCHOR 4'O.C..
_G=�OMW ' WAIT! (.1111M)
EXISTING
GRADE
DISPERSION PIPE, PERFORATIONS UP
LOCATED AT STREAM BUFFER EDGE
STORM OUTFALL
SCALE : NM
TYPICAL SOIL AMENDMENT GUIDE, FOR SINGLE FAM10
gqt!�.
Qe,"QN Amgxn*TING SOILS 1N PLAC.
Landscape Areas:
1. Scarify or till existing subgr0de 4 - 6 Inches: (Do not scarify or till
within drip line of existing trees to be retained).
1. Place and ratotill 3 Inches of composted material (10% organic
content) Into 5 Inches of soil for a AnTshed depth Of 12 Inches (4-6
Inch scarification + 8 Inches compost/soli -12 Inches) of
un-compacted soil. Rake and remove rocks larger than 2 Inches In
diameter and mulch areas with 2 inches of organic mulch.
Lawn Areas:
t Scarify or IN existing subgr ade 4-6 Inches. (Do not scarify or till
Within drip line of existing trees to be retained).
2. Place and rolatill 2 Inches of composted material (5% organic
content) Into 6 Inches of soil for I finished depth of 12 Inches of
un-compacted soil. Water or roll to compact soil 85% of maximum,
Rake to level. and remove surface woody debris and rocks larger
than 1 Inch In diameter.
OPTI-Q,
Landscape Areas,
1. Scarify or Ull existing subgrode In two d1toctlans, to 6 inch 00tha (Do
not scarify within drip One of exisHrig trA-as to be retained).
2. Use imported top Aull mtX containing 10 % Organic m0ftisr (typically
around 40% compost). SIA porldon must be sand of sandy Wnit
Place 3 Inches of imported top sell mix on surface and DO Into 2
Inches Of sandy still. Place and K10"01 3 fnchea of Imported topsoll mix
on the Surface, fake smooth and remove surface rocks over 2 Inches
In diameter. Mulch landscape beds with 2 Inches of organic mulch.
Lawn Areas:
1. Scarify or till existing subgrade In two directions to 6 Inch depth. (Do
not scarify within drip line of existing trees to be retained).
2. Use imported top sell met Containing 5% organic matter ("kally
around 25% compost). Scul portion must be send or sandy team.
Place 3 inches of Imported topsoil mix on surface and till Into 2
Inches of sandy soil. Water or roll to compact soil to 85% maximum.
Rake to level, and remove surface rocks larger than I Inch In
diameter.
AMENDED SOILS
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SHUT TIME:
DRAINAGE DETAILS
C-3
CONSTRUCTION ENTJ'
LEGEND
cle SILT FENCE -fl�
o-e TOPSOIL STOCKPILE
3 CONSTRUCTION ENTRANCE
C-6
CLEARING LIMITS
GRAPHIC SCALE
% inch to M
Know whars below.
Call before you dig.
NOTE:
INLET PROTECTION SHOULD BE
INSTALLED AT ALL EXISTING
CATCH BASINS WITHIN 100 FEET
DOWNGRADE OF THE SITE.
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TESC PLAN
-
SEEDING NOTES
1. SEEDING MIXTURE SHALL BE GRASS SEED AND SHALL BE APPLIED AT A RATE OF ILB PER
1000SQFT.
2. SEED BEDS PLANTED BETWEEN MAY 1 AND OCTOBER 31 WILL REQUIRE IRRIGATION AND
OTHER MAINTENANCE AS NECESSARY TO FOSTER AND PROTECT ROOT STRUCTURE.
3. FOR SEED BEDS PLANTED BETWEEN OCTOBER 31 AND APRIL, 3L1, ARMORING OF SEED
BEDS WILL BE NECESSARY: (E.G., GEOTEXTILES„)UTE MAT: CLEAR TICCOVERING).
4. BEFORE SEEDING, INSTALL NEEDED SURFACE RUNOFF CONTROL. MEASURES SUCH AS
GRADIENT TERRACES. INTERCEPTOR DIKES, SWALES, LEVEL SPREADERS, AND SEDIMENT
BASINS.
S. THE SEED BEDS SHALL BE FIRM WITH A FAIRLY FINE SURFACE, FOLLOWING SURFACE
ROUGHENING. PERFORM ALL OPERATIONS ACROSS OR AT RIGHT ANGLES TO THE SLOPE.
6. FERTILIZERS ARE TO BE USED ACCORDING TO SUPPLIERS RECOMMENDATIONS.
AMOUNTS USED SHOULD BE MINIMIZED, ESPECIALLY ADJACENT TO WATER BODIES AND
WETLANDS.
1. MULCH MATERIALS USED SHALL BE STRAW AND SHALL BE APPLIED AT A RATE
OF ]DOLES PER 1000SQFT.
2. MULCHING SHALL BE APPLIED IN ALL AREAS WITH EXPOSED SLOPES GREATER
THAN 2:1.
3. MULCHING SHALL BE USED IMMEDIATELY AFTER SEEDING OR IN AREAS WHICH
CANNOT BE SEEDED BECAUSE OFTHE SEASON.
4. ALL AREAS NEEDING MULCH SHALL BE COVERED BY NOVEMBER 1.
STORMWATER
1. ALL WORKMANSHIP': AND MATERIALS SHALL BE IN ACCORDANCE WITH COUNTY STANDARDS
AND THE MOST CURRENT COPY F THE STATE OF WASHINaGTON STANDARD SPECIFICATIONS
FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION(WSDOT / APWA) AND ASAMENDED BY
THE COUNTY OR STATE.
2. TEMPORARY E OSION)W+ATER POLLUTION P N'TION MEASURES SHALL BE REQUIRED 4N
ACCORDANCE WITH:THE PIERCE. COUNTY STORMWATER MANAGEMENT MANUAL. AND THE
DEPT. OF ECOLOGY'S CONSTRUCTION 5TORMWATERGENERAL PERMIT. "
SHOULD THE TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES AS SHOWN ON
THIS DRAWING NOT PROVE ADEQUATE TO CONTROL EROSION AND SEDIMENTATION, THE
APPLICAN rXIONTRACTOR: SHALL INSTALL .ADDITIONAL FACILITIES AS NECESSARY TO
PROTECT ADJACENT PROPERTIES, SENSITIVE AREAS, NATURAL WATER COURSES, AND/OR
STORM DRAINAGE SYSTEMS.
3. CALL THE UNDERGROUND LOCATE LINE 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO
ANY EXCAVATIONS.
4. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO APPROVED PLANS
ON FILE WITH THE COUNTY. ANY SIGNIFICANT DEVIATION FROM THE APPROVED PLANS WILL
REQUIRE WRITTEN APPROVAL FROM THE COUNTY.
5. A COPY OF THE APPROVED STORMWATER PLANS MUST BE ON THE JOB SITE WHENEVER
CONSTRUCTION IS IN PROGRESS.
6. ALL EROSION CONTROL AND STORMWATER FACILITIES SHALL BE REGULARLY INSPECTED AND
MAINTAINED BY THE DESIGNATED CERTIFIED EROSION AND SEDIMENT CONTROL LEAD
(CESCL) DURING CONSTRUCTION,
7. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND
OTHER RELATED OR REQUIRED PRIOR TO ANY CONSTRUCTION ACTIVITY IN THE
MUNICIPALITY'S RIGHT OF WAY. IT SHALL ALSO BE THE R ONSION-ITY OF THE
CONTRACTOR TO OBTAIN ALL REQUIRED PERMITS PRIOR TO ANY CONSTRUCTION. THE
CONTRACTOR SHALL ABIDE BY ALL REQUIREMENTS FOR TRAFFIC CONTROL AND SAFETY WHEN
WORKING IN THE ROAD RIGHT OF WAY.
I. THE CONTRACTOR SHALL NOTIFY THE PROJECT ENGINEER IN THE EVENT OR DISCOVERY OF
POOR SOILS, STANDING GROUNDWATER, OR SEVERE DISCREPANCIES FROM SOIL LOG
DESCRIPTIONS AS NOTED ON THE PLANS,
I. FOR PUBLIC SYSTEMS, THE CONTRACTOR SHALL CALL FOR INSPECTION 48 HOURS PRIOR TO
COVERING ANY DRAINAGE STRUCTURE.
D WITHIN
SILT FENCE NOTES
1. FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL AND CUT TO THE
LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY,
FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, A
MINIMUM 6' OVERLAP, AND SECURELY FASTENED ON BOTH ENDS TO POST,
2. POSTS SHALL BE A MAXIMUM OF W APART AND DRIVEN SECURELY INTO THE
GROUND (MINIMUM OF III').
3. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 8" WIDE AND 12" DEEP ALONG THE
LINE OF POSTS AND UPSLOPE FROM THE BARRIER. THIS TRENCH SHALL BE
BACKFILLED WITH WASHED GRAVEL.
4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE
SHALL BE F45TENED SECURELY', TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY
DUTY WIRE STAPLES AT LEAST 1" LONG, TIE WIRES OR HOG RINGS. THE WIRE
SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4" AND SHALL NOT EXTEND MORE
THAN 24' ABOVE THE ORIGINAL GROUND SURFACE.
S. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE
FENCE, AND 20" OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE
FABRIC SHALL NOT EXTEND MORE THAN 24' ABOVE THE ORIGINAL GROUND
SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES.
6. WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSER POST SPACING IS USED, THE
WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER
FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POST WITH ALL OTHER
PROVISIONS OF ABOVE NOTES APPLYING.
7. FABRIC
FILTER FA C FENCES SHALL NOT BE REMOVED BEFORE THE UPSLOPE AREA HAS
BEEN PERMANENTLY STABILJZED.
8. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL
AND AT LEAST DAILY DURING PROLONGED RAINFALL ANY REQUIRED REPAIRS
SHALL BE MADE IMMEDIATELY.
9. SILT FENCES WILL BE INSTALLED PARALLEL TO ANY SLOPE CONTOURS.
10. CONTRIBUTING LENGTH TO FENCE WILL NOT BE GREATER THAN 100'.
11. DO NOT INSTALL BELOW AN OUTLET PIPE OR WEIR.
12. INSTALL DOWNSLOPE OF EXPOSED AREAS,
13. DO NOT DRIVE OVER OR FILL OVER SILT FENCES.
i0. ALL DRAINAGE STRUCTURES, SUCH AS CATCH BASINS MANHOLES.,. NOT LOCATE
A TRAVELED ROADWAY OR SIDEWALK, SHALL HAVE SOLID LOCKING.' LIDS. ALL DRAINAGE
STRUCTURES ASSOCIATED WITH A PERMANENT RETENTION/DETENTION FACILITY SHALL HAVE
FILTERFABRIC MATERIAL IN
SOLID LOCKING UDS.
CONTINUOUS ROLLS USE STAPLES OR
WRE RINGS TO ATTACH FABRIC TO
PLASTIC COVERING
WIRE
PURPOSE
6"
WIRE MESH SUPPORTnr
FENCE FOR FILTER MIN:'.
PLASTIC COVERING PROVIDES IMMEDIATE, SHORT-TERM EROSION PROTECTION TO SLOPES
�C� r
FABRIC
AND DISTURBED AREAS.
NON woven z'
CONDITIONS OF USE
„h'
( FILTER FABRIC j MIN,
PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES
FOR LESS THAN 30 DAYS, EXCEPT AS STATED BELOW.
"� MIN' 8"X32"
PLASTIC IS PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES.
r
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�TRECH ` f
NOTE: THE RELATIVELY RAPID BREAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT
_ _ _ _ _ _ _
UNSUITABLE FOR LONG-TERM (GREATER THAN 6 MONTHS) APPLICATIONS.
TIN
) 6' MAX..
BACKFILL TRENCH WITH {,TIN,.
CLEAR PLASTIC SHEETING CAN BE USED OVER NE'dWLY»SEEDED AREAS TO CREATE A
GROWTH. IF THE HYDROSEED WAS INSTALLED
I
I �
3 14"-3" WASHED GRAVEL
� AND ON BOTH SIDES OF
GREENHOUSE EFFECT AND ENCOURAGE GRASS
TOO LATE IN THE SEASON TO ESTABLISH 75 PERCENT GRA55 COVER, OR IF THE WET SEASON
u
FILTER FENCE FABRIC
STARTED EARLIER THAN NORMAL CLEAR PLASTIC SHOULD NOT BE USED FOR THIS PURPOSE
DURING THE SUMMER MONTHS BECAUSE THE RESULTING HIGH TEMPERATURES CAN KILL THE
2"XZ*:iS°;WOOD POSTS,
GRASS.
STANDARD, OR BETTER
DUE TO RAPID RUNOFF CAUSED BY PLASTIC SHEETING, THIS METHOD SHALL NOT BE USED
UPSLOPE OF AREAS THAT MIGHT BE ADVERSELY IMPACTED BY CONCENTRATED RUNOFF. SUCH
LINE FILTER MATERIAL IN WX12"
AREAS INCLUDE STEEP AND/OR UNSTABLE SLOPES.
TRENCH AND LEAVE MIN. 2" EXPOSED
WHILE PLASTIC IS INEXPENSIVE TO PURCHASE, THE ADDED COST OF INSTALLATION,
SILT FENCE
MAINTENANCE, REMOVAL, AND DISPOSAL MAKE THIS AN EXPENSIVE MATERIAL, UP TO $1.50
-- I:
TO$2 PER SQUARE YARD.
- ' SCALE: NTS "
WHENEVER PLASTIC 15 USED TO PROTECT SLOPES, WATER COLLECTION MEASURES MUST BE
STOCKPILING SOIL NOTES
INSTALLED AT THE BASE OF THE SLOPE. THESE MEASURES INCLUDE PLASTIC -COVERED BERMS,
---
CHANNELS, AND PIPES USED TO COVEY CLEAN RAINWATER AWAY FROM BARE SOIL AND
1. STOCKPILES SHALL BE STABILIZED (WITH PLASTIC COVERING OR OTHER APPROVED
DISTURBED AREAS. AT NO TIME 15 CLEAN RUNOFF FROM A PLASTIC COVERED SLOPE TO BE
DEVICE) DAILY BETWEEN NOVEMBER 1 AND MARCH 31.
MIXED WITH DIRTY RUNOFF FROM A PROJECT.
TEMPORARY EROSION AND SEDIMENTATION
CONTROL NOTES.
I.. APPROVAL~ OF THIS TEMPORARY EROSR)" AND IIEDIT4E14TATWN CONTROL (TESC)..
PLAN DOES NOT CONSTSTIITE AND APPROVAL OF PERMANENT ROAD OR DRAINAGE
DESIGN (E,G, SIZE AND LOCATION OF ROARS, PIPES, RESTRICTORS,CHANNELS
RE6 wnm FACRSL'IE'S„ UTILITIES, ETC.)
2. THE IMPLEMENTATION CIE THESE EROSION AND SEDIMENT CONTROL PLANS AND THE
CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADIN6 OF THESE ESE:.
FACILITIES IS THE RESPOW811 OF THE .APA'U ON OR UNTIL ALL
CONSTRUCTION IS COMPLETED AND APPROVED AND VEGETATIONILANDSCAPMG, 15
ESTABLISHED.
3. i IODATES OF THE
RING LIMITS: SHOWN ON
THE THIS
PLAN SHA
LL BE
HEROU
CLEARLY FLAGGED IN THE FIELD PRIOR TO CONSTRUCTION, DURING THE
CONSTRUCTION PERIOD, NO DISTURSANCE BEYOND THE CLEARING I.TMTTS $"AI,I,. BE.
PERMITTED THE FLAGG1146 SHALL BE MAINTAINED BY THE APPLICANT/CONTRACTOR
FOR THE DURATION OF CONSTRUCTION.
4. THE ESC FACIUTIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED IN
CONJUNCTION WITH ALL,,CLEASUNCAND GRADING ACTIVITIES, AND IN SUCH A
MANNER. AS TO ENSURE THAT SEDIMENT AND SEDIMENT LADEN WATER DO NOT
ENTER THE DRAINAGE SYSTEM,. ROADWAYS, OR VIOLATE APPLICABLE WATER
STANDARDS.
5. THLE ESC FACILITIES SH04VN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR:..
ANTICIPATED SITE:CGNDITTONS- DURING THE CONSTRUCT ON PERIOD, THESE ESC
PACTUTIES SHALL BE UPGRADED AS NEEDED FOR. UNEXPECTED STORM EVENTS AND
TO ENSURE THAT SEDIMENT AND SEDIMENT LADEN WATER DO NOT WAVE THE SITE',.
6. THE TESC: FACILITIES SHALL BE INSPECTED': DAILY BY THE APPUCANT/CONTRACTOR
AND MAINTAINED AS NECESSARY TO ENSURETIIEIR CONTINUED FUNCTIONING.
7. ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENT v, THAT WILL..
NOT BE DISTURBED FOR TWO DAYS DARING TOE WET SEASON OR SEVEN DAY
DURING THE DRY SEASON SHALL BE IMMEDIATELY STABIU2ED WIT14 THE APPROVED
TESC:METHODS (E.G. SEEDING, MULCHING, PLASTIC COVERING,, ETC,):
B. THE ESC FACILITIES ON INACTIVE SITES SHALL. BE: INSPECTED AND :MAINTAINED A
MINIMUM OF ONCE A MONTH OR WITHIN 48 HOURS: FOLLOWING A: STORM EVENT.
9. AT NO TIME SHALL: MORE THAN ONE (I) FOOT OF SEDIMENT BE ALLOWED TO.
ACCUMULATE WITHIN A TRAPPED CATCH BASIN. ALL, CATCH BASINS: AND
CONVEYANCE LINES '.SHALL BE:CLEA1490 PRIOR TO PAVING, THE CLEANING
OPERATION SHALL.. NOT FLUSH SEDIMENT -LADEN WATER INTO THE DOWNSTREAM
SYSTEM..
10. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL, BE INSTALLED AT THE
BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE
PROJECT. ADDITIONAL MEASURES, SUCH AS WASH PADS, 14AY BE REQUIRED TO
ENSURE THAT ALL. PAVED AREAS ARE XEPT CLEAN FOR THE DURATION OF THE
PROJECT.
CONSTRUCTION ENTRANCE NOTES
1. MATERIAL SHALL BE 4" TO 8" QUARRY SPALLS (4" TO 6" FOR RESIDENTIAL SINGLE
FAMILY LOTS) AND MAY BE TOP DRESSED WITH I" TO 3" ROCK.
2. THE ROCK PAD SHALL. BE AT LEAST I2'THICKi6' MIN, FOR RESIDENTIAL SFR LOTS)
:AND SD' LONG (20 MET FOIL SITES WITH LESS THAN I ACRE OF DISTURBED 510WS
WIDTH SHALL BE THE FULL. LENGTH OF THE VEHICLE INGRESS AND EGRESS AREA,
SMATTER PADS MAY BE APPROVED FOR SINGLE FAMILY;. RESIDENTIAL, AND SMALL:.
COMMERCIAL SITES.
3. ADDITIONAL ROCK SHALL BE ADDED PERIODICALLY TO MAINTAIN PROPER FUNCTION
OF THE PAD.
4. IF TH•••••E PAD DOES NOT ADEQUATELY REMOVETHE MUD.: FROM THE VEHICLE WHEELS,
THE WHEELS THE VEHICLE SHALL BE HOSED OFF BEFORE THE VEHICLE ENTERS:A
PAVED STREET, THE WASHING SHALL, BE DONE ON AN. AREA COVERED WITI
CRUSHED ROCK A140 WASH WATER SHALL DRAIN TO ASEDIMENT RtTENTION
FACILITY OR THROUGH A SILT FENCE. '
2. IN3. i,,
DRIVEWAYINSTALL
OTHER USES FOR PLASTIC INCLUDE: IF THERE IS A ROADSIDE
LINERa TEMPORARY DITCH LINER 3. TOPSOIL SHALL NOT BE PLACED WHILE INA FROZEN OR MUDDY CONDITION, WHEN DITCH PRESENT
FOR BERMED TEMPORARY FUEL STORAGE AREA IF PLASTIC IS NOT REACTIVE TO OTHERWISE DETRIMEWALTO PROPER GRADING OR PROPOSED SODDING OR
THE TYPE OF FUEL BEING STORED SEEDING.
EMERGENCY SLOPE PROTECTION DURING HEAVY RAINS
TEM PORARY DRAINPIPE (-ELEPHANT TRUNK') USED TO DIRECT PREVIOUSLY4. sGRADESON THE AREAS TO BE TOP SOIL-ED SHALL BE
SLOPEDESIGN AND
COVERATION SPECIFICATIONS INSTALLEDFOLLOWS:.
APPROVEDINED ACCORDING TO THE
PLASTIC
ST BE
RUN PLASTIC UP AND +SLOPE, iACROSS SLOPE
. MAY BE INSTALLEDPERPENDICULAR TO SLOPE IF THE SLOPEI SANDBAG
LF55 THAN 10 FEET WEIGHTS
MINIMUM OF BANCH OVERLAP AT SEAMS
ON LONG OR WTDE SLOPES, OR SLOPES SUBJECT TO WIND, ALL SEAMS SHOULD BE ROW SECURE
TAPED
PLACE PLASTIC INTO A SMALL (12-INCH WIDE BY 6-INCH DEEP) SLOT TRENCH AT THE TIRES AS A GRID
TOP OF THE SLOPE AND BACKFILL WITH SOIL TO KEEP WATER FROM FLOWING
UNDERNEATH
25' MIN
LC vs, MIN,
PROVIDE FULL WIDTH
INGRESS/EGRESS AREA
CONSTRUCTION ENTRANCE 3
w SCALE; NTS
AND POUND A WOODEN STAKE THROUGH EACH TO HOLD THEM IN PLACE --" --- a
INSPECT PLASTIC FOR IMPS, TEARS, AND OPEN SEAMS REGULARLY AND REPAIR
IMMEDIATELY, THIS PREVENTS HIGH VELOCITY RUNOFF FROM COWTACTING BARE SOIL - "�'" """"6--• dP �� ""-iF'-�-"
WHICH CAUSES EXTREME EROSION •-.- '"`. ',.,.- SANDBAGS MAY BE LOWERED INTO PLACE TIED TO ROPES. HOWEVER, ALL SANDBAGS - b
MUST BE STAKED IN PLACE.,
• PLASTIC SHEETING SHALL HAVE A MINIMUM THICKNESS OF 0.06 MILLIMETERS. TRENCH TO CONVEY WATER TO'--
IF EROSION AT THE TOE OF A SLOPE IS LIKELY, A GRAVEL BERM, RIPRAP, OR OTHER APPROVED DISPOSAL POINT 99
SUITABLE PROTECTION SHALL BE INSTALLED AT THE TOE OF THE SLOPE IN ORDER TO ��-
REDUCE THE VELOCITY OF RUNOFF. Know WhaVs below.
MAINTENANCE STANDARDS PLASTIC COVERING DETAIL ''��+� 1�
TORN SHEETS MUST BE REPLACED AND OPEN SEAMS REPAIRED 2 CcIll before you dig.
• IF THE PLASTIC BEGINS TO DETERIORATE DUE TO ULTRAVIOLET RADIATION, IT MUST NOTE: USE OLD TIRES, SANDBAGS OR SCALE: NTS
BE COMPLETELY REMOVED AND REPLACED EQUIVALENT TO ANCHOR PLASTIC COVERING.
WHEN THE PLASTIC IS NO LONGER NEEDED, IT SHALL BE COMPLETELY REMOVED.
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