HomeMy WebLinkAbout03561 - Technical Information Report i
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� ��� Schi��eikl cg Associates, ptic
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th Civil Engineering, Project Management, &
Consulting
' TECHNICAL INFORMATION
i REPORT
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' FOR
BECLAN PLACE �
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MINOR AMENDMENT
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PROJECT NO : 12183
JLLY 2012 , :� UGUST 2012 � II7/
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PREPARED FOR:
QUADRANT HOMES, INC.
14725 SE 36TH, STE. 100
BELLEVUE, WASHINGTON 98006 „
PREPARED BY:
BRANT A. SCHWEIKL, P.E.
SCHWEIKL AND ASSOCIATES, PLLC.
1945 SouTx 375T'-' STREET
FEDERAL WAY, WA 98003
� (253) 226-4508
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8 BEFORE THE HEARING EXAMINER FOR THE CITY OF RENTON
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10 RE: Beclan Place � FINAL PLAT APPROVAL
11 Final Plat �
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12 LUA 12-09�FP )
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Summary
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jThe Applicant has applied for final plat approval for the Beclan Place subdivision. The final plat is �
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approved subject to conditions.
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� ig Testimony
19 No hearing is held on final plat applications.
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21 Exhibits
The following documents ���ere considered in evaluating the application for final plat:
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2; 1. March 19, 2013 memo from Jan Illian to Phil Olbrechts.
2. March 19, 2013 staff report.
24 3. Plat Map
25 4. June 27, 2012 Minor Amendment
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FINAL PLAT- 1
1 Findings of Fact
� Procedural:
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' i. Applicant. Quadrant Corporation
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2. Hearin�. No hearing is required or held for final plat applications.
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6 Substantive:
� 3. Description of Proposal. The Applicant is requesting firlal plat approval for a 30 lot
subdivision. The City of Renton Hearing Examiner approved the preliminary plat on August 14,
8 2007 and amendments to the plat �vere approved by minar amendment on June 27, 2012. The final
9 plat encompasses 7.1 acres. It is located at 255 Jericho Ave NE.
10 4. Consistency with Preliminar�� Plat Conditions. The Applicant has complied with all
preliminary plat conditions of approval, as detailed in the staff report, Ex. 2, the findings and ,
11 conclusions of which are adopted and incorporated by this reference as if set forth in full ���ith the
exception of Finding 11(c). The applicant has installed parking signs as required by the �
12 preliminan� plat conditions of approval. '
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14 Conclusions of Law '
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Procedural:
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1,� 1. Authoritv of Hearin� Examiner. RMC 4-7-110(C) provides that the hearing examiner shall
approve all final plats.
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Substantive:
19 2. .�plicable Standards. The RA�1C doesn't contain any standards for tinal plat approval, other
20 than to require that "the final plat shall conform with only minor modification to the preliminary
plat." RMC 4-7-110(A)(2). As determined in Finding of Fact No. 4, as conditioned the plat
21 conforms ���ith all preliminary plat conditions of approval or ���ill be bonded to comply ���ith any
outstanding conditions.
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'4 DECISION
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The final plat application is approved, subject to the follo�ving conditions:
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FIN.-�L PLAT- �
1 1. All applicable fees shall be paid prior to recording of the tinal plat, except thos� fees
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expressly deferred to a later date by the prelinunary plat conditions of approval.
� ?. All plat improvements shall be either constructed or deferred to the satisfaction of City staff,
with the posting of adequate security, prior to the recording of the plat.
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Dated this 1 Ith day of r�pril, ?013.
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City of Renton Hearing E�aminer
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> > Appeal Right and Valuation Notices '�
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Rl�-1C 4-8-110(E)(9) andlor R�1C 4-8-110(F)(1) provides that the final plat approval of the hearing
l� examiner is final subject to appeal to the Renton City Council. RMC 4-8-110(E)(9) requires
appeals of the hearing examiner's decision to be filed within fourteen (14) calendar days from the
I`� date of the hearing examiner's decision. A request for reconsideration to the hearing e e�aminer
j� may also be filed �vithin this 14 day appeal period as identified in RMC 4-8-110(E)(8) and R1VIC 4-
8-100(G)(4). A ne�� fourteen (14) day appeal period shall commence upon the issuance of the
16 reconsideration. Additional information regarding the appeal process may be obtained from the �
City Clerk's Office, Renton City Hall —7`h floor, (425) 430-6�10.
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t� Affected property owners may request a change in valuation for property ta�c purposes
not���ithstanding any program of revaluation. '
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F[\.�L PI.!�T- �
TECHNICAL INFORMATION
REPORT
FOR
BECLAN PLACE
Minor Amendment
Renton, Washington 98059
July 2012, August 2012
Prepared for: � A, $�
QUADRANT HOMES, INC. ��
14725 SE 36TH, STE. 100 -- -
BELLEVUE, WASHINGTON 98006 - - - -�_-: _-
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Prepared by:
Brant A. Schweikl, P.E.
REPORT #12183 8-I�� (Z
"I hereby state that this Storm Drainage Report for Beclan Place— Minor Amendment 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 of professional engineers. I
understand that the City of Renton does not and will not assume liability for the
sufficiency, suitability or performance of drainage facilities prepared by me."
This analysis is based on data and records either supplied to, or obtained by, Schweikl
and Associates, pllc. These documents are referenced within the text of the analysis. The
analysis has been prepared utilizing procedures and practices within the standard
accepted practices of the industry.
2 12183_1'[R_M.4 120819.doc
The Plat of Beclan Place
Parcel Numbers 1523059064, 1523059065, 1523059090 and 1523059116
TECHNICAL INFORMATON REP�RT
Minor Amendment
TIR Section 1 - Project Overview
The following project narrative is provided to the City of Renton as part of the Minor
Amendment and construction drawing submittal process for the approved Beclan Place
development project. The project was previously designed and received Preliminary Plat
and Engineering approval to the R-5 zoning standards and the 2005 King County Surface
Water Design Manual (KCSWDM).At the time of original engineering plan approval the
City was utilizing the 2005 KCSWDM for flow control facilities in the Level 2 Flow
Control basins. The proposed Minor Amendment storm drainage revisions are designed
to the approved and vested 2005 KCSWDM.
Due to the non-existent and stagnant housing industry over the last four years the project
sat without any potential demand or purchasers willing to invest in a slow and flooded
market. Now with the inventory of available lots finally shrinking in some key high
demand markets the property is now in higher demand in a modified market where the
land prices have drastically decreased and the size and cost of the current saleable home
range has also decreased. Therefore certain financial parameters that were in affect at the
time of initial preliminary plan and engineering design are no longer applicable to the
current market and now require discrete revised approaches primarily to the cost of the
overall stormwater flow control facilities that were affective in the past. For example the
high cost of an underground detention vault was previously warranted mainly due to the
high land values, but currently the cost of cast in-place concrete retaining vault walls an�l
the precast prestressed hollow core top slab panels and the cost of having a substanti�jl
sized crane onsite for placement of the slabs is no lon��cr fina�lciall� feasil�le in thc
current market land prices.
The proposed Minor Amendment moditications to the Beclan Ylace project that Quadrant
Homes, Inc. (QH) is requesting stem primarily around the elimination of the costl�
underground concrete detention/wetvault and replacing it with an open detention/wetpon�l
with one cast in place concrete retaining wall along the east Tract boundary that «i 11
eliminate one buildable single-family lot (Preliminary Plat Lot#10) and reduce the plat to
a total of 30 lots.. Quadrant Homes also wishes to utilize the full allowable impervious
coverage as dictated under the R-5 Zoning (55% impervious) as the design parameters for
the flow control facility. Previously the approved design had proposed a 5% reduction in
the impervious coverage for flow control sizing. The allowable impervious coverage is
55%per the R-5(R-4) zoning code.
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Per City of Renton revision in the application of the 2005 KCSWDM criteria the project �
has implemented individual on lot Stormwater BMP's per Appendix C of the 2005 i�
KCSWDM. The project is required to apply individual lot stormwater BMP's far 10% of ,
the individual lot impervious area as calculated for the 55% impervious per the R-5 �
zoning. I
The developer has chosen to implement Limited Infiltration as the on lot individual I'
stormwater BMP, see Limited Infiltration Table, below and on Sheet C-11 of the
Engineering Plans. The Limited Infiltration BMP utilizes the Associated Earth Sciences,
Inc. (AESI) August 15, 2012, Technical Memorandum, USDA Soil Classification, that
verifies that the onsite soils area classified as Sandy Loam and therefore the length of
limited infiltration trench shall be designed for the Sandy Loam at 125 lf of trench per
1000 sf of impervious area. See AESI Technical Memorandum at the end of the
Geotechnical Report Section.
The Limited Infiltration BMP stipulates that the 10% of the impervious area per lot shall
be taken as 50% impervious and 50% lawn. Therefore we were allowed to reduce the
overall site impervious and recalculate the required project detention storage volume for
the detention/wetpond flow control facility within Tract A.
Along with the flow control concept revision Quadrant Homes is proposing the following
associated Minor Amendment revisions to the approved preliminary plat and engineering
drawings;
1. Rotate original Lots 1, 2, 3 and 4 so that the front off of NE 2"d Place (1&2)
and NE 2°d Street (3&4), respectively. Removes the four (4) individual
single-family off of the Jericho Ave SE right-of-way (ROW) and will improve
traffic flow and reduce potential accidents due to the elimination of backing
movements onto the Jericho ROW.
2. The sanitary and domestic water services located on Jericho Ave SE are
proposed to be eliminated with the rotation of the lots previously fronting on
Jericho Ave SE. This should reduce the total length of traffic restriction
necessary to install public infrastructure improvements.
3. Demolition of the existing home and driveways located on (Preliminary Plat)
Lot 21 and also rotating the lot frontage internally. The lot will be decreased
in size and the excess lot width will be distributed over minor amendment lot
numbers 21-26.
4. Minor Amendment Lots 16 & 17 were shortened in length (east-west) and
widened (north-south) holding the southern lot line of Lot 16 to allow for the
rotation of Lots 1-4 in Item 1 above. Both maintain an excess of 7200 sf in
size.
5. QH requested to save addition trees onsite that were not previously thought to
be capable of retaining due to the fact that the original developer was not able
to apply a specific home footprint as QH's has specifically detailed out with
their extensive company planning and foot print layout.
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6. The proposed street light plan relocates the streetlights that were on the north
side of NE 2"d Place to the south side of the public ROW to allow for a more
' efFicient routing of the dry utilities onsite.
7. The original lot line between lots 28-30, 27-28 and 26-27 were revised
slightly to allow for mare eff'icient placement of the QH standard home
footprints.
8. The proposed water system was lengthened to accommodate the rotation Lots
1,2,3,4 and 21, so that the services were directly connected perpendicular to
the main instead of weaving longer services to the lots. Both the mains in NE
2°a place and NE 2"d Street were affected.
9. The proposed SSMH#4 was relocated eastward to accommodate the rotation
of Lots 1,2,3,4 and 21.
10. The project grading plan was revised to provide larger flat building pad per
QH building standards. Proposed building pads were also lowered to generate
additional beneficial cut material to provide a closer balance the site
earthworks and allow for placement of existing substantial topsoil generated
by the grading process to be placed onto of the building pads lawn and
landscaped areas.
11. QH is proposing to add a 35'x35' triangular monument easement at the
southern side of the intersection of Jericho Ave SE and NE 2nd Place that
includes a plat monument sign, landscaping and irrigation meter and system to
be maintained by the Homeowners Association.
12. Storm Drainage revisions include removing the internal lot conveyance
system that existed between lots 16 and 20 and extended to the detention
vault. This conveyance system is downstream of CB#12A and extends to the
Detention Tract A. The main 12" SD pipe downstream of CB#9 to CB#8 will
also be eliminated. I
The above SD conveyance system will be redirected westward within the NE
2nd Place public ROW and then combined with the proposed storm drainage
system in Hoquiam Avenue that is now being lowered and Type 2 CB's added
to accommodate the required slope and depth of the proposed line. The roof
drain service lines and stubs associated with the previous internal SD
conveyance line now removed will be relocated along the SD conveyance
system within the public ROW.
There are minor storm system conveyance system revisions proposed due to �
the minor lot line revisions, additional retained trees and the revised flow '
control facility concept proposed. CB#16 and the associated 12"�
conveyance pipe to the northern plat boundary was relocated to accommodate
the translation of proposed Minor Amendment lot lines and to more efficiently
located the proposed conveyance pipe off of the proposed property line for
maintenance access. Type 1 CB#6 was relocated slightly so that it would not
be located within the frontage of one of the now identified private single-
family drivewa}�s on�1E 2°d Street.
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Besides the above proposed Minor Amendment revisions to the approved preliminary
plat and engineering plans a large majority of the proposed single-family utility services
and wet utility services have been relocated to more efficiently serve the proposed lots
and single-family structures to meet QH standards, retain additional existing trees and be
consistent with the revised minor lot line movement.
Preliminary Plat Overview
The approved project is located at the northwest corner of the intersection of NE 2°d
Street and Jericho Avenue NE. The proposed project consists of four existing parcels,
(Parcel Numbers 1523059064, 1523059065, 1523059090 and 1523059116) which vary in
size from .67 acres to 4.1 acres. Total area of the four parcels is 308,616 square feet(7.08
acres). The current City of Renton zoning classification is R-4 Single-Family
Residential. Since the site was annexed into the City of Renton as part of the Mosier
Annexation Area, it falls under Condition #13 of the R-4 zoning code. This allows the
site to develop to a maximum code density of 5 dwelling units per acre instead of the
normal 4 dwelling units per acre allowed for standard R-4 zoning. At present there is an
existing residence on parcel 1523059116. The other three parcels are vacant, a former
residence on parcel 1523059064 having been previously demolished. Except for the
landscaped area surrounding the existing residence, the remainder of the site is
undeveloped andlor non-maintained. Most likely the site had been cleared or logged at
some point in time, and the remnants of a pasture exist in the southern portion of the
property. Adjacent to the western property line in the northwest corner of the site is a
wetland. This wetland is part of a larger wetland that extends off the property to the west.
The northern and western areas are also more wooden, with a mixture of maple, cedar, fir
and hemlock trees.
The approved project site is bounded on three sides by public right-of-ways. To the east
is Jericho Avenue NE, the most prominent street addressing the site. To the south is NE
2°d Street, a less used residential street that currently dead ends a block west of the site.
The NE Hoquiam Avenue right-of-way bounds the project site to the west and is
unimproved. The project proposes to develop Hoquiam Avenue to provide the western
region of the site access south to NE 2°d Street. The West Coast project, directly west of
the right-of-way, will share in the development of Hoquiam Avenue and coordination
between the projects has already installed 20 feet of asphalt pavement and a raised
asphalt wedge curb along the eastern edge of the asphalt surface. The surrounding
parcels are all zoned single-family residential. Current land uses either reflect that or
remain undeveloped. Several established single-family residential plats exist
immediately adjacent to the project. Two more, the West Coast project mentioned above,
which is in the design stage, and the Shy Creek project, already building directly to the
south, will add to that.
The original Preliminary Plat proposed to plat the four existing parcels into 31 single-
family lots in the R-4 Residential, and is vested to the R-5 standards. The existing
residence was proposed to remain on what is to become the new Lot 21. The Minor
6 12183_TIR_�4A_120819.doc
Amendment proposal now is intending on demolishing the existing single-family
residence on Lot 21. Two tracts will also be created, one to preserve the wetland and its
buffer, and another to house the storm drainage detention/water quality facility. The
project will also dedicate area to the City of Renton for public right-of-way. A proposed
internal road with a 42 foot wide right-of-way section, and a small piece of the south east
corner of the site (outside of the City required 15 foot radius) will be dedicated. All
proposed lots will front and access public right-of-ways directly except for lots 30 and
31. They will access a public right-of-way via a joint use access easement and tract. All
lots meet the 60 foot minimum width requirement and the 7,200 square foot minimum
size requirement. The lots range in size from 7,230 square feet (Lot 16) to 9,062 square
feet (Lot 1). The overall density for the finished project becomes 4.77 dwelling units per
acre. The ballpark opinion of probable cost of construction for site improvements is
$886,000 and the opinion of probable fair market valve for the completed project is $19.5
million, assuming the finished dwelling units will be sold for an average price of
$650,000.
All lots will receive their utility services underground from their respective frontage of
the adjacent right-of-ways or private access tract. All lots will be connected to the public
sanitary sewer, including a new service to the existing residence on Lot 21. Their private
septic system on Lot 21 will be abandoned. The proposed domestic water system will be
designed by King County Water District #90 and Roth Hill Engineers, the district's
consulting engineer. The project proposes to install a new 12"� water main within the
new NE 2nd Place public ROW and dead ends prior to reaching the existing water main in
Jericho Avenue which is part of another pressure zone. The new 12"� water main will be
installed because of the project having to provide a 1000 gpm of fire flow at two separate
hydrants due to the fact that the homes projected for installation will be larger than the
3600 sf threshold. The water main will be downsized to a standard 8"(1� main when the
modeling program indicates that the 12"�pipe is no longer required to meet the fire flow
requirements. The water main will connect onto West Coasts newly installed 8"P� water
system at the intersection of NE 2nd Place and Hoquiam Ave. This water main will
provide up to four fire hydrants along the internal NE 2nd Place and the majority of the
domestic water service for the project. A water line, teed south at Hoquiam, provides
services and a fire hydrant to lots along that right-of-way. Extending the water line being
installed by Shy Creek in the NE 2"a Street right-of-way east, will provide services and a
fire hydrant to the southeast corner of the project. A ten foot wide utilities easement will
extend from the public right-of-ways into all lots fronting them. This will allow for the
placement of dry utilities. !
The proposed offsite street improvements for the project include the following. Hoquiam ,
Avenue NE will be developed to a 20-foot width pavement section with curb, gutter and
sidewalks (half street improvements by Beclan Place) on the east half of the right-of-way
due to the lack of available right of way on the west haif of the alignment. The 20-feet of
pavement will be based off the eventual center of the ROW and will offset the eastern
curb line on Hoquiam Avenue NE four feet from the curb lying to the south NE 2"a Street.
7 12183_T[R_MA_120819.doc '
Right-of-���ay improvements will also be made to NE 2°d Avenue and Jericho Avenue NE.
Full half street improvements will be made to NE 2°d Street including curb, gutter and
sidewalks, and a widening to 16 foot wide lane paving from the new street widening that
��as installed by Shy Creek. Curb, gutter, sidewalk and planter strip will also be added
adjacent to our frontage along Jericho Avenue with the curb line being placed at 18 feet
from the centerline of the ROW.
The conceptual grading plan as depicted has 12,148 CY of Cut and 14,000 CY of Fill
(unstriped). The project is therefore determined to be a Fill site, and must have material
imported from an offsite location. The final grading plan will attempt to provide an
earthwork balance and reuse portions of the existing topsoil in non-structural onsite fill
locations to reduce the amount of material needed to be transported onto the site. The
project soils as mapped are found to be ground moraine deposits consisting of unsorted
mixture of clay, silt sand and gravel, known commonly as glacial till. The glacial till is
covered by approximately 1 to 1.5 feet of topsoil and 1 to 3.7 feet of weathered soil,
consisting of inedium dense silty sand with gravel (see Geotech Report). It is the unusual
thickness of the topsoil layer that is creating the high earthwork quantity numbers.
In light of maximizing the number of lots that can be created under the R-4 Single Family
Residential Zoning Code, most of the trees within the developed area will be removed to
allow for placement of the structures (See Tree Inventory Plan). Special care and
considerations (grading, wetland tract) have been taken to ensure that certain trees will
remain. New trees will be planted to meet the City of Renton's requirements (see
Landscape Plan). All efforts will be taken to save any other existing trees or landscape
features within the project boundary area that do not directly affect construction of the
proposed new residences. ,
The 2005 King County Surface Water Design Manual (KCSWD1Vn is the storm drainage
regulatory manual adopted by the City of Renton. In accordance with the 2005
KCSWDM, Fi�ure 1.1.2.A Flow Chart for Determinin�ype of Drainage Review
Required, was utilized to determine the type of drainage review that the project is subject
too. The results of the storm drainage review type was determined to be a Full Drainage
Review, because the project proposes greater than 10,000 sf of new impervious surface !
and greater than 7000 sf of land disturbing activity. I
The King County Soils Survey Maps provided by the United States Department of I',
Agriculture Soil Conservation Service were reviewed to determine the soil characteristics i
with the project sub basin with respect to the soils susceptibility to landslides and erosion !
and its capability for groundwater recharge and surface water runoff. The review I
indicated that the existing site soils are typical Alderwood (AgC) glacial till over lain by
a 12"to 18" layer of topsoil.
TIR Section 2—Conditions and Requirements
The project will receive its complete plat conditions and requirements once the plat has
completed it Preliminary Plat submittal process, Hearing and SEPA review. The
8 12183 TIR MA 120819.doc
preliminary plat submittal has been created with respect to the City of Renton Municipal
Code and the 2005 King County Surface Water Design Manual (KCSWDM). The
project is located in a Leve12 Flow Control basin and is required to provide Basic Water
Quality Treatment.
TIR Section 3—Offsite Analysis
The project's Level One Downstream Analysis was conducted on Saturday November 11°
2006. The weather at the time of the downstream analysis field investigation was partly
mostly cloudy and approximately 45 degrees. There had been measurable precipitation
in the past couple of days and there was runoff visible in most areas of the downstream.
Resource Review
The available resources were reviewed and a summary of the resource research follows:
The project does not lie in either a FEMA flood plain, a Critical Drainage Area or an
adopted Basin Plan.
The King County Sensitive Areas portfolio was reviewed with the use of the iMap
website and there area no sensitive areas located onsite. There are a few sensitive areas
in the surrounding vicinity. 1.) Downstream, south of SE 138th Street there is an area of
SAO Erosion and Landslide Hazard areas associated with the downstream stream
corridor where the stream descends to the Cedar River Valley.
The King County WLR Drainage Complaints located in the immediate vicinity
downstream properties were researched and a request for a description of the downstream
storm drainage complaints was requested. There are some complaints to the west of the
projects SW property corner that lie along the drainage features that passes through the
adjacent developments to the west along NE 2°d Street. These parcels currently would
only be affected by runoff from our proposed project predominately during a major storm
event if the culvert inlet at the northeast quadrant of the NE 2°a Street and Hoquiam Ave
NE intersection was to clog. The northern roadside ditch along NE 2°d Street does not
convey water to the area to the west along NE 2°a Street.
There is also a parcel to the south where Hoquiam Ave NE turns westward and becomes
SE 136t" Street where the channelized stream opens up into a natural stream bed in an
undeveloped parcel. The complaints will be further defined in the Final TIR once the
available Drainage Complaint information has been obtained from King County.
The existence of one wetland onsite was noted during the wetland reconnaissance by I
Alder NW and in their wetland report. Wetland"A", a 4,312 sf City of Renton Category �
2 wetland with accompanying 50-foot buffer was located in the very northeast corner of �
the project. The wetland will not be altered in any manner and the 50 foot buffers will �'
remain intact, no wetland buffer averaging is proposed. II
9 12183_TIR_MA_I20819.doc
Field Investi�ation
The project site and downstream existing storm drainage infrastructure was inspected on
Saturday November 11, 2006 at 9:30 am. The project's upstream storm drainage
infrastructure includes the Jericho Ave NE right-of-way that has no defined storm
drainage or open ditch system along the western shoulder of Jericho Ave NE. Therefore
the runoff developed from the high point in the basin is either sheet or shallow flows the
general flows in the northeast to southwest direction. The centerline of Jericho Ave NE
is an offsite basin boundary line for runoff coming onto the project site. Therefore the
eastern half of the Jericho Ave NE right-of-way does not contribute to the project and
there are no cross culverts connecting the flows east of Jericho to the west and our basin.
The minimal amount of roadway infrastructure improvements along the western property
frontage will be conveyed to the detention facility as instructed by the City of Renton's
first set of review comments and the north end of the existing culvert across 2°d Avenue
NE will be plugged with concrete and abandoned in place.
Generally northeast to southwest gradient is also consistent with our proposed project
site, with the exception of a small portion of the northwest panhandle of the parcel that
contributes storm drainage to existing Wetland"A" in the northwest corner of the parcel.
About two thirds along the Jericho Ave NE frontage from the northeast property corner a
shallow roadside ditch starts to manifest itself as it travels further to the south. This small
reach of roadside ditch conveys water to the intersection of NE 2°d Street and underneath
NE and south of the site outside the projects basin downstream path.
The Hoquiam Ave. NE existing 30 half ROW (eastern) on the western boundary of the
project is an unopened system existing public ROW. The southern parcel boundary is
adjacent to the existing 60-foot public ROW and the road section incorporates a roadside
ditch that collect the northern half of the 2°d Ave.NE ROW and the onsite sheet flows '
from the project onsite basin. The roadside ditch conveys runoff to the existing 8"Q�
culvert at the northeast quadrant of the NE 2"d Street and Hoquiam Ave. NE. The north
boundary of the site is adjacent to single structure low density residential development
with substantial remaining tree canopy and under brush in the western portions on the
adjacent parcels.
The downstream investigation commences at the natural point of discharge for the project ,
at the northeast quadrant of the northeast quadrant of the intersection of NE 2"d Street and
the Hoquiam Ave NE, (PT"A"). PT"A" is the western terminus of the roadside ditch
along the north edge of the NE 2°d Street ROW and collects a majority of the projects
existing site runoff. The runoff is prevented from being conveyed to the west by some
fill material what may have been placed by some of the surrounding downstream
residents. It is difficult to determine the actual past history of the design drainage
patterns. The adjacent private driveway to the west has a 12"� steel culvert that is
plugged with 0.7' of material on the inlet side and 0.6' plugged on the outlet end that
shows no evidence of stormwater runoff flow to the west. From PT"A" the site runoff is
conveyed in 321f of 8"QJ steel culvert at�3.2%to PT"B" at the southeast quadrant of the
intersection and discharges into the eastern roadside ditch. The eastern roadside ditch is
10 12183_TIR_MA_120819.doc
approximately 2.5 feet�vide at the bottom of the ditch, ���ith 2:1 side slopes and is heavily
� vegetated with tall grasses and blackberry. The slope of the ditch is 12.0% �vith a depth
of approximately 1.5 feet.
� At PT"C", 60 lf downstream the eastern roadside ditch is still present, at an approximate
; slope of�2.0% and the centerline of the paved traveled way of the Hoquiam Ave NE is
the western most edge of the sub basin draining to the ditch. The ditch continues
southward to PT"D", downstream 2101f,the ditch has shallow flow a longitudinal slope
of�l.l%and is approximately 1.4' deep. At PT"E", 286 lf downstream, is flow is
approximately 1' wide and 3" deep and this is the point at where the blackberr}� vines
, dissipate. The ditch bottom is heavily grassed.
At PT"F", 392 lf downstream, near the intersection with SE 133`d Street, the flow is a
' trickle, 1' wide, 2:1 side slopes, is approximately 1.2' deep. The ditch contains
significant leaf fall and organic clutter. At PT"G", 5401f downstream, the ditch bottom
is approx. 2.3' wide and newly cleaned and maintained with less vegetation and is at a
` slope of�3.0%and is approximately 1.2' deep. The flow in this reach of the ditch is at a
trickle. PT"H", 673 lf downstream, is the point at which the ditch e�ibits the clean and
maintained appearance ends. The ditch bottom is approximately 3.0' wide and 1.3' deep.
There is an erosion control roll 30-feet upstream, there is no evidence of erosion in the
_ swale at this point.
At PT"I", 686 lf downstream, there is an 18"Q� CMP beveled end pipe inlet with
aluminum debris barrier. At this point the ditch flows are taken into a tight lined public
conveyance system. The entrance to the conveyance system is heavily covered with
blackberry and leaf clutter. At PT"J", 740 lf downstream,there is an area where there
appears to have been runoff over flow from one of the Shy Creek temporary erosion
control basin that most likely overflowed from the facility during a period of heavy
precipitation. The flows enter the roadside ditch that recommences after PT"I". The
ditch slope is�1.7% and there is some evidence of scour on the eastern side slopes of the
ditch were most likely caused by the overflo`�� for the Shy Creek temporary erosion
control facilit�.
At PT"K", 860 lf downstream, there is a SDMH at the edge of the edge of pavement.
There is no flow in the ditch and is also the end of the gravel that has been scoured in the
ditch from the overflow from PT"I". The ditch has heavy leaf clutter in the ditch. A t
PT"L", 1000 lf downstream, the minor ditch flow combines with a significant streal�•
flow for the Shy Creek residential project that enters into the former alignment of th�
roadside ditch after running parallel to the roadside ditch for approximately 50 do«,>>
stream. The combined flow is clean and clear and 4-5' wide, 7"to 14" and flowing ,
1'/sec velocity. At PT"M", 1015 lf downstream, there is a SDMH at the edge of th�
edge of pavement and a 24"Q)N-12 with aluminum debris barrier located in the nort
ditch line of SE 135th Street that conveys storm water runoff from the small drainag�
tributary that is travels from north to south through the Puget Colony Homes
development and then enter our downstream path at this point. At the time of the
downstream analysis there was no flow at the inlet. At the south side of SE 135`�' Street
11 12183_TIR_MA_120819.doc
there is a 12"� concrete pipe that is 50% clogged and has approximately 1.6' of available
- head prior to the overflow. The pipe conveys flows from the south side of the SE 135tn
Street ROW to the main conveyance trunk in the Hoquiam Ave NE ROW.
_ '
At PT"N", 113 8 lf downstream, the stream along the eastern edge of Hoquiam is 6
, wide, 1.5' deep with a gravel bottom and leaf clutter. The slope of the stream at this
point is f1.7°/a. At PT"O", 1263 lf downstream, there is a SDMH along the main trunk
line that runs parallel to the stream at the eastern road shoulder. The eastern bank of the
stream has been cleared (1:1 slope), the western bank slope is vegetated and is
approximately 2:1. The stream is 6' ��vide, flowing clear and 12" to 18" deep. The stream
bed is gravel and cobbles.
Upon reaching PT"P", 1339 lf downstream, the stream flow enters 54"� CMP wide
, culvert @�6.7%that has approx. 74" of available head prior to overflow. The entrance
' to the culvert is heavily protected with 12"-6" rip rap to a depth of 18 inches and has a
temporary 2"Qj discharge pipe from the detention facility just east of the stream. At
PT"Q", 1384 lf downstream, the stream emerges from the 54"f7� CMP culvert along with
the 30"Q� CMP tight lined conveyance trunk line from the Hoquiam Ave NE ROW and
an independent 12"f�N-12 pipe (no flow) from the Hoquiam ROW. The three outlets
combine into a clean flowing 12-foot wide forested stream corridor that continues to the
' south. The stream bead does not show any evidence of erosion scour or excessive
sediment transport at the outlets.
TIR Section 4—Flow Control and Water Quality Analysis and Design
' Minor Amendment Flow Control and Water Quality Analysis and Design
The written conclusions from the Pre-application meeting conducted at the City of
Renton and the approved Preliminary Plat Hearing conditions indicates that the Plat of
Beclan Place will be required to provide Flow Control to the Leve12 Flow Control levels
and basic water quality as promulgated in the 2005 King County Surface Water Design
Manual (KCSWDM). As approved and vested the Minor Amendment revisions to the
stormwater aspects of the project shall be pre the 2005 KCSWDM.
The approved storm drainage plan will includes recharge of the existing Wetland A. The
roof storm drains and pervious lawn surfaces from Lots 29 and 30 will be directed to
discharge to the wetland buffer in Tract B. (See separate document, Wetland Hydrology
Recharge Report for Wetland A). All of the other storm water runoff from the project will
be collected and conveyed to the detention/water quality facility, including the minor
street infrastructure ��-idening and installation of concrete curb, gutter and side���alk on
Jericho Ave NE ROW.
The controlled discharge from the detention/wetpond in Tract A will be conveyed offsite
to a Type 2 catch basin that was installed by Shy Creek at the southeast intersection of
Hoquiam and NE 2°d. Beclan Place provided construction funds to Shy Creek to lower
their proposed public storm drainage conveyance line in Hoquiam Ave NE to
]2 12143 T[R \1.�� ]20S19.doc
accommodate the proposed depth of our discharge pipe from the previously approved
underground detention and water quality facility at the NE quadrant of the intersection.
The proposed revision to make the facility an above ground open detention/wetpond will
not affect the current discharge point or elevation of that connection.
Attenuated flows from flow control facility will be conveyed south�vard do«n the newly
" installed public storm drainage conveyance system in Hoquiam Ave NE towards
Maple���ood Creek.
The project proposed existing project drainage basin (PREDEV) includes 7.25 acres of
existing area with a forested till existing land use covering. Prior to the implementation
of the onsite individual Lot BMP's the proposed developed basin (DEV) was a 7.25 acre
basin that is comprised of 4.20 acres of impervious area and 3.05 acres of lawn. And
after the implementation of the onsite individual Lot BMP's (Limited Infiltration) the
developed basin (DEV) is a 7.25 acre basin that is comprised of 4.05 acres of impervious
area and 3.20 acres of lawn. The allowed percentage of impervious surface per R-5
zoning per lot is 55%and QH's wishes to design to this standard to accommodate three
car garages of some of the lots where possible (See Attachment C, 12183 Detention
Basin Calcs). The developed basin also contains the two concrete driveways for Lots 29
& 30 that drain to the private access drive instead of the Wetland in Tract B for recharge
of the wetland since the driveways are subject to vehicular traffic/parking and the
surfaces require water quality treatment.
The KCRTS hydrologic modeling software that the 2005 KCSWDM requires engineers
to utilize in sizing of flow control facilities (detention facilities) will be used to determine
the project detention requirements. At the time of original approved engineering design
the City of Renton had adopted the 2005 KCSWDM as the City's storm drainage manual
for projects that require Level 2 flow control.
We utilized three (3) orifices (maximum allowed by the software) and one (1) notched
weir(maximum allowed by the software) in the revised Minor Amendment sizing of the
facility due to our extended experience with the software and it's inherent challenges in
obtaining the compliance with all of the Duration Comparison Analysis cutoff parameters
required. The proposed KCRTS detention pond sizing's at the available 7.30 feet of total
head available head in the proposed pon�i.
,
we have-3.8%
2. At least half of the cutoffs must be 0.00 or negative .....
we have 7 of 14 complying
3. The maximum excursions shall be less than 10% at all cutoffs.....
The maximum positive excursion and maximum negative excursion are 9.9%
and -8.8% respectively.
13 12183_TIR_MA_120819.doc
Therefore we have met all of the Comparison criteria per the 2005 KCSWDM.
The proposed open detention/wetpond was designed to maximize the available storage
volume after taking into account the loss of Lot 10 into the tract and rotation of the 5 lots
originally fronting on Jericho Ave SE and their associated affect upon the overall lot
configuration. The open detention/wetpond has 83,076 cubic feet of available storage
volume (See Attachment A, 12183 MM Pond) at the proposed peak stage of 7.30 feet as
calculated by the KCRTS design pond calculations. The KCRTS modeling program for
the design (trapezoidal pond (POND BMP1..89'x89', 2:1 side slopes) indicates that for
Leve12 Flow Control standards the project will require 78,869 cubic feet of storage at
peak reservoir stage of 7.30 feet above outlet (399.00) or maximum ponding elevation
of 406.30. (See Attachment B, 12183 Stage Calcs)
Therefore we have approximately 4,207 cubic feet of additional live storage volume
available or an addition 5.33% of the required 78,869 cubic feet volume built into our
proposed Minor Amendment flow control facility design
Wetpond Water Quality Calculations
The permanent water quality volume for the wet vault is calculated with respect to
Section 6.4.1.1 of the 2005 KCSWDM for the Basic wetpond criteria.
Wetpool volume =Vb=fk(0.9A; +0.25A�g+ O.lOAtf+0.l0Ao�*(R)
Where, Vb=wetpool volume (c�
f=volume factor
A; =area of impervious surface (s fl
Atg=area of till soil covered with grass(s fl
A�f= area of till soil covered with forest (s fl
Ao=area of outwash soil covered with grass or forest (s�
R =rainfall from mean annual storm event (inches)
(refer to attached Figure 6.4.1.A KCSWDM)
i Therefore, V6=3[(0.9(175,111) + 0.25(132,858))*(0.47)]
Vb=26,905 cf Required
�b pro�iaea =34�460 ef
(See Attachment A, 12183 MM Pond)
The water quality volume in Cell 1 is designed at �.00 feet deep water quality treatment,
plus with one foot of additional available sediment storage to elevation 391.00. At a
depth of 5.00 feet the water quality cell, Cell 1, will encompass approximately 29.72% of
the combined water quality bottom area/volume. The remainder of the wetpond, Ce112,
14 12183_T[R_MA_]20819.doc
will maintain the 7.00 foot`�v'Q depth (WQ bottom elevation 392.00), plus an additional
one foot sediment storage to the cell bottom elevation 391.00.
I . The five foot wide earthen berm separating the Cell 1 and Ce112 shall be designed with
non-fre e d r a i n i n g m a t e r i a l an d b e k e y e d i n t o t h e c o m p a c t e d b as e o f t h e d e t e n t i o n p o n d.
The top of the berm elevation is 398.00 (1 foot below the WQ storage stage of 399.00}
and shall have a 5.00 foot wide equalization spillway provided with a top of spillway
elevation of 397.00. The equalization spillway will address the initial seasonal filling of
; Ce112 to prevent any stormwater from passing over the earthen portions of the separation
� berm and preserve the integrity of the berm over time.
The equalization spillway will be constructed with 12 inches of rip rap with a non-woven
geotextile fabric placed under and on the sides of the rip rap pad to prevent migration of
; soil and fines in to the rip rap. The equalization spillway should not allow any short
I '�,_ circuiting of the water quality treatment during the wetpond equalization and it provides
�i ;-
protection above and beyond the KCSWDM.
�X X X
I S 12183_T IR_I�4A_120819.doc
YYBelo�v is the Original Flo�r Control and Water Quality Analysis and DesignXYxXxX
xx**xx*XXSection from the approved TIR for reference.*X*x*Xx*
The written conclusions from the Pre-application meeting conducted at the City of
Renton indicates that the Plat of Beclan Place will be required to provide Flow
Control to the Level 2 Flow Control levels and basic water quality as promulgated
in the 2005 King County Surface Water Design Manual (KCSWDM)
The conceptual storm drainage plan will include recharge of the existing �T�'etland
A. The roof storm drains and pervious lawn surfaces from Lots 29 and 31 will be
directed to discharge to the wetland buffer in Tract B. (See separate document,
Wetland Hydrology Recharge Report for Wetland A). All of the other storm water
runoff from the project will be collected and conveyed to the detention/water
quality facility, including the minor street infrastructure widening and installation
of concrete curb, gutter and sidewalk on Jericho Ave NE ROW. The roof drains
from Lots 1 - 4 will be conveyed to the rear of the lots, then south to a catch basin
in the NE 2"d Street right-of-way. A 10 foot wide storm drainage easement along
the rear of Lots 1, 2 and 3 will allow access for this line. The controlled discharge
from the detention vault in Tract A will be conveyed offsite to a Type 2 catch
basin being installed by Shy Creek at the southeast intersection of Hoquiam and
NE 2°d. Beclan Place has provided construction funds to Shy Creek to lower their
proposed public storm drainage conveyance line in Hoquiam Ave NE to
accommodate the proposed depth of our discharge pipe from the underground
detention and water quality facility at the NE quadrant of the intersection.
Attenuated flows from flow control facility will be conveyed southward do��n th�
newly installed public storm drainage conveyance system in Ho� � , � �
towar�l ` ` ' ' ' '
The pr . � _
acres of existing area with a farested till existing land use covering. The exi�
house to remain on Lot 21 and its associated impervious driveway were not
considered in the pre-developed basin. The proposed developed basin (DEV) is
7.25 acre basin that is comprised of 3.93 acres of impervious area and 3.32 acre�
of lawn. The percentage of impervious surface per lot is 55%per the zoning anc�
we will be reducing that to 50% of the lot area for the purposes of the flow control
hydraulic calculations. The developed basin also contains the two conerete
driveways for Lots 29 & 31 that drain to the private access drive.
The KCRTS hydrologic modeling software that the 2005 KCSWDM requires
engineers to utilize in sizing of flow control facilities (detention facilities) will be
used to determine the project detention requirements. The City of Renton has
adopted the 2005 KCSWDM as the City's storm drainage manual.
16 12183_TIR_MA_120819.doc
. ..� .._ ._ . . ..._ ._". � i � � - .� . . .
� the project will require 88,748 cubic feet of st���.�: __ .�l :�.�.�i. r����:�. ,�.� �;_��_. ���� ,��
feet above outlet(398.95) or elevation 406.6U.
The proposed flow control facility will be located in a separate detention tract ai
the south west corner of the project. The facility is proposed to be an
underground detention/water quality wet vault with dimension conf'igurations th��l
are set to maximize site usage and the detention and water quality design
requirements of the KCSWDM with respect to the available tract area set aside.
The interior dimensions of the vault design pro�-ide appro�imatel�- 1 l,601 squarc
feet vault area
The permanent water quality volume for the wet vault is calculated witl� respect to
Section 6.4.1.1 of the 2005 KCSWDM for the Basic wetpond criteria.
Wetpool volume = Vb=f*(0.9A; + 0.25A�g+ O.lOAtf+0.l0Aa�*(R)
Where, Vb=wetpool volume (c fl
f=volume factor
A; = area of impervious surface (s�
A,g=area of till soil covered with grass (s fl
Atf= area of till soil covered with forest (s�
AQ=area of out�vash soil covered with grass or forest (s fl
R =rainfall from mean annual storm event(inches)
(refer to attached Figure 6.4.1.A KCSWDM)
Therefore, Vb=3[(0.9(118,106) +0.25(118,106))*(0.47)]
Vb= 15,959 cf Required
Vb Provided — 16,099 cf
The proposed detention/water quality vault was modeled with the following
dimensions, 112.06'(L) x 105'(W) x fl l'(D}. The water quality volume in Cell 1
is designed at 5.10 feet deep. At a depth of 5.10 feet the water quality cell will
encompass approximately 27.2% of the vault bottom. The remainder of the vault,
Ce112 will be designed to drain to the outlet control structure in the southeast
corner and have no water quality wetpool storage incorporated. The discharge
ifrom the facility would be to the newly installed Type 2 CB just to the south of
the southeast corner of the detention wet vault, adjacent to the NE 2°d Street
ROW.
I 7 12183_TIR_MA_120819.doc
TIR Section 5 —Conveyance System Analysis and Design
The project proposes to install a series of Type I catch basins with Flow Thru frame and
grates along the proposed internal public road,NE 2°d Place, that drain to a sag low point
adjacent to Lots 13 and 25 and be picked up in the proposed public SD conveyance
system. The flows will then be conveyed westward in the NE 2°d Place public ROW
conveyance system, south down the Hoquiam Ave. public ROW to the open public
detention/water quality wetpond at the Southwest corner of the project. There is also a
12"Q} storm drainage conveyance pipe that runs along the property line between Lots 23
& 24 that extends to the north parcel boundary for future connection of the under
developed parcel adjacent to our parcel to the north. The flows through this proposed
pipe are assumed be downstream of a future flow control facility and thus have been
assumed as attenuated developed flows..
The project will install storm drainage improvements for the street widening and curb,
gutter and sidewalk. The NE 2"d Street conveyance system will also convey the roof
drain storm drainage runoff from the homes fronting on NE 2°d Street right-of-way's.
The proposed lots fronting on the Hoquiam Ave. NE ROW will be conveyed in the
private roof drainage system to the 12"fa public storm drainage conveyance system
within the Hoquiam Ave NE ROW. All public storm drainage pipe was preliminarily
proposed to be a minimum of a 12"0 conveyance pipe.
Upon conducting the Backwater Analysis utilizing the StormShed 2G hydraulic modeling
software it was determined that of the proposed conveyance pipe in the system shall be
12"�pipe.
As a result of the first set of comments from the City of Renton the minimal street I
widening and addition of concrete curb gutter and sidewalk have been conveyed to the
proposed public conveyance system in NE 2"d Street. In review of the previous
backwater analysis it is our professional opinion that there is sufficient capacity in the NE ,
2"a Street conveyance line as designed to handle the additional Jericho Ave SE runoff j
flows at the KCSWDM design flows. Therefore we did not re run the StormShed 2G
Conveyance calculations and have included the original December 2007 conveyance
calculations.
The wetland recharge flows from the two proposed structures will be discharge to two
separate in ground bubble up dispersion trenches to be located at the outer edge of the
V�'etland A buffer (Tract B) in locations designed to disperse the clean stormwater runoff
throughout the wetland buffer and Wetland A.
Special Requirements Analvsis
The Special Requirements#1 - #5, of Section 1.3 of the 2005 KCSWDM do not apply to
the project.
18 12183 T[R h1.A 120819.doc
_ ---
Summary
In summary, the project proposes Minor Amendment revisions to replace the approved
underground concrete detention and water quality vault with an enlarged open ,
detention/wetpond flow control facility to the R-5 zoning impervious coverage criteria of
55% impervious lot coverage to address the Leve12 Flow Control detention
requirements. The project has implemented individual single-family lot Stormwater
BMP's, Limited Infiltration for 10% of the total lot impervious area. These BMP's can
be revised by the Developer/Contractor at the time of application of building permit and
replace with an equivalent BMP.
The flow control facility will be located in a separate detention tract, Tract A, at the
northeast quadrant of the intersection of Hoquiam Ave. NE and NE 2"d Street. The flow
control facility will be designed with the appropriate water quality dead storage to
provide Basic Treatment. The project also performed a downstream analysis Core
Requirement#2, to support our projects storm drainage design and found that the
do�vnstream appears to have sufficient capacity to convey the design storm event.
Our proposed Minor Amendment revisions will be providing excess live storage volume
to the redesigned open detention/wetpond and will not increase the discharges to the
existing downstream conveyance system. The adopted and vested City of Renton storm
drainage manual, the 2005 King County Surface Water Design Manual criteria requires
that the project prepare a Full Drainage Review. The project's stormwater facility and
conveyance system has been designed with respect to and in accordance with the
requirements of the 2005 KCSWDM.
(
19 12183_T[R_MA_120819.doc
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King County Department of Development and Environmental Services
TECHNICAL INFORMATION REPORT {TIR) WORKSHFFr .
��� �,;• °f --
J� '�,� �..., � � �. �. . C�,f:�l/;.--
Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJECT ENGINEER DESCRIPTION
Pro,ri�ect nw�Pr � Project Name
(
_��1�,+. :`t ,_ S?:"rU i'" 1���1�f=c',_�_;•�C, �.��i'�=�.L-r, .1�_A�.`'r'.
/��Irlrocc Location
!L:`'�'i � ��� �J' r� 'C� i ? ,, I
, � � ` Township �� N
Phope �i�rVt.l.�� �r./�. -1,�r��..
���j\ ��.�`�-��,,_/� Range �F'�
=-�-= , '` - - _ � _ r
� .............Section 1��
Project Engin�eer�
� �'���.,`r,_i�. ,�, �.::.��f!i,�t�t!�(:� {�(Y�.
Company .-;1..,,,�i:-; 'I :y��[��_���..��<-��":,�:�: :,�� .
-_,.. /"'✓ 7l�! i/7 `J+rl�'C....7
Address/Phone ;i,c��4-� = ��`c�
�5 J ??2--;-��(
Part 3 TYPE OF PERMIT part 4 OTHER REVIEWS AND PERMITS
APPLICATION
�.,'� Subdivison �i DFW HPA ❑ Shoreline Management
❑ Short Subdivision �_ COE 404 �� Rockery
❑ Grading L; DOE Dam Safety i� Structural Vaults
❑ Commercial -� c� '
u FEMA Floodplain y� Other
❑ Other F'��r�;_��,�N y ;%���'a�:�_
� COE Wetlands `
';c.c� �x'�.�.�T_
Part 5 SITE COMMUNITY AND DRAINAGE BASIN I
Community
�r c'�.���i��,-�__, �.
Drainage Basin , � ,,., ->
���f};f� �:�%'r';� '_�;".f,i.�_ ' ' J:I;,->t\) + ��c_7� ';-r,rf_ ( ,;:".FPi''V�� � �\j�t'�..
i
Part 6 SITE CHARACTERISTICS
i
i ,_., River Floodplain
I _ r� Wetlands ,
! Stream
; Seeps/Springs
I �, Critical Stream Reach
High Groundwater Table
� Depressions/Swales
Groundwater Recharge ,
�._ Lake Other �
Steep Slopes
I_._ :.> . _
' Part 7 SOI LS
iSoil Type Slopes Erosion Potential Erosive Velcoties
ti-.,(� f i t����.r_.i..1I'`,�j - �:.i C�.t`_,i T i�I i!�� �` :?/�
J - � I
I
� Additional Sheets Attached
Pa�t 8 DEVELOPMENT LIMITATIONS
REFERENCE LIMITATION/SITE CONSTRAINT
❑ Ch. 4— Downstream Analysis
❑
—,
�
❑
❑ Additional Sheets Attached
Part 9 ESC REQUIREMENTS i
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
�1 Sedimentation Facilities � Stabilize Exposed Surface
� Stabilized Construction Entrance � Remove and Restore Temporary ESC Facilities �
� Perimeter Runoff Control � Clean and Remove All Silt and Debris
'rJ
y� Clearing and Graing Restrictions � Ensure Operation of Permanent Facilities
� Cover Practices ;� Flag Limits of SAO and open space
� Construction Sequence preservation areas
,
._, Other �._ Other ;
I
Part 10 SURFACE WATER SYSTEM
i -- - Method of Ar�alysjs��
Grass Lined __' Tank _.� Infiltration ��,-:, .,� ;.,.,..-�
Channel •-- r'�' �::�:., ,. , ,_,a� '
Vault _! Depression " !
� Pipe System -- - Compensation/Mitigati
___. Energy Dissapator _ Flow Dispersal on of Eliminated Site
� .� Open Channel � wetland _� Waiver Storage
�
J Dry Pond _ Stream ,_ Regionai �ti"�`-
� Wet Pond Detention
�,.:,� ,. r--fi�, _�-�--.c;�''+.�:_�-�c,�.�,
Brief Description of System Operation ,� ��;�, sJ� :�'
(�t''`�1��� � '' � _,1 �� .; /,,,,..._ i/rG;E.•,.�, \ �? 1.�- � \` ��
i � � _�. �,� r-' :.. � .�i ��i e�.✓'r ��`7�� V�'
Facility Related Site Limitations
Reference Facility Limitation
� Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS
_{! Cast in Place Vault � Drainage Easement
� Retaining Wall � Access Easement
L. Rockery > 4' High � � Native Growth Protection Easement
❑ Structural on Steep Slope i �� Tract ��,�=�tt�';tis�,�� `J�ri;�•'-��'10 t�s
i� Other ��' Other
� Part 13 SIGNATURE OF PROFESSIONAL ENGINEER
I or a civil engineer under my supervision my supervision have visited the site. Actual site
conditions as observed were incorporated into this worksheet and the attachments. To the best of
my knowledge the information provided here is accurate.
` lZ �6 6
Srgned/Da e
K[VG COliNTY. 14'ASHINGT01�. SL'RFACE 1VA1'ER DESIGN MA�IUAL
STORMWATER FACILITY SUMMARY SHEET
Development r" _ _� ` Date � �
.L J.
j� «!c� P1i;;�. �=.!�=�-,.'E;
Location Z�� �;�':�'aM`'� ���',1�= '�.��=_ �!•,r.i •�` G,',`ri'`,:�i
T Z3�V ;�5� S�G �S
ENGI�IEER DEVELOPER
Name�j?-.P:�`— C-^="��1 t���, Name G:�-�r.•,r �`�,,�:_;' -:>�!
.�
Firm �� r',� - �-� -�� ..: ;. Firm ;�-,_�-' J R •,- '�.�V�.�`= �L";JG�
Address (�.4� � �r� ,.3�� aTYZ�� Address i�;���G J � �'� v'c� ��f{�
��?Ft'-A-L�-�;�`{' 9�-=i �J�'V � ��-�`• C"="-j
�y
Phone '�;��� '�'=� `.�;��c� Phone �t,�-, ; !� --2C`�7
Developed Site: Acres �, 2� Number of lots :�(�
Number of detention facilities on site: Number of infiltration facilities on site:
�'� ponds ponds
�vaults �� vaults
•� tanks � tanks
Flow control prov ed in regional facility (give
location) 1J�:
No flow control required ��/�L. Exemption number
� �'����_:.���_ ✓'-.r�1�t'�r7 �"`\.li F_�l�...
Downstream Draina e Basins
Immediate Ma'or Basin
� �.
'� ,�:,2 C,. ,. _
, .
� Basin A ' � �, „ ',__,, � � , , ,
�
� i� � �-�>� ..�,;�..-�. ,.�����_� -- � � ..,, .�.�.��:
J �
! ' Basin B
' Basin C
' Basin D
Number & type of water quality facilities on site:
P
=1� biofiltration swale (regular/wet/or ;= sand filter (basic or large?)
continuous inflow?) '% sand filter, linear(basic or large?)
�� combined detention/WQ pond ;� sand filter vault (basic or
large?} ��
(��VQ ortio basic r large?)
� combined detention/wetvault � stormwater wetland
� � c mo past filter � wetpond asic r large?)
r� filter strip �� wetvault
—� flow dispersion �
� farm management plan
;;75� landscape management plan
T
_� oil/water separator(baffle or coalescing plate?)
1998 Surface W'ater Design Manual 9/1/98
1
KING COUNTY, WASHI;�IGTON, SURFACE WATER DESIGN ViANUAL
�,�. - � catch basin inserts:
Manufacturer ,�,.) ,'�,
j� pre-settling pond '
�, , pre-settling structure:
Manufacturer /�lf;{
�T(;�_ flow-splitter catchbasin
DESIGN 1NFORlV1ATION INDIVIDUAL BASIN
�" � i-. B C D
Water Quali design flow
Water Quality treated volume or � ,. !�
wet ond Vr �f J��G
.�'`� ,
; S�rGo};� /�.��; (, � �f�,
9/1/98 1998 Surface Water Design Manual
�
KING COUNTY, ��%ASHINGTON, SURFaCE WATER DESIGN MANUAL
DESIGN TOTAL INDIVIDUAL BAS1N
INFORMATION,
cont'd D==c►a,fiorJ t�.�'=i�;:J D
�� Drainage basin(s) A B C D
Onsite area %��"/1'' ,r,� J � /i:•, ��, a
Offsite area g (�J �� '���j7 �.� q�%j" �,�
Type of Storage ��Nbr'L`'�'�-'1F�r �f��Lr-�-�D
Facility t f?.�� - �:��=ti"%.�'�'
_',�'
Live Storage Volume 1,�';vc= , vG c c r�( �.�; �,;�;a;�.'� �',�,� �
Predeveloped Runoff 2-year
Rate O�f%��-� p,/l 1�-;=�
10-year _�,�-�.rr �,� n�,=,�
�� 100-year .�7�c�-'� ���`l/,�.
� Develo ed runoff rate 2-year �,2L;-,�� ,�,;;!;,�
10- •ear ��� t ,'�' �r-� ���I ��� �
100-year �,�':: � %a'-'�����.�
Ty e of restrictor
Size of No. 1
orifice/restriction v,.�?�.-C�_: �,2�'' ��1 fi;
,��:� r-' No. 2 �.; n„`� '`
, ;
., , No. 3 ` �"'�
� "'CG � � i y
- � l
;1'- ,",��� ��.� G , No. 4 ,�,�,.:,,:i��
. ��.,,��� r :�
FLOW CONTROL & WATER QUALITY FACILITY SUivIMARY SHEET SKETCH ,
All detention, infiltration and water quality facilities must include a sketch per the following
criteria:
1. Heading for the dra���ings should be located at the top of the sketch (top right-hand corner). �
The heading should contain:
• North arrow (point up or to left) • D9#
• Plat name or short plat number • Address (nearest)
• Date drawn (or updated) • Thomas Brothers page, grid number
2. Label CBs and MHs with the plan and profile designation. Label the control structure in
writing or abbreviate with C.S. Indicate which structures provide spill control.
3. Pipes-- indicate:
Pipe size
Pipe length ,
Flow direction '
Use s single heavyu�eight line
4. Tanks-- use a double, heawweight line and indicate size (diameter)
�. Access roads
• Outline the limits of the road I
• Fill the outline with dots if the road is gravel. Label in ��riting if another surface. ��
6. Other Standard Symbols:
1998 Surface Water Design Manual y;1198
2
�. „ , . i �. . ., A��.. .,� i � '� � �I � I� '.'. i _ � . AI �.�'. .� \_
• Bollards: • • • • ■ ■ ■ ■
• Rip rap o00000
000000
Fences --x---x---x---x---x---h---
• Ditches �-D~~�D^�^��D�~�D
7. Label trash racks in writing.
8. Label all streets with the actual street sign designation. If you don't kno«• the actual street
name, consult the plat map.
9. Include easements and lot lines or tract limits �vhen possible.
10. Arrange all the labeling or writing to read from left to right or from bottom to top with
reference to a properly oriented heading.
11. Indicate drive���a_ys or features that may impact access, maintenance or replacement.
9il!98 1998 Surface 1��ater Desien Manual
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A PORTION OF THE NW %4 OF THE NE �4 OF SEC. 15, TWP. 23N., RGE. 5E., W.M. _
CITY OF RENTON, KING COUNTY, WASHINGTON
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A PORTION OF THE NW �4 OF THE NE �4 OF SEC. 15, TWP. 23N., RGE. 5E., W.M. _
CITY OF RENTON, KING COUNTY, WASHINGTON
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I I I O��wn: TAS
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� Scals: �':60'
D�t�: D2/27/OB
Jo0 No.: 06067
Snset No.�.
B-2
OF $�00[6 I I,i
BECLAN PLACE - MINOR AMENDMENT
SA JOB #12183
PREDEVELOPED BASIN - PREDEV
� � � �' �
Land Use Type _ _ _ _ . _ . __ ?
Area [acres]_
Till Forest 7.25
Till Pasture O.OUO
Till Grass O.QQO
Ouiwash Forest O.U00
Outwash Pasture 0.000
Ouiwash Grass 0.000
Wetland Q.000
Impervious 0.000
Scale Factor 1.000
, Time Step _ .... ____ __.._ _ _ ____._..___ . ._ ___ _ . _.:
�� Hourly �'� 15-minute
_ _ _ _ __. ___ _ . __ _ ___ __ ___ _:
Data Type ___.. _ _ _ ____ ____ _ �
�� Reduced r�� Historic
_ ;
Compute Total Area I
�_______.__.__._.:____________ _ 1
Enter area for this land use type, 0.0 if NONE
-1 - G:1Land Projects 200411 2 1 831Storm112183_BMPIPREDEV_BMPl.doc
7 r �. � :,��� . , ,.� �� � �� � ;�, �1 ` I
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,
_. .:__:: ,�:�R;�...�._,_-_,.�'�,..y-:�., I
Are a .�.,�. .�.>.�..� �
Till Forest �•25 acres;
Till Pasture O.UO acres!
Till Grass' 0.0� acres'
Ouiwash Forest 0.00 acres
Ouiwash Pasture 0.00 acres
Ouiwash Grass' 0.00 acres;
Wetland �-Oa acres`
Imperviousl O.UO acres
Tota l .
' 7.25 acres'
_ _____..
Scale Factor : 1.00 Hourly Reduced
Time Series: PREDEII) »;
__.r.
Compute Time Series �
_..._o�.�.�_�.._._..�.�_��_._...�._.e�__�...�. ___ .�.��.�-�_�_m.. .�,
Modiiy User Input � �
___ �_�_�__��--. --_�. �__ _�______�,
File for computed Time Series [.TSFJ
-2- G:1Land Projects 200�11121831Storm112183_BMP'�PREDEV_BMPl.doc
,F, , . a x4p: . .. £� fi� ;-s ..4z .� �� 4 � �.w T.:.�.s ti.*A z� ^x '�' s� �j
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.
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Flow Frequency Analysis
--------------------------------------------------------
Time Series File:predev. tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS} (CFS) Period
0 .457 2 2i09i01 18:00 0 . 585 1 100 . 00 0.990
0. 124 7 1i06i02 3:00 0 . 457 2 25 . 00 0.960
0. 339 4 2i28iO3 3:00 0. 351 3 10 . 00 0.900
0. 012 8 3i24i�4 20: 00 U. 339 4 5 . 00 0 . 800
0 . 201 6 1i05i05 8: 00 0. 296 5 3 . 00 0. 667
0 . 351 3 1i18i06 21: 00 0. 201 6 2 . 00 0 .500
0 . 296 5 11i24i06 4:00 0. 124 7 1 . 30 0.231
0 . 585 1 1i09i08 9:00 0. 012 8 1 . 10 0.091
Computed Peaks 0. 542 50 . 00 0.980
-3- G:1Land Projects 200411 2 1 831Storm112183_BMPIPREDEV_BMPl.doc
BECLAN PLACE - MINOR AMENDMENT
SA JOB #12183
DEVELOPED BASIN - DEV
�.�� � �
^ � � � � ��
� -
Land Use Type _ . _: _ _ �
Area [acres];
Till Forest O.OQQ
Till Pa�ture 0.000
Till Grass 3.20
Outwash Forest 0.000
Ouiwash Pasture O.OQO
i
Ouiwash Grass �.000
Wetland Q.000
Impervious 4.U5�
Scale Factor 1.Q00
; Time Step _ _ _ _ __. _ _ _. . _.___. __ ,
�� Hourly rLL' 15-minute
' __ ___ _ _ _ _._ _.. __. __ ___._ _.:
Data Type ___ _ _.. ___ __, _ __._ ._:
`�� Reduced -'` Historic
_ _
__._,_ __.___._.�_ Compute Total Area �___�_--.�._�_!
Enter area for this land use iype, 0.0 if NQNE
�
,_ �
i
� }
- -�
- �
'_1
_�
-1- G:U_.and Projects 20U4112183\Storm112183_BMPIDEV_BMPl.doc
�� �3J t1 �"`'��_��' `��„����#����-'�`���i�� :
' .� P � ���
_ . . .. - . ....,
Area - ?
Till Forest 0.00 acres!
Till Pasture,' 0.00 acres
Till Grass 3.20 acres'
Ouiwash Forest: 0.00 acres
Ouiwash Pasture 0.00 acres
Ouiwash Grass� 0.00 acres
Wetland 0.00 acres'
Impervious: 4.05 acres
� Total _ __
7.25 acres`
____ _ __
Scale Factor : 1.U0 Hourly Reduced
Time Series: DEII� »�
Compute Time Series �
_�� Modiiy User Input _� _ _�
File for computed Time Series [.TSF]
�
�' �
� ;
-2- G:'�.Land Projects 200411 2 1 831Storm112183_BMPIDEV_BMPl.doc
_
. .:, _ -
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���,.� ����� ��`�:� � _.,. ��„�:: �� .:�v 1
.r_.�� � . _r.: a � _
Time Series File:dev. tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time af Peak - - Peaks - - Rank Return Prob
(CFS} (CFS} Period
1 . 27 6 2i09/01 2 : 00 2 . 59 1 100 . 00 0 . 990
1 . 01 8 1i05/02 16 : 00 1 . 55 2 25 . 00 0 . 960
1 . 53 3 2i27iO3 7 : 00 1 . 53 3 10 . 00 0 . 900
1 . 07 7 8i26iO4 2 : 00 1 . 34 4 5 . 00 0 . 800
1 . 29 5 10/28iO4 16 : �0 1 . 29 5 3 . 00 0 . 667
1 . 34 4 1/18/06 16 : 00 1 . 27 6 2 . 00 0 . 500
1 . 55 2 10/26/06 0 : 00 1 . 07 7 1 . 30 0 . 231
2 . 59 1 1�49�08 6 : 00 1 . 01 8 1 . 10 0 . 091
Computed Peaks 2 . 24 50 . 00 0 . 980
-3- G:1Land Projects 2004112183\Storm112183_BMPIDEV_B:�4Pl.doc
BECLAN PLACE
SA JOB #12183
Retention/Detention Facility
POND BMP1
Type of Facility: Detention Pond
' Side Slope: 2.00 H:1V
Pond Bottom Length: 89.00 ft
Pond Sottom Width: 89.00 £t
Pond Bottom Area: 7921. sq. ft
Top Area at 1 ft. FB: 19933. sq. ft
0.343 acres
Effective Storage Depth: 7.30 ft
Stage 0 Elevation: 0.00 ft
Storage Volume: 78869.cu. ft
1.811 ac-ft
Riser Head: 7.30 ft
Riser Diameter: 18.00 inches
Number of orifices: 3
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft} (in) (CFS) (in)
1 0.00 1.28 0.120 '
2 4.81 2.15 0.198 6.0 '�
3 5.40 1.10 0.045 4.0 I
Top Notch Weir: Rectangular
Length: 1.15 in
Weir Height: 6.60 ft
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation Surf Area
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft)
0.00 0.00 0. 0.000 0.000 0. 00 7921 .
0.01 0.01 79. 0.002 0.005 0.00 7928 .
0.03 0.03 238. 0.005 0.007 0.00 7942 .
0.04 0.04 317. 0.007 0.009 0.00 7950.
0.05 0.05 397. 0.009 0. 010 0.00 7957.
0.07 0.07 556. 0.013 0. 011 0.00 7971.
0.08 0.08 636. 0.015 0. 013 0.00 7978.
0.09 0.09 716. 0.016 0. 014 0.00 7985.
0.11 0.11 876. 0.020 0.015 0.00 8000.
0.28 0.28 22d_o'. 0.052 0.023 0.00 8122.
0.45 0.45 3637. 0.083 0.030 0.00 8245.
0.62 0.62 5049. 0. 116 0.035 0.00 8369.
0.79 0.79 6482. 0.149 0.039 0.00 8493.
0.96 0.96 7937. 0. 182 0.043 0.00 8619.
1.13 1.13 9413. 0.216 0.047 0.00 8746.
1.30 1.30 10911. 0.250 0.051 0.00 8874 .
1.46 1.46 12340. 0.283 0.054 0.00 8995 .
1.63 1.63 13880. 0.319 0.057 0.00 9124 .
1.80 1.80 15442. 0.355 0.060 0.00 9254 .
1 . 97 1.97 17027. 0.391 0.062 0.00 9386.
I _;
2. 14 2.14 18634. 0.428 0.065 0.00 9518.
2.31 2.31 20263. 0.465 0.068 0.00 9651.
2.48 2.48 21915. 0.503 0.070 0.00 9785.
2. 65 2.65 23590. 0.542 0.072 0.00 9920.
2,82 2.82 25288. 0.581 0.075 0.00 10056.
2. 99 2.99 27009. 0. 620 0.077 0. 00 10193.
3. 16 3.16 28754. 0. 660 0.079 0.00 10331.
3.33 3.33 30522. 0.701 0.081 0.00 10469.
3.50 3.50 32313. 0.742 0.083 0.00 10609.
3. 67 3. 67 34129. 0.783 0.085 0.00 10750.
3.84 3.84 35968. 0.826 0.087 0.00 10891.
4 .01 4 .01 37832. 0.868 0. 089 0.00 11033 .
9 .18 4.18 39719. 0. 912 0.091 0.00 11177 .
9 .35 4 .35 41632. 0. 956 0.093 0.00 11321 .
4.52 4 .52 43569. 1.000 0.094 0.00 11466.
4 . 69 4 .69 45530. 1.045 0.096 0.00 11612.
4.81 4.81 96930. 1.077 0.097 0.00 11716.
4.83 4 .83 47164. 1.083 0.099 0.00 11733.
4.85 9 .85 47399. 1. 088 0. 103 0.00 11751.
4.88 4 .88 97752. 1. 096 0. 109 0.00 11777.
4.90 4 . 90 97988. 1.102 0.117 0.00 11794 .
4.92 4. 92 9822�. 1.107 0.128 0.00 11811 .
4.94 4.94 98460. 1.112 0.140 0.00 11829.
9 . 97 4 .97 48816. 1.121 0.149 0.00 11855.
4. 99 9 . 99 49053. 1. 126 0. 152 0.00 11872.
5.01 5.01 49291. 1. 132 0.156 0.00 11890.
5.18 5.18 51324. i. 178 0.178 0.00 12038 .
5.35 5.35 53384. 1.226 0.195 0.00 12188 .
5.40 5.40 53994. 1.240 0.200 0.00 12232.
5.91 5.41 59117. 1.292 0.201 0.00 12241.
5.42 5.42 54239. 1.245 0.203 0.00 12250.
5.93 5.43 54362. 1.248 0.205 0.00 12259.
5.45 5.45 54607. 1.259 0.208 0.00 12277 .
5.96 5.46 5473�. 1.256 0.211 0. 00 12286.
5.47 5.47 54853. 1.259 0.214 0.00 12294 .
5.48 5.48 54976. 1.262 0.216 0.00 12303.
5.49 5.49 55099. 1.265 0.218 0.00 12312.
5.66 5. 66 57205. 1.313 0.238 0.00 12963.
5.83 5.83 59336. 1.362 0.256 0.00 12616.
6.00 6.00 61494. 1.412 0.271 0.00 12769.
6.17 6.17 63678. 1.962 0.285 0.00 12923.
6.34 6.34 65888. 1.513 0.299 0.00 13078 .
6.51 6.51 68124 . 1.564 0.311 0.00 13234 .
6.60 6. 60 69319. 1. 591 0.318 0.00 13317.
6. 69 6.69 70522. �. 619 0.331 0.00 13400.
6.78 6.78 71731. 1. 647 0.345 0.00 13984 .
6.86 6.86 72813. 1.672 0.361 0.00 13558.
6.95 6.95 7403i. 1.700 0.381 0.00 13642.
7.04 7.04 75269. 1.728 0.402 0.00 13726.
7.13 7.13 76503. 1.756 0.425 0.00 13811.
7,21 7.21 77616. 1.782 0.449 0.00 13886.
7.30 7.30 78869. 1.811 0.475 0.00 13971.
7.40 7.40 80271. 1.843 0. 943 0.00 14066.
7.50 7.50 81683. 1.875 1.790 0.00 14161.
7.60 7. 60 83103. 1. 908 2. 890 0.00 14256.
7.70 7.�0 84539 . 1. 941 4 .190 0.00 14352.
7.8� 7. 8C 85974. 1. 974 5. 67C O.00 14448 .
� . 90 7 . 90 8?923. 2.007 7 . 1C0 0. 00 19544 .
8.00 8.00 88883. 2.040 7 . 630 0. 00 14641.
8.10 5.10 90352. 2.079 8.130 0.00 19738.
8.20 8.20 91830. 2. 108 8.600 0.00 19835.
8.30 8.30 93319. 2. 142 9.040 0.00 19933.
8.40 8.40 94817. 2. 177 9.960 0.00 15031.
8.50 8.50 96325. 2 .211 9.860 0.00 15129.
8. 60 8. 60 97843. 2.246 10.250 0.00 15228.
8.70 8.70 99370. 2.281 10.620 0.00 15326.
8 .80 8.80 100908. 2.317 10. 980 0.00 15426.
8 . 90 8.90 102455. 2. 352 11.320 0.00 15525.
9.00 9.00 109013. 2. 388 11. 660 0.00 15625.
9. 10 9.10 105581. 2.424 11. 990 0.00 15725.
9.20 9.20 107158. 2.460 12.300 0.00 15826.
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 2.59 ******* 1.72 7.49 7.49 81559. 1.872
2 1.27 0.46 0.46 7.25 7 .25 78150. 1.794
3 1.53 ******* 0.31 6.49 6.44 67197. 1.543
4 1.27 ******* 0.31 6.51 6.51 68156. 1.565
5 1.34 ******* 0.23 5.61 5. 61 56636. 1.300
6 0.79 ******* 0. 15 4.99 4 . 99 49100. 1.127
7 1.01 ******* 0.09 4.50 4 .50 43316. 0.994
a 1.07 ******* 0.08 3.16 3. 16 28713. 0.659
----------------------------------
Route Time Series through Facility
Inflow Time Series File:dev.tsf
Outflow Time Series File:rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 2. 59 CFS at 6:00 on Jan 9 in Year 8 I
Feak Outflow Discharge: 1. 72 CFS at 10:00 on Jan 9 in Year 8 �
Peak Reservoir Stage: �. 49 Ft
Peak Reservoir Elev: �. 49 Ft
PeGk Reservoir Storage: 81559. Cu-Ft
. ��. 872 Ac-Ft
Flow Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence Probability
CFS a $ $
0.007 32703 53.332 53.332 46.668 0.467E+00
0.020 6792 11.076 64.408 35.592 0.356E+00
0.033 5776 9.919 73.827 26.173 0.262E+00
0.047 5308 8. 656 82.484 17.516 0.175E+00
0.060 4417 7.203 89.687 10.313 0.103E+00
0.073 2610 9 .256 93.943 6. 057 0. 606E-01
0.086 1886 3.076 97.019 2. 981 0.298E-01
�. 100 1339 2. 175 99.199 0. 806 0.806E-02
0. 113 70 0. 114 99.309 0. 691 0.691E-02
�. 126 31 0.051 99.359 0. 641 0. 641E-02
0. 139 18 0.029 99.388 0. 612 0.612E-02
�. 153 33 0.054 99.442 0.558 0.558E-02
0. 166 46 0.075 99.517 0. 483 0.983E-02
0. 179 :� �. 065 99.�83 0. 4i? �. 4?7E-02
0. 192 48 0.078 99.661 0.339 0.339E-02
0.206 26 0.042 99.703 0.297 0.297E-02
0.219 11 0.018 99.721 0.279 0.279E-02
0.232 30 0.049 99.770 0.230 0.230E-02
0.245 24 0.039 99.809 0.191 0.191E-02
0.259 18 0.029 99.839 0.161 0.161E-02 I
0.272 15 0.024 99.863 0.137 0.137E-02
0.285 14 0.023 99.886 0.114 0.114E-02
0.298 15 0.024 99.910 0.090 0.897E-03
0.312 24 0.039 99.949 0.051 0.506E-03
0.325 9 0.015 99.964 0.036 0.359E-03
0.338 5 0.008 99.972 0.028 0.277E-03
0.351 1 0.002 99.974 0.026 0.261E-03
� 0.365 2 0.003 99.977 0.023 0.228E-03
0.378 2 0.003 99.980 0.020 0. 196E-0?
0.391 2 0.003 99.984 0.016 0. 163E-03
0.405 1 0.002 99.985 0.015 0.147E-0?
0.418 2 0.003 99.989 0.011 0.114E-03
0.431 2 0.003 99.992 0.008 0.815E-04
0.494 1 0.002 99.993 0.007 0. 652E-04
0.458 1 0.002 99.995 0.005 0.489E-0�
C.471 2 O. 0O3 99.998 C.002 0. 163E-0�
Duration Comparison Anaylsis
Base File: predev.tsf
New File: rdout.tsf
Cs�off Uni�s: Discharge in C�S
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New �Change Probability Base New $Change
0.100 I 0. 95E-02 0.80E-02 -16.3 � 0. 95E-02 0. 100 0.09� -3.8
0. 128 I 0. 63E-02 0. 64E-02 0.8 I 0. 63E-02 0. 128 0. 131 2.7
0.155 � 0.49E-02 0.54E-02 10.6 I 0. 49E-02 0. 155 0. 164 5.5
0. 183 � 0.37E-02 0.39E-02 6.2 � 0.37E-02 0. 183 0.186 1. 6
0.210 I 0.28E-02 0.29E-02 1.7 � 0.28E-02 0.210 0.216 2. 9
0.238 I 0.22E-02 0.21E-02 -5.1 I 0.22E-02 0.238 0.233 -1.9
0.265 I 0. 15E-02 0. 15E-02 2.2 � 0.15E-02 0.265 0.268 1.3
0.292 I O. 10E-02 0. 98E-03 -3.2 � O.10E-02 0.292 0.292 -0.3
0.320 I 0. 62E-03 0.42E-03 -31. 6 � 0. 62E-03 0.320 0.309 -3.4
0.347 � 0.34E-03 0.26E-03 -23.8 � 0.34E-03 0.397 0.330 -4.9
0.375 I 0.21E-03 0.21E-03 0.0 � 0.21E-03 0.375 0.377 0.5
0. 402 I 0. 16E-03 0. 15E-03 -10.0 � 0.16E-03 0.402 0.401 -0.4
0. 430 I 0. 98E-04 0. 98�-04 0.0 I 0. 98E-04 0. 430 0. 430 0.0
0. 95i I 0. 16�-0� 0. 49�-04 200.0 I 0. 16E-09 C . 4�7 0. 472 3.2
Maximum positive excursion = O.C13 cfs ( 9.9$)
occurring at 0. 133 cfs on the Base Data:predev.tsf
and at 0. 146 cfs on the New Data:rdout.�sf
Maximum negative excursion = 0.010 cfs ( -8.8$)
occurring at 0 . 108 cfs cn the Base Data:oredev.tsf
and at O. C99 cfs on the New �ata:rdout.tsf
Attachment A
Beclan Place - Minor Amendment Open Pond Volumes
LIVE Storage
Required Vol
Stage Area Avg VOL Cum VOL 78,869.00 cf
406.30 14,494.6
406.00 14,217.5 4306.82 83U76.17
404.00 12,498.5 26716.00 78769.35
402.00 10,802.6 23301.10 52053.35 Excess Volume Percentage of Required
400.00 9,169.6 19972.20 28752.25 4,207.17 cf 105.33%
399.00 8,390.5 8780.05 8780.05
0 0
83,076.17
Dead Storage-Total Facility
Required Vol
Stage Area Avg VOL Cum VOL 26,905.00 cf
399.00 8,390.5
398.00 7,600.6 7,995.55 35,997.35
396.00 5,468.5 13,069.10 28,001.80 Excess Volume Percentage of Required
394.00 3,764.4 9,232.90 14,932.70 9,092.35 cf 133.79°/a
392.00 1,935.4 5,699.80 5,699.80
35,997.35
Dead Storage-Cell 1 I
25%Required Vol
Stage Area Avg VOL Cum VOL 8,999.34 cf
399.00 3205.6
398.00 2859J 3,032.65 10,697.55 ,
396.00 1871.7 4,731.40 7,664.90 Excess Volume Percentage of Required '
394.00 1061.8 2,933.50 2,933.50 1,698.21 cf 118.87% i
10,697.55 Actual Pectegage of Total Dead Storage
29.72%
Attacment A G:1Land Projects 20041121831Storm112183_MM_Pond_120809.x1s
�— —
Attachment B
BECLAN PLACE
MINOR AMENDMENT
KCRTS POND DESIGN VOLUME
Pyramidic Frustrum Formula
2:1 side slopes
Volume = h/3 ( a +A+ (a x A) %z ) square bottom only
h = height(depth) Length Width
A= area of base(bottom area 89.00 89.00
a = area of top (water surface @ h)
A= L x W = 7,921 sf
a = ((L+(h-x 4))2 = 13,971.24 sf
h = 7.3000 ft
Pond Volume = 78,869.30 sf
Attacment B 12183 Stage Calc.xls
Attachment C
BECLAN PLACE - DETENTION BASIN CALCS
55% Impervious Coverage - Minus 10% BMP Reduction '
Detention Basin IMPERV PERV Total
Lots 123,420 108,668 232,088
Pond - 20,628 20,628 ,
Road Internal 48,977 1,933 50910
Driveways {29&30) 1,000 - 1000
Tract Access 3,219 - 3219
Offsite - 8,137 8137
Grand Totals 176,616 139,366 315,982
4.05 ac 3.20 ac 7.25 ac
Attachment C 12183 Detention Area Calcs BMP.xIs
Spillway calculations
Pond Emer�y Overflow Spillway
h �
Z
L
For this weir Q= C 2g�2/3LH3/2+8/15zH5 Z (From KCSWDM 5.3.1.2)
C = 0.6 discharge coefficient
L = 6.00 ft (bottom width 6 feet min.)
z = 3 Approximate slope
h = 0.7 ft
H = 0.4 ft (-0 .3' freeboard required at a min)
Q = 5.65 cfs (100 Year Peak)
V = 1.96 fps
l�rlei�ame 1?l��i GE,VER.�L.:Y7_Slahk"CSPILGi7'3'1',2012I1:�9,4.�1
BECLAN PLACE
WETLAND BASIN ANALYSIS
W-EXST Event Summary
___ _._ _ ___-_- ---- , ._ _._
_._ _ __
`" �Event jPeak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) 'Method jRaintype;i
__ .__ ____ __ . ._ . _ . _ ___ ___ .___ _._ _ _.
j 2 year � 0.1173 8.46 0.0652 � 0.9200 SCS �TYPEIA
_ _----.._ _ , _ _ _.__.__.. __ _ __ ___ _ ___ � _ __ ------- ---; .. ------_ _
' other ; 0.1307 8.46 0.0710 0.920� SCS �TYPEIA
,_.__..__ __.------_�. __.. . _ _. _._ _ _._ _..__.____._______,�_____�__ _�___._ .� ___-----__._ .:
; 5 year � 0.3411 8.41 0.1611 ': 0.9200 , SCS TYPElA
'� �� �
;_______._ _____ ___._.__._..r _ . .._.__,._.______._._.__._.___.___.__._._� __.._ ,__._ ._.__._._.__
' 10 year , 0.4226 8.41 0.1955 0.9200 SCS :TYPElA
; ._.__._ . ._--. _ ._.._.__._. _ __ _ . : ��..�___�.___.w___..w _ ._ __, _ _...�_.
; 25 year 0.4640 8.41 0,2130 0.9200 SCS 'TYPElA '
�._.___.. _.._._. .._...._ ... _ __ . _.__,_..____________. ___. . _ ._ __---__..
;100 year` 0.6764 8.41 0.3029 ' 0.9200 SCS TYPEl A
Record Id: W-EXST
��__ .___ __ _ ___ _ _ _ _--_ ._ __ _ _.___________. _._...�_.,
''Design Method SCS Rainfall t3pe TYPElA
.. . ..---._ ------- _____ _____ ___ __ _ _ _ . _ _ ___ _._.__..
,__.._____ ___�. ._ _ ,
�Hyd Intv ; 10.00 min �Peaking Factor ; 484.00
r'_----
--------_�----------___ ___._r ......_ � . ..._ _ .;..__. . .._ _. .___..__ . __. -------__ -------------- -----.�. _
; :Abstraction Coeff i 0.20
, �
_...---.-------------------- - -- ----_-- -__�___ _. __._ __---------------- -------------------
- - -- �-
;Pervious Area ; 092 ac DCIA ; 0.00 ac
-- ---__ --._ --_.__. ------, -----------
_ _.__ _ ______ ...____.-------- .---__ ______ . ._ __
;Pervious CN 86.00 DC CN 0.00 '
_ ____.__________ _ .______ ,__ _, _.____ _ . _ __ , . _ ___ ____..__---_._. _ ...__.. .__ �_ ._. _____. ___. ____ I
' ;Pervious TC S l.S5 min DC TC 0.00 min
_. _. -- - -�- --....--.-. _�---------- __ _ __ _ __ .... .... .. . .._.-------._..--------------- �
i�
Pervious CN Calc �
,,____.____._._---__ .__._.� ______._ _ _._
____ __ __ _ ...__._.___. _. ___.________�--_--,------ ;
Description SubArea Sub cn ;�
_____.__ .._._. ._ . ___. . _ _ _ ..._ _ .__.___---_-�� . .. ._.._.__.---_ __ ._.._�.____
Wood/forest land (young 2nd growth/brush) 0.81 ac ': 86.00 `�
; _.___ .. ___ __..._. _ _ __ _ ___ _ _ _ _ _ __.__ ..._ ._. _____.____ .
;, Open spaces, lawns, parks (50-75% grass) 0.11 ac � 86.00 '�
��---------- -- --_._ ........ ......... __._
_ _ _ __ _ _ _ - - -_._ __ __ ___ _ __.. __ ---
`� Pervious Composited CN (AMC 2) 86.00 ;'
,_. -___-------__ _.._._. _ _ . _._ _ _ _ .. _ _ _.__ _--.. __ .__ -- --_..___�-----.��_
Pervious TC Calc
----_. __ __.___----___�_..._�� __ � _.
�.Type ', Description Length ;S1 e Coeff ' Misc ' TT
__.._.�---- -__ _..__._.__ _ .---- ----._._.._ _ _.___ _._ , __. ._ _ _.___..__ __. __ ____ ___
Woods or forest with light 284 00 0 2 50 i51.55 '
; Sheet 2.46/0 0.4000 . '
` i� :underbrush.: 0.40 �ft in �min
,.
�r-----_.�____�:__��..__._�.v___ _..._. .. __ __ ____...._. _ _ _ ._..___. _ __ . ..._ _.. _.__.__ ;._.____ __
� Pervious TC 51.55
;; min
WETLAND BASINS.doc
� ��
BECLAN PLACE
WETLAND RECHARGE FLOW COMPARISION
Existing Developed Existing Developed Existing Developed Existing Developed
Peak Q Peak Q Peak T Peak T Hyd Vol Hyd Vol Area
Event (cfs) (cfs) (hrs) (hrs) (acft) (acft) (ac) Area (ac) Method Raintype
2 year 0.1173 0.1235 8.46 8.04 0.0652 0.0419 0.92 0.39 SCS TYPElA
other 0.1307 0.1328 8.46 8.04 0.071 0.0448 0.92 0.39 SCS TYPEIA
5 year 03411 0.2655 8.4] 8.02 0.1611 0.0879 0.92 0.39 SCS TYPEIA
10 year 0.4226 0.3131 8.41 8.02 0.1955 0.1037 0.92 0.39 SCS TYPE1:1
25 year 0.464 0.3369 8.41 8.02 0.213 0.]116 0.92 0.39 SCS TYPE1;�
100 year 0.6764 0.456 8.41 8.02 0.3029 0.1518 0.92 0.39 SCS TYPE1;1
The recharge analysis`or the•�vet ano at�er*ip?s to �ro•%�e ec,uiva!ert flows for the mcst common ever.t the 2-year event
2i22.%2008 ',�Jetland Rechrage Flow Comparision.xls
�
FILE NA'_�: 05057 CONVEY
- 1945 South 375'h Street
llC Federal Woy, WA 98003
� Schweikl & Associates,jJ Phone: (253) 815-1700
Civil Engineering, Project ll�fanagernent Fax: (253J 815-1701
& Consulting
BECLAN CONVEYANCE CALCULATIONS
PIPES AND NODES
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FILE N.-��fE: 0505? CON�-�EY
FLOWS AND HGL
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- FILE�I.�IfE: 050�7 CON�-�EY
BASINS AND PIPE SLOPES
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BASIN RECORD
Record Id: B3
.._�._.__�..... ___.._. �_____ _. __ _ ._. _._ _._ _ __ ___ .__ ___._- .__.___._ _ ._ ___ _ _____ -----�____. ,
Design Method ! Rational IDF Table: , Seattle ''
�__.__..____�__�:_:_,._��_--_�_-----..._�._--------------------_ __-__�4_---�_.����._._
' Composite C Calc '�
_ . _
�Description. .._.:w_.._:_.____�_._._._.�W:_____. SubArea �__.__ ��__ lSub c____.__.___.__._ 1
--— _.,_..- ----___.---. __.___ _ ___.-- ---_____ ____ .___._ ___ _____ ___,_---------- ;
Pavement and roofs (n=0.90) 0.10 ac 0.90 ;
--- _ _ _ .__ __ ___ _ __ __ ___ __._
__. __._ .__._ __ __. _. __._ .... _._ _y .__ _ __. . _____ ..-- _ _ --- ----._..:___._:_...,�-------
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Directl Connected TC Calc i;
; LL�----- -.------_.__-- -- ____ __. __ _._____ _ _.__ _ _ __ ------_ _.--._ -._-----_ �'
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Type Description Length Slope Coeff ; Misc � TT �
�,
_--------- --____ ---_ _.___ . __. ___ .__._ . ____ ____ __ ___--o- ---_._ _..-- --- _.------.
Sheet Smooth Surfaces.: 0.011 200.00 ft 36.00% 0.0110 2.50 in ;0.75 min;�
; ------- .------ ._.___ .---._.__-- ------_ . ______ . .___._ . _____ _____ _ _____._ _ ._____. __.__ --- -------
.��
! Channel (interm) Concrete pipe (n=0.012) '1000.00 ft :0.50% 0.0120 ' S.55 min;!
__-------------_ _ __ ______ ------ -_-- _ __ __� _ __. ---_ _ ---- ----_.. ___. .._— --------
Directly Connected TC ;6.30min�,' �
�
�
FI�L-' :v;'�\�,y�: !��n5- CUN� EI"
Record Id: B4
__ _ _ _ _
' Design Method ; Rational IDF Table: �; Seattle� � �
------ -- - .__ _ ...____. __..._ _ ___ _ _ __. _ --...__..
_.__ _ __-----
Composite C Calc
_____ ____. _. __ ____ _ _._ _ _ _ _ _ _ _.._._.
,Description iSubArea Sub c
, _--_.. . _ _ ,._ _ _
;Lawn 0.52 ac 0.25
--- - -.. . _ _ _ ___ _ _ __ .. _ __ _ _ __ . .� __ _
Directly Connected TC Calc
; _. , .. _.__ . _. __ _ _ _ ._ ....___ _..:._ .__.____._;
�; Type Description Length 'Slope Coeff � Misc � TT
, . ._____ __ . _ _ _ _ __ __. _.____ __ _ __ __ _-__. ...._ ___ _ ..._�__
'. Sheet ;Short prairie grass and lawns.: 245.00 ft'.5.00% :0.1500 2.50 in:15.74 min ;
;0.15 .
_---.__ ._ ,__. _ ___ _ _ _ _ __ __ . _._.___ _� -- .__.__ :
' Shallow'Paved 17.00 ft �0.50% :0.0100 :0.25 min :'.
-- _._ . _ _ _ _ _ _ _ _ __ . ._._ -___ _ __. . .
Directly Connected TC 15.93min i'
Record Id: B5
,_ .__ _ _ __ _ _ _ _ _ _ _
Design Method Rational IDF Table: Seattle '
- ----- ---_...__ _ ___ ______ _ ---.___ __. ____ _... .. __ __ _____. __.._. _ _---____ __.__. ________
Composite C Calc
____. _,____ __ _ _ __ __ _ _ _ __ _ __ _ _ _ __ ___.._ .. ___.
Description SubArea Sub c '
_�_-. . __..___ _. ._ _ ___ __ .__.. _____ _ _ ___._ _ ..__. __ _. . ___ _. _ __ ,
Lawn 0.39 ac 0.25 � j
--------_ ____ _ _-__ ___.._. ------- __ _ _.___ _._... _._. _____ _.__.._._...__..._ i ,
!Pavement and roofs (n=0.90) 0.15 ac ;0.90
___���_:_____.._______�_�:�_ _.... _- . .. _ ._ _ . ,. . _ .. ._ __.___. : ___... _._v_.,:�:,_ �._.__.._�__ ;
� ------___ .._ __. ____��_ _ _--- __ _._.__ __._. ----.._ ___ ---- ---_`.�_..---------------- I�
': Directly Connected TC Calc
��
�..-- -- __�.. ..._.. __ _ .__ . _ _.� __._ _.._ . _._.__ __._: _. _ _ ,. .._. ___ _��..._.�.w__._ . :
i Type E Description Length ;Slope i Coeff Misc ; TT '�
; w_.._. _. ._ _ . . - - -._ ____. . _ _: .
�
Short prairie grass and lawns.: o , ^ �^-f--V��--J_��
� Sheet ; 168.00 ft;5.00% 0.1�00 �2.50 in;11.64 min�E
0.15 �
;,
_ __. _ _ __� _ . __ ._ _ . _ _ __ __...__;
Shallow;Paved 20.00 ft ;0 50%�0.0100 ;0.29 min �;
_ _ _,_... :._._ .. __.__. .. __, _ .. __ _ .. . _ . _. _ �___ . ..�,___._ ____ _._�_�;
�� Directly Connected TC �11.87min �';
4
FILE N.�'vfE: 05057 CONVEY
Record Id: B6
_ _� . _ __ -- ___ __. ___ _ _. _ __ ----- _ _ ____ . - -
Desi n Method ' Rational IDF Table ; Seattle '
g --- -___. _ __ --- -----__i
_ __ _ . _. __._ . ____ _ _ . _ _
Composite C Calc �
___ _.______ ____ ____. _ ______ ._. _ _ __. ___ :____. _.__� . _._.___.._..._
�
_. _ --- �
� Description SubArea 'Sub c
; _------- _ _----.___– _ _ .____ ___--._--- _ _ __ __ _ _ _._ _-- _ ___ __---- --.
' Pavement and roofs (n=0.90} 0.53 ac 0.90 �
� ------..___..� _ .___ _ _ _ _ _._..._._.,_ _ ..__ __ .. .._ _ . ___.�....___.�._ �
',Lawn '0.36 ac 0.25
; . . .__ _ _ _ _ _ _ _ __ _ . . _ _ __ ___._._ . _ _
__.
, ;� Directly Connected TC Calc "
_ _
__� . �I
I ; Type Description Length ':Slope Coeff : Misc : TT
- - __ ,_ . _ __ ,_ . _ .. _.._ _. _ ;
I �Sheet Short prairie grass and lawns.: 245.00 ft 'S.00% 0.1500 2.�0 in 15.74 min '
0.15
;,- � _ .. _ _ . __ _ .. _ _ . _ _ _. _ _._
� ,�Shallow:Paved 27.00 ft 0.50%'0.0100; ,0.39 min i�
. ,r . . ` . " '. _... _. . .__'.._ _.__...___.__. _.._____ _...._'___ _.'_._......_._ ,_....__._.____�___._ __.....__._ ______I':
. ' _. ..._.._ _._ ..__._.__"' .. _. . '" '"
+ Directly Connected TC i 16.OSmin ';
i------------- --- --------___ ___ � - --__----_ _ -- --------_---------�—_---=- ��
Record Id: B7 '
__ ___ _ _ __g _. __ _ _ ___ _ _--_ ^_.___---_.------ _ _ _ __._, ___.__ _ __----,
Desi n Method Rational IDF Table Seattle '
' - _____ __ _____ --_ _ ___ ..____ ______ __ __ _ ____ . _:.__-.--i
r _ __ _ __...
; Composite C Calc (
_ ---- __._._.._--. ._ ._ __.._.----_ __ . .__._ ____ ._ _ -- __--- ---------
'Description SubArea Sub c �
'--__._____ _ . .__.-----_.___.----___ __..----------._ _______ _ _.-------____.�._.._ _ ___`_��_ �
�Pavement and roofs {n=0.90) ;0.53 ac ;0.90 (
---...__ ____.�_.. _.._. _______.__ _______ _ _ _ _ _ ___ _ . ._- __.__.._.____.___ ;
�Lawn '0.42 ac 0.25 1.
;
, ;. _ _._. __ _ . _. _. ..__.. -__ --__ .__.__:_-i
______ __�__ _ ___. __-- __ __ _ _ . ___�
`' Directly Connected TC Calc �;
)�----- ------ __ .____ .- - _ . _ _ _ - _�__ _ . __._,_
`i Type � Description Length �Slope Coeff Misc ; TT �
__ .. ._,____.__ _ . __.._-- ____ .__._.__ __.__- '-.___. . _._ _ .----_. ._
�' 'Short prairie grass and lawns.: � a '
Sheet 240.00 ft',5 00/o i0.1500 2.50 in�15.48 min;
(; 0.15 , ,I
�;�____.�-----.____.._..___.__._..._. ._ ___ _._..___ __ _.. .. __ ;._ _:._ __..___ ; ._ . ._ ;;
�� �- -- --
�_____ ,.__:_-- i
� �;Shallow�Paved 132.00 ft;0 50%!0.0100; ;1.93 min �;
' .;r___'______'._ .___._.__.._._"'__"____._____ ._..__..___.,.__.,__.:,_"__..._..._'___:-__._�__.._.._. _.._____'._...___.._.___._ r______'_.__'- '
� Directly Connected TC 17.01 min �;i
,.
�; �
, ,__..�_:_.__.______��. _. _ __ ..__ ___. _. _ _�. _ . _ .. _.. __ ___ _ . ___
_. __ - ---��
; �
5
FILE NA�:05057 CONVEY
Record Id: B9
---_------ _ _ , _ __ _ _
Design ���Iethod Rational � IDF Table: Seattle
, :-_.---- -�__ _ __ --__ ___. _._ _ - ---- _-- - _ _ _ .----_
i Composite C Calc
�_------ _...--------------- ------____. _....__._ _.. _. .._.__._ ..__._.. ---...__ _.._._.____---
�Description SubArea ;Sub c
---- _ _ ___._. _ _ __ _ _ __ __ ._ _. _ _ __ __ ___.. ._ . _-----.
Pavement and roofs (n=0.90) �0.13 ac ;0.90
, _. ___ __ . ____ _._____.._____ _. _ ... .. _. _ _ _ __ _._ ___.._
;Lawn 0.08 ac 0.25
�----- -__. . _ _. __ - -- _� _ _ - - - ---- ---
"� Directly Connected TC Calc
��-_____ ___._ �.�_... __ . __. _ . __.. __.._ ,_ _. _ ___ .._ _ _. ..__.____�_____�
�' Type Description � Length :Slope ; Coeff : Misc ��TT
.
,,._____ .- --.__._ _..__ _ .. __._ _ .. _ . . __. _ _. _. _._. _ .
__ .___.. . . ._ _......_ _. __---_.._
;�Sheet Short prairie grass and lawns.: 0.15 133.00 ft �5.00% 0.1500 2.50 in 9.65 min '
;, -------- -
___ _ .._ _.__ __ _._ _ - ___.._ __._ . _ _. ___ ..�.----- .. . .__.. _-- ______. . , _,._--- --_
� Shallow Paved 'S.00 ft 0.50% '0.0100 : 0.07 min
�. . _ _.. - -:- _._ _ _ _. _- _. _ _ ._ _ _ _-- _____ ..___ _,__�_._. _._ ._ ----- ;-------._-
Directly Connected TC :9.71min '
__ _ _ _ _ _ _ _ _ _ _ _
Record Id: B10
__---_ ___ _ _ _--- _ _ _ _ _ _ _ _ _ ___ _ _ _ ___
Design Method Rational IDF Table: Seattle
__, ______._ _._ _ . _ . _ __ _ _ __ _ __ __.__ _ _ ._. __. _. ._---_ _-----
, Composite C Calc
_ _._..__ _.____ __._ _ __. _. _ _ , _ ___ ,_.___._. ___--- .__.___ ,
;Description SubArea Sub c
� __ ---_ _ . __ --- ---- --..___ --__ --_-------
_.---_--_- _ _-- _ _- --
� ;Pavement and roofs (n=0.90) i0.29 ac '0.90
_ _._.._.. __ ._.... _...______ __..__--_,- ---- -..__.., _.._- -__ ___._..__ _
�Lawn �0.17 ac 0.25
;� ___ .. ___ --_ . _ __ _ _�_,_,_
___��_W___ _ ----- --- _._ ._ ._ _ ____ _____ _ . --=--�-_-- _—�_---�
�
�i Directly Connected TC Calc
_ _ , _ . .._.._ . .___ .. .. :_ __ _.__ «._
�,._�__:� _,_....._.__.�.___..�_.--._ _ _ _. ._. _ _._
�; Type � Description ' Length ;Slope � Coeff Misc TT �
, Sheet Short prairie grass and lawns.. '170.00 ft;5.00% �0.1500 i2.50 in;11.75 min�,
- ;------ i
0.1 S ;
;
' ; ______ __- -_____._ ..___________ .__ ___...___ . _ ___ . :_ ; _ _._.. .-,-�-, - . --�_ _.._._.__ __
� ! Shallow"�Paved 7.00 ft ;0 50% ;0.0100 : `0.10 min
� �
; . __.___.______..__. . ._._._.._...__.�_ _ . ._.___ __ .__._._ _. . __._..._ _.__ ___________.._ _ __. _.�_____ . �-- -----___
ji Directly Connected TC ' 11.83min ;
'�---- _ _ _ _ _
6
I�ILE I�'��\IE: 0505, CO�i�'E�"
Record Id: B10A
;_ ___.___ _ _ ___ . __._-_----_._ _ __ __ _ ___ _______ . _ _ _ ___ __
; Design Method Rational IDF Table: Seattle
_. ___.. ___.-- - ___.__ _.____. . .
- - -- - ____ -_ __ _._.__._ __ ____..._- --------------__-
j Composite C Calc ,
, - _ __.. ___._ _._-------------�------------------- _ , _.----- __ _- ------ --•--------. --..-----�--=---
_ . . . __
�Description SubArea :Sub c
,-� ._____ _ __ _ _._ __ __ _. __- -- _ _ __---____ __-----_ __._._____ ______--_._ .._
Pavement and roofs (n=0.90) 0.08 ac 0.90
� _ .._ _ ___ __.. _. _ _. __ _ _ . _. _ _._._ __........
Lawn 0.04 ac 0.25
� _ _ _ __ __ . __ . _ . _ __ _ _ _
__ _ . . . ___ _ .-- ___.
� Directly Connected TC Calc
,
_< < _. ... _._________.__ _ . _ ____ _ _ _ ___ _____ ____. ____.___._.__.
;� Type Description Length Slope ; Coeff Misc ; TT
; . _-.- . _ _ _ _._ _ __ . _ .__ _ .__.__ .
��Sheet Short prairie grass and lawns.: 0.15 '20.00 ft ,5.00% 0.1500 2.50 in i2.12 min !
i ___. ._ __ _ ___ _ _ _. , _ o _ .. _ _. _:__
! Shallow ;Paved '100.00 ft 0.50/o ,0.0100 ; �1.46 min :
___.._ ____ _._ __ ____ _ _ __ __ _____ __ _ ___ . _ ___._ ,___. _.___
Directly Connected TC �3.28min ;
Record Id: B10B
_______ ___ . __ _ __ _ _ _ _ _ _ _ _ _
j Design �'Iethod Rational IDF Table: Seattle
_ � .------ -_____ _ ._-- ___ __ _ .__, __ __
._ __ _ ---_ __ _ _..�__. .._._.____
, ,
� Composite C Calc
, _____ _ ___ ___ _.___ _ _ __ ___ _ ___ _ _ ____ , __ _____- - _._._
� � 'Description SubArea Sub c
, ._______ _____ ._ ____ _____.__ _ . _-- -__ _ ______ _ _ ____._- ----- ____._______.. ___
Pavement and roofs (n=0.90) 0.06 ac 0.90
,-.__-- ____ --.._ .. ___ __ __ _ __ ____ _. __.�---------------=---
�, Directly Connected TC Calc i;
�, ._._._._. ...,_.. _ _. _ _ ., _ �. _.._._ �_:�_..��.__. i
�! Type � Description ; Length �Slope Coeff Misc : TT
;;
;��_....,__. _ .. ..._ .. . .. .. .........._._..: ._ .. _ . ... ,. .. ... . . _ _ _. . .. _�__.__ ._.__ _. ._.:__ ..
, � �Sheet Short prairie grass and lawns.. 0.15 20.00 ft `:.5.00% 0.1500 ;0.00 in 0.00 min '
_____._ _ _ __ ___ _- __ _ . ___ _ __._ __.__ __ - __. __._ ______ _.._____._ __
' Shallow ',Paved 100.00 ft `0.50% ,0 0100 . ,1.46 rnin
, ----____ . .___ _ .____ . ___..._ _ .._. ____ ______._.__.______ _ ____._ ____.__ . ______ ----..., _. �____ _..__.
� Directly Connected TC ;3.28min �
7
FILE\�=��iE: 0�05? CO\�'EY
Record Id: B11
�. _______--_ ----.___.____. ____--- _----._.. ��._. �__.________.___ _ _ _ _ _ __ _ _
Design iVlethod Rational IDF Table: Seattle
----- ----__ _____ _. _. . _.. . _.__._._ _......__ __.... _..---._ __.. _._.. _ _ __...__. __.__ ----i
Composite C Calc '
___.. ___ _..___------------ ____ __. _ __ - - --------- ----------------- .
:Description SubArea Sub c
. .--- --_ __ __.__. _____._ _. _ _ _ __._ _....____ ___ _____ __._....
'Pavement and roofs (n=0.90) 0.02 ac 0.90
_____.. ___ __ _ _ _ __ __ ___ . _ . . . . ... ..... . .. __
!Lawn 0.01 ac 0.25
;_ ._--_- - _ - ._ _ - __ __ _ - .:-_. ==_ ___._-=
_ _ _ ____ - - - �,;
i� Directly Connected TC Calc i
_�___ _.�_.__ ___. _... _ ___.�..,__ _ __ ____- -- '
��_______� __
__ ____ _
;I Type ; Description Length 'Slope Coeff � Misc ; TT ��
I---_ ,_.-_------- - ._---__. _ _ ._.____.._. _..._.. __
;'Sheet �Short prairie grass and lawns.: 0.15 :0.01 ft 5.00% 0.1500 �2.50 m ;O.00 min ;;
i_._...__._�_._.:_�_....... __.._ .. . ...._ _.__��_.. _ _ _..__ ____ _.___. ___..._ ..__.._.._ .._ :...�___ _._� �
' Shallow 'Paved 50.00 ft '-0.50% 0.0100 0.73 min ';
� ------ _ ____ _ _____ _. ._. __ __. _ _ ____ ____ ._ ____ . _____ .- --___ _.__._ ;
' Directly Connected TC <0.58min �!
: __ _ _ _ ._ _ _ _ _ _ _ _ _
.,
_ _ _ _ _
Record Id: B12
__.____ ___.__ ___ ___- _ __._
_ _ _ _-___ _ _ _ _.
___ ______ .
Design Method Rational IDF Table: Seattle ;
-------._ ..---.._ __ _ __ . __ . _
_ __ _ _____. . _. _ _._._ _ _ ____.._ .___. ___:
': Composite C Calc �
_._--____ ___ ____. ____.. ___ __._ .__._ _ _ _. _ _ __. . _.__.._ ,
'Description SubArea Sub c F
_ ___�___ :-----____ _. ___._ __ _ __ __.___ ___ ______.__ --._ .. ____..__ ... ____-
F
�Pavement and roofs (n=0 90) 0 20 ac 0 90 �
�.__ ___. _ , . _ ___ _ _ . _.._�._.____��. _____.___�
; ---- -- ---- -- _____ _ __. _._ ..- - - _ _. .---- ___-- _ __ _ _- ---__---_-�_V ,.
Directly Connected TC Calc ``
�__—.____.._,_._�._,-_--.. ___,_..__ _ - _-----.___._.. _.___ . __._,. �._.__.. ,.._.._. __� _.... ---.�__ .-_---.___. ___..____
�i
"'; Type Description Length �Slope ; Coeff ', Misc � TT �
�:.�__.._ ___�__..�____� .__ ...__ � ;�
u_ __- --- .. _ _ _._ _.._ __
;Sheet Short prairie grass and lawns . 0.15 ;0.01 ft �5 00% 0 1500 2.50 in 0 00 min�i
----__ ___ .__ ,__. ______ ------- -______ . _. _.__ _ _ _.__. . _ .- --.____ ___,
';Shallow ;Paved �360.00 ft l0.50% :0.0100 �5.26 min;:
_ ___---- __._ . ._. _.__._---�___ ___ ___.,_ __ __.___ _ __..___ ____: _ .__.___ _ -------;- - -______ :�
Directlti Connected TC `4.18min �;
8
FILE NAl��: 0�057 CONVEY
i
Record Id: B12A
_ _ _ __ __ _ _____ __ _ _ _ _ .
Design Method Rational IDF Table ; Seattle '
_ _._ _ ___ ___ __- ---- --
.,__._._.�
, �-; � Composite C Calc
---- -�--------- ---------, ____ __ -- - ------------------ �
. r ---------.- �---:---�----- �
'Description SubArea ;Sub c ' !
--------____ ------_ ______._ ._---------_____ __ _ . _.____ ___ ___ _---. _. -----_-______ �
;Pavement and roofs (n=0.90) :0.04 ac :0.90 '
;. ---_.___ ..._.___. __. __..... _ . ___. _.___ _ _ _. .__._. __.__._. . ._..__ ______- ---._.__ �
�,
Lawn 0.04 ac 0.25
. __...__..�__. __ _ _ _ _ _ _ __ __ _. _. ..__ _ _. _. _ .._ _.._ __ .
, _ _--.�
___.._ ________ __. ..__ _ _ ____ ____ _ ___ ___ __._.___.__.--.. _. _.._ ______. _..---- ,
. Directly Connected TC Calc ';
' ��-.:.:_..__.._ _...._.__.._..... .:....._:. .. -._..._ . ._.. ...._........ . ...... .........__ ....,..-." " .. ."".._..�. . ._...._�:._ "".... ._._.._..__I.�
; Type ' Description Length ;Slope : Coeff Misc ; TT i'
.----- _ � . ___ _ ___ _. _ _ _ _ .._ _ __ _...
;�
_._ __.____ _ .:
Sheet Short prairie grass and lawns.: 0.15 ,0.01 ft �5.00% 0.1500 0.00 in '0.00 min "
_ _. _ _ __ _ _ _ _ _ __.__ _ . ,
;;Shallow :Paved '100.00 ft '0.50% ;0.0100 1.46 min ;
;. _ ._ _.._ ._
_._ _ ____ . ____ . _ __ ._ _ . __ ____ ______ __._ ._ _..... __ ._ __._ __ ,
;', Directly Connected TC 1.16min ;�
Record Id: B13
_:_ __ __ _._ _ _ _ _ _. _ __.:-�
Design Method Rational IDF Table: Seattle �
�_�_�_�__.---- ---- -- ----------_ _.�_.__ ___---_ _.__
- -------- _--- -- - - -------- - --____-
Composite C Calc
,____-_- _____ . ____ .____ ..__._ . __ .___�---_ _. . __------ _ __ _.. _- -------- -___.__
iDescription SubArea �Sub c !
;__:�.._.� _._. __ _ .___ .__ _ . ._._ ___ �__ . � . ., . ... _. .. ___.._�. �. :_. . __. _..
iLAWN 0.28 ac ;0.25 �
_ _..::__._.__.__ _ _. __ . . .._ .__._._..__ _..___ .___ _.._ _... __...__._.__ . _ .. ___..�__�.�._.._ . i
�Pavement and roofs (n=0.90) 0.30 ac 0.90 �
.__ ._ . . ._ ._ _ _. .__. __ . .... _ _ ...._ _ ._ ._,_. ______�___..�._�__.....__ .__.__�_�
_-____ ____ __. ..._._ ..__._... . . . . _ _..__ _ _ ._.._.. _._. __ _.__._:__ _ ____ .__�_-_---------- -__--_-.__---------_ �
. _�
; Directly Connected TC Calc ��
:: -----�- ----- _ ___. _ ___ _..___ _ _ ,_ _.__._._ _ --.�. .. ._ _ ._.__:_.!
;' Type : Description Length �Slope ; Coeff Misc ; TT j i
, _.___�_ _ _ , ___ . .:___ �
__ __ _ _.. .__ __.
_____._ _-_._.--
_...__ , __..__ .
Sheet Short prairie grass and lawns.: 0.15 0.01 ft 5.00% 0.1500 0.00 in �0.00 min!�
' ___.___. ____. ____ __ _ ..___ ___ _. __ __._ _ _____, --- .._ ___ _____. __--- _.--------�
;iShallow :Paved :100.00 ft �0.50% .0 0100 : :1.46 min I;
, _ _____
;. _..__.._. _.____ ------------------- -- _...--- ----- ----=-------------- --- ---- '--- --___;:
Directly Connected TC 1.16min i�
9
FILE NA��: 05057 CONVEY
Record Id: B14
_ __ _ --------------__� , - -- - . _ _. .. __ _ _ _
Design Method Rational ' IDF Table: Seattle �
,._ ___ _ _____ ____ _ _ _--- _ ___ _ __ __ __._ ._ _ �
____._ . ____ ___ . _.____._._.,
� Composite C Calc �
Y � ,
-- ---__� _--- ---- ---- ------ _..__ -__ _ ___ __. ----- ------
'Description SubArea Sub c �
_ __ __ _ __ _--- . __ . .. . ___ _.
;Pavement and roofs (n=0.90) 0.32 ac 0.90 �
,I _ _--___ .____ __ _ . _----__ _ __ ____ .. _ __ _ --___ _.____.
� Lawn . 0.17 ac 0.25
-- ._ _._._ .. _ _ _ _ __. _ _. _ _ - __ _ _ . __ ._, ---__ ---- .__ ,
�' Directly Connected TC Calc ;�
;
� ;---�_. _. ,.__._. __.___.__ _ _ _ _ _ _ __ _._. _._._ ._,-_ __ ____;
i; Type : Description Length Slope ; Coeff ' Misc ; TT ��
.. _ _ _..__. . __.. ___ _ . __...._ . __ ... _ ._ _..__... ._;I
��Sheet Short prairie grass and lawns.: 0.15 ';125.00 ft ;5.00% '0.1500 2.50 m :9.19 min i;
��Shallow 'Paved 7.00 ft ':0 50% '0 0100 0 10 min i�
_..�__ __ _. ._ .. ._:__ . __._ ___ y_. .._ ._._ __. . _ , _--- - --- ---_: � .--------- --
Directl Connected TC 927min I
Record Id: B15
, ____._ _-------- . ____._._ .___. _ __----.. _ __ _____ _ ___ _ _ __ _ � _____. _
� Design Method Rational ; IDF Table Seattle
,__.------.---- ____ . ___ ____ ---___ _ ___.___ ..__ _ ._ ___
--
Composite C Calc �
�� _ __ _ ..._ __ _ ___. _ _..- - - i
� _ _ _
Description SubArea Sub c ;
_ __ _. __ _ _ _.. _ .. _ _. _ . _. . _ _ _.. __ ___ i
Pavement and roofs (n=0.90) 0.40 ac :0.90 �
____.. __ _ .--. _ .. __ _ _ _ _. , _._ _._..:.__ _ _ -_____�.._.__ I
';Lawn 0.10 ac :0.25 I
i; _ _ _ _ ____,�__... . . - --_��
�-_��_�---=_=--___-_.:_..__:- .;__. : __. _ _ _ - -------_—___---_
�; Directly Connected TC Calc
,.__ ---- --_.. _ ._ _ __._. _ _,___ _ . _ ___ __ _ _ _ --. , _ -- _..- --- --- ii
;' Type Description Length Slope ' Coeff ! Misc TT i;
; _ _._ _.__ _�. __._ _ .... ___
_ _. _
;�Sheet Short prairie grass and lawns 0.15 `20.00 ft �5 00% 0 1500 2 50 in '2.12 min�i
,,
---- ----_ _ _ _ _ . ___ .. _ _ _ ._ , _ _
��Shallow;Paved 130.00 ft !0 50% ;0 0100 E1.90 min;'
= -- --------- ---- ---- - -- - :_ - ------- ---- --- ___.
,
� Directly Connected TC 3.63min ;j
: I
�
�,
I
�__�
�,
' !
�
, �
�J
��
10
FILE Nr1ME: 05057 CONVEY
Record Id: B16
_ _ _ _ _ _ __ _ _ __ . . _ _ _ _ ____ ____ __- __._ _
Design Method Rational IDF Table: Seattle
--- ----__ ___ .. _____ ___... _ __ _____ ______ ___ _ ___ ___ __ ____.___ .._---_._ . __.___...-;
! Composite C Calc I
----------- - -- -----------------------... __ _ _ _ ..__ -- --- - -_-__ ____-- .------------- E
';Description SubArea Sub c
- -- _____ _ __-- -_ _ ____._____--.-------- _.--- ----_ ___ ____ ____.. , ------ . .__.____--_-: �
iPavement and roofs (n=0.90) 0.03 ac '0.90 '
_._.------ -- ---________.--. ___ . . _ ___ ___ __..____. __ _ ___ ___ . _.___.._- -.____. ___.__ ,
Lawn 0.08 ac 0.25
_._ _ __. ,_ _ __ __ . _ _ . _ _.._
_ _ .. _, __. _ _____,__.._ ..
Directly Connected TC Calc ;:�
; _ .___�.. ___.___.___..__ :. _ ._ _ _. ; _ __ .. __ _____��'
' Type Description Length ;Slope Coeff Misc TT :�
------ _ _ _ _ _ _ _ _ _ .. _ . __ _. ._._ ._.,._.._._.__:._(
Sheet Short prairie grass and lawns.: 0.15 120.00 ft 5.00% 0.1500 2.50 in '8.89 min'"
. _ ___ _ _ _ _ _ .. � . . .. ...___ .
'�Shailow Paved 15.00 ft '0.50% .0.0100 0.22 min ;'�
__..___ __ _ _ __ __ _ _ _.__� _ ._ .___ _._ __ ___._____. _;�
Directly Connected TC '9.06min �`
_ _ _ _ _ . _ _ _ _ _.
Record Id: B17
___-- _._... _g __. _____ _ ____ _ .___ _ . _..__ - _ _ � __------- -_ _.. ------ ___ _----G
� Desi n Method Rational IDF Table Seattle
-----------__ _ ._--._._ ._____.____ _ _ _______. _____ .._ .___--.--_.__.__ _-----_ .._______... _.. -___._ _---.-----�
, Composite C Calc
,_.______ __----_____ _.. . _ _ . _____ .__ ..____ ___._-- ---__ ________.
:Description �SubArea Sub c
__..___.__._____ .__.__---. _. ___.. _ _... _ _ . ._.. .. ____. __ _. _ ._._ . .._._. �_._____
Pavement and roofs (n=0.90) '0.58 ac 0.90
, .___.._._.,_... _.. _ _... . . ____ _.. _.�__. ,-. . _ . .. _._ ._ ..,.....__ _.. _.___m...__._�_
' ':Lawn '0.21 ac 0.25 �
_.�w__ __. _ ... _. _ _
�----=-=----------------__---_-__.. --- _ _ _ __ _ ___-- -===-=-----=---��.n��
;� Directly Connected TC Calc �:,
,
____.__ _. . _ _ .... .._ ___ . _ __ _.__
_ _ _ __
�:
_ . _...._ . ;...___,, --__�,
,:�
�
Type ; Description ', Length 'Slope ! Coeff ' Misc :; TT i:f
_______ _._ ..__.. ___._ _. __ _ _. ___. _ _ . _ _ ___ ._.__. -- __...__. _ _...._..
�t
i'Sheet Short prairie grass and lawns.: 195.00 ft 5.00% '0.1500 2.50 in:13.11 min '
'0.15
.,
___..__ . .___...._._..... ._ ..__. _... _.. ....___._... _ . . _ _.,_ __ . _.__ .__, . __._ _---------_ ;
;�Shallow;Paved 35.00 ft '0.50% 0.0100� �0.51 min ;;
, __ __ _ _ __ __ --�;
; Directly Connected TC �13.52min ;I
r.-----______._--.-----..__________ .__ .__ .____ ._. __ _._ _ . ._._ __..._... --.-----._ _._._._ ------.�__._.____�_______,
ll
-- - ._ '�, k:��_
Record Id: B1�
___�____._._. ._---- _._____. ____.__ ____�__�._ _
_ ___�.��---_ __� �,
- _._
Design Method Rational IDF Table: Seattlz
__.___ ___.___.___ . ___. _____ _------ __ __. -----..
_._ ______ ______ ____ __._.._ __.__--
__
Composite C Calc ',
_ - - - __ ---- -- - ---___ ._ ____�__ _ :
Description SubArea Sub c ' ',
--__-- -.. _ __.__ ___.._ ___.. . _____ __ .___ __.__._ _ _ ._ _ ._ _.--_---.-- �,
Pavement and roofs (n=0.90) 0.28 ac 0.90 !,
_.. ___.__ __..__... ____.._._ _._____. .____ _____ _. ._ .. _._ _-- __._. _ __..
Lawn 0.11 ac 0.25 '
,_ ._ -- - --- ____ ____. _._. _ ____ _._ �. ___ . . __. _____ ------ --
Directly Connected TC Calc
_._,_._.. __ ..___ ....,.. _._.... , . _ _ __ . ___ .. , _. _ _._.__.. __.�_ : _ _____---__ .
Type Description i Length ,Slope Coeff Misc TT '
- _...__.. . _ .. _ .. _ __... _ _ _ . __.. _
__.._ __._.. ,_ . - - _.
; Sheet Short prairie grass and lawns.: 0.15 �20.00 ft 'S.00% 0.1500 .2.50 in ;2.12 min ::
_____..__ ._..____�_____ . ._ __ ____ _ _. . . .. _ ___ ________ ...__ ___ _.. __ ___. ._ �
�;Shallow �Paved 230 00 ft :0.50% 0.0100 : �3.36 min �;
___. __ ___---- ._____ . _..__.. .____-- -- .__ _ _ ______ ___-.- __._� . _ _.__.____ _____ _�.,_ �___ __.._--- ,,
" Directly Connected TC '4.79min �
Record Id: B21
__._ _._.___ g. _.
____ _._
_ . _....
____. _ . ______ _ ________,
Desi n iVIethod Rational IDF Table: Seattle `
___------- --__ . __. __ __._ _. _ __ . __ . �___. _ _ _ __.___- -- _.__ .__
__..__;
; Composite C Calc
__ .__..__ . _.._ _.._ ___ _.__ __ _ _._ ___..__ . .___.._._ ___ _ ...___._ ;
Description SubArea Sub c
t
, ____._ ____.. ___._ . ___ ___-- ___ __ _.___ ___ _ _. __ ___ _-- ,
Pavement and roofs (n=0.90) 0.07 ac ,0.90 ;
:. ..____. _. __ .__ _ ___.._ _.__ . .-__ .__.._____ _____.._ ._._,..____�__.__._ _.__._._�____..�______�___.� ;
�Lawn 0.10 ac 0.25
�__ _ ._ _ _ _ _ . .. ._._.____ _.____�.___
-- —______ _�._ ---------.. .__ _. __ __ ___ ..__ _ ---� �___ ___ _ ------_.__------.— ------ :
Directly Connected TC Calc ;�
: _...�.,_ ,� _.._...._ _.. _�...._.. ...___.�_, __.__ _ _ . _. _.._,__ _ , ._ ______.:_ ;;
; Type Description Length :Slope Coeff ; Misc � TT ��
? _ . _...._ ._.--_., _..__._..., _.._..._ _ __.. _____._ _ .__ ___._._. _....._- ---- f�
_ _.�;,
i�Sheet �Short prairie grass and lawns 0.15 i45.00 ft 5 00% 0.1500 ;2.50 m j4 06 min f:i
; .. ___ _:_ __,___� _:__�__� ._.__� __ _. _ -_.:.�.;I
__ _ ___ _._
;,Shallow Paved 60.00 ft 0 50% 0 O 100 ; �0 88 min ;�
' ------------... ._ . ......� �-- �`--------- --'--._ _- --"-- -�.._-- - --- -'--------- -- ---- .• -._-- `r-__- ..- ------- ���
' Directly Connected TC i 4.75min '';
;
--- __ ---- __. __ ___ --. --_ ---- -- ---- --
__ -- - - ._._ . . _.. _ ___. _ _ _ __ _____ _ _ __ - --_ : - ._ _ _.__ _ ___...
�;
1�
FILE�T��\iE: 0�p5? CO\�'EY
ROUTING DATA USING Seattle AND [25 yr] NOTZERO RELATIVE
RATIONAL
_ .__ _ _ _ ._ _. ;
Reach Area TC Flow � Full Q Full nDepth Size nVel fVel CBasin i
ID ; (ac) �(min) : (cfs) ; {cfs) ratio ' (ft) � (ft/s) ; (ft/s) ; /Hyd ;
---_ _ _ __ _ __ _ _ _ _ _ _ _. __.__ ._ __ ___ _ _
� 12" ,
� PS �0.5400 : 12 63 ;0.4211 ; 3.6488 ; 0.12 ` 0.2290 Di� 3.1047 � 4.6457 ; BS ;
�
___... ___ _ _ .. ___ __ _ _ ... _ ._� _ . _ . _.__ ...._._.__,
;
P7 ;0.9500 ; 17 37 '0.8706 " 9.7199 ' 0.09 i 0.2026 tDi� : 7•6407 '12.3758 ; B7 �
___ _ _______ .. ._.._
-- _.._.._._
^ 12"
' P6 1.8400 17.65 :1.699� '10.4975 ' 0.16 ; 0.2720 'Di� : 9.8315 13.3658 B6 �
____. ___ _ _
__ __ _ _ __ _ . __ __ __ _ ____ _.______�__.
. 12
P4 2.9000 17.69 2.2161 '21.7059 0.10 , 0.2153 Di� '17.8345 ;27.6369 ; B4 �
_.___.._. _____. ___.__ _ _ ___ ___ _____ _ _ _ ____._. _____ _ ____ _
' 12"
P15 0.5000 4.14 '1.1141 ; 3.7684 . 0.30 0.3726 :Diam '; 4.1782 4.7981 B15
___.__ ______.. __ __.. _._ ___. ____._ __ _____,. ____. _._._ ;
' 12"
P18 0.7900 ; 13 64 0.9727 ; 3.6488 0.27 0.3530 . ': 3.9243 4.6457 B18 ;
Diam
----- __ _ --_. _ ,. _ _ _._ _ ._- - __ � ___ _. . _ _
12��
P 17 ;1.5800 13.75 ;1.9356 ' 8.�103 0.23 ° 0.3247 8.7559 10.8356 B 17
' ' ;
___ ; .____ _. . __ __, _ .__._ _..._.- ?----- - - - ' -------- .__- - ---- ---_.___
iam ' � - i
1 P16 �1.6900 13 92 i2.0065 ' 6.8262 ` 0.29 0.3716 ;D am � ��5517 ' 8.6914 ; B16 �
, , '
�__,_._ ___,. .._.. _.__ _�_ �. ..._._ _... .... .. ..„ _...___._ _._.__ ___,.____.___
��
P14 2.6800 14 15 3.1858 3.6488 t 0.87 � 0.7231 ' 12 5.2380 � 4.6457 B14 ,
;Diam i i
.-__w._._ ... :._.�---_._. . �_,_ __.�_ _.. . �-- � _ -_---- __.._ _�____:__�.,
r 12" _ �
P13 0.5800 : 1.62 ,0.9839 ; 6.6732 ' 0.15 � 0.2593 ;Di� j 6.0874 ; 8.4965 ; B13 �
,
_____. _____ . _____ ___._ _ _;. ______ __ _ _.. . . ___.__ �_._.__ __.__ _�
12" ,�
P 11 0.6100 1.82 1.0432 7.0149 . 0.15 0.2603 ;Di� 6.4204 8.9317 ; B 11 ;
__.----- - __ _. ._ ___ __ _._ . __ _ ____ _ __ _ _ _. ------
12" ;
P21 �3.3700 , 14 24 ;3.8289 10.2441 0.37 0.4233 ,Di� ;12.1038 ;13.0432 : B12A E
____. _ _._. _._. __ _. __. _._ _ Diam _._ __ __ __-----
;
� 12"
P12 3.5700 14 39 4.1116 11.9910 0.34 0.4038 , . 13 8390 ;15.2675 B12 �
----_.__ ______ __.._ ___. __ ___ ._ _ ._ _ _ _ -- ____ � .___ . --____
12�,
P02 0.0600 4.09 0.1563 ; 4.1164 0.04 : 0.1333 2.Slll . 5.2411 B10B `
; ; � .Diam i
, �
. i ; , ,
- ----_._ .m.___ --- ---- ____._. __.__ , �_�_ _. - ---___:_ ___._._ : ._--=----:
� „ �
POl 0.1800 4.69 ;0.3936 � 5.2515 � 0.07 � 0.1851 � 12 3.93�9 ' 6.6864 ' B10A '
;Diam
__------ ---. ._._..- _ _ �_ ._ _ , ._ _ __ ..__. _.__. . _,_ --- _ ._-_�_-- ----------
12"
� P10 0.6400 12.05 ,0.7988 � 7.5133 ` 0.11 0.2202 'Diam 6.2268 ' 9.5662 B10 :
,
_ _ ,._. ...
__ _ _._ . . . �. . _ . .___ _ __---�--
__ ��
P9 0.8500 12.28 '.1.0384 '11.7920 : 0.09 i 0.2007 ; 12 i 9.2409 ;15.0141 ; B9 j
Diam :
_ __. _ _ . --- _._ .__ . .___ . . ___ ____. _ . __. ____ , _--- -- -�
, P8 4.4200 ' 14.49 :5.0331 13.6524 : 0.37 0.4204 12" 16.0571 i 17.3828 ; .
13
FILE N�'�IE: 050�% COI��'EY
__ ___ _ __ _
__.__. _ _ _ _ --- ---
From ! To Rch Loss : App Bend Junct Loss '; HV�' Loss Max E1 ;
I Node � Node (ft) ; (ft) ; (ft) (ft) Elev (ft) (ft) �
__..�_ .. _____� ___ __ _.. . .__ .____ ___ _- - ._ ___ .
_.__ _ .__.____ ____. .. _�_._.__�__,
i 397.0162 ;
_ _.__...__
___.___. _ _ ..___.. ..__._ _ .____
_..__ _- ------__. ___�_. .._ _.... - -- ._ ._�
' N4 N3 403.6342 1.5009 : 2.0073 ' 0.2784 404.4189 : 412.7500 �
..._..__._.�._._ ._ ..._ . ...__. _ _ .._._ __ __ _ _ . _. _____ .__ ...._
,
NS ' N4 404.4330 � ------ --- -- ------ 404.4330 406.4000
_ _ �___ __ . _ _ . __ _ __ _ _ _. . _ ._ __ ___ .. _ . .... _..__ .______ __;
No approach losses at node N7 because inverts and/or crowns are offset.
. _ _.... _ __ . _ _. _ _ __._... ;
_ __. ____. _. __�
N6 N4 410.4146 ------ ------ ------ ; 410.4146 419.6200 '
._._ ._. _ .. _ __ . _ _ .
__..__.. . :._'__._"._.�_._:__:.j
.::" _._____ '_"__..._ .
; N7 � N6 � 413.0382 ------ , --- - ` ---- 413.0382 ; 416.5100 ;
____.__ _�_ ___.__ _____ _-----_ ____ �_ ___---_ _---- _ _.._ ____ ____._ ---------�
N8 ; N3 405.2841 0.4256 0.0019 : 0.0803 ' 404.9407 421.5500 �
; -------
--. __.____ _ --_ ___.__.._ ____ _ ___ _.._ ._._ _ . _ __.___ _____ __.._ _.___ __,
! N12 ; N8 411.3732 0.3691 0.1709 ' ------ 411.1750 ' 417.9500 '
_ ------ _._ _._.._. . _._ . ____._ ___ �
_ ____ ___..__�;
± N21 ' N12 413.9543 0.2555 0.0803 ' 0.0603 " 413.8394 417.9200 �
,
;______.- - ----- -. --.---_____ ._______ . ______ ___ __ ._.. ___ ___._ ____ _____ ____,
; N14 N21 414.4242 ,0.1014 ; 0.0008 ; 0.0368 414.3604 � 421.5500 ;
� _. _. _ -- __: _---- . ��...__-----_._ �
��__._.-- - r'- ---- _... __�. ___._ ._:_v_ __ i__.._
; N 15 N 14 ; 414.4119 ------ ' ------ ---- ; 414.4119 ; 417.0600 ;
:� - __ __ _ :.. __.__ _ _ .. �. ___. _... .............. _..�� --------�
! N 16 ' N 14 415.1503 1.1905 , 0.0091 � ---- ; 413.9690 � 418.2500 �
____.___:
___._ ______ ___�__._... _ ._:_ _ .____ ___ ,- _��__ __ ..,-:---___:__ ___.:___ _ ------------._,_
� N17 ': N16 416.6239 0.2391 ; 03230 ; ------ ' 416.7078 '. 419.9100 ;
,
; ______ _ ___ _____ ,_.. __ ____._ . _ _ ___ _ . _ ____ _ _ _._____._ ------. __.:__ _-_---___:
` N18 ` N17 ; 417.4088 ------ ------ ---- - � 417.4088 ' 419.9100 �
________ __. _. _. .. ----
_
_ __ _.__ _._.. _____ __,
° N11 ': N21 414.5966 0.5754 0.4453 -- '; 414.4665 418.7200 `;
_ .__..__ __._ _.__.. _._-- ___ ___ ___ _ __ __. ;
---- _._____..
, _ ___ ,
� N 13 ; N 11 415.5472 ------ --- ; ---- ; 415.5472 ; 419.1900 �
_ __._____ _.. _. ...... _ _---- - �___ __.___ . __ _ _,- _ . .. . __._ __..__ __:_�__ _.___. ___
N9 � N8 410.5381 0.6021 , 0.8040 � ---- ' 410.7401 ; 419.9600 �
.------.-- ------ _____ _.__.___ ___ _ _...--_ _ _ __ __ �_ __-- -- ___; .._--------._._�__: ___._.__._ . :
� N10 � N9 412.0594 0.2403 , 0.0020 i ------ 411.8211 � 415.5500 ; I
�_.__----._.., __ _ .. _ �.___ .... ..__ __.._____ ---_- - - _ ;. _____ _ ___.._�._____...��.-----______ _
: NO 1 � N 10 , 413.3481 0.0979 � 0.0008 ---- 413.2510 � 417.0000 ;
w......� _. _ . .. _. _ __ . . .. _ ____ _
,. ____ _..
NO2 ; NO1 413.7051 ------ --- -- ---- ; 413.7051 ' 417.4900 �
14
APPENDIX D
Facility Summary Report
KING COl N rY. ��"ASHINGTON. SI;RF.-�CE W'ATER DESIGN �tANI�AL.
APPENDIX A
MAINTENANCE STANDARDS FOR
PRIVATELY MAINTAINED DRAINAGE FACILITIES
NO. 1 - DETENTION PONDS �
Maintenance Defect Conditions When Maintenance Results Expected When
Component Is Needed Maintenance Is Performed '
General Trash 8 Debr�s Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site.
per 1,000 square feet(this is about equal to the '
amount of trash it would take to fill up one I
standard size o�ce garbage can). In general,
there should be no visual evidence of dumping.
Poisonous Vegetation Any poisonous or nuisance vegetation which No danger of poisonous vegetation
may constitute a hazard to County personnei or where County personnel or the
the public. public might normally be.
(Coordination with Seattle-King
' County Heaith Department)
Pollution Oii,gasoline,or other contaminants of one No contaminants present other than I
gallon or more or any amount found that could: a surface film. (Coordination with ,
1)cause damage to plant,animal, or marine life; Seattle/King County Health
2)constitute a fire hazard; or 3)be flushed DepaRment)
downstream during rain storms.
Unmowed Grass/ If facility is located in private residential area, When mowing is needed,
Ground Cover mowing is needed when grass exceeds 18 grasslground cover shoutd be
inches in height. In other areas, the general mowed to 2 inches in height. �
policy is to make the pond site match adjacent Mowing of selected higher use
ground cover and terrain as long as there is no areas rather than the entire slope
interference with the function of the facility. may be acceptable for some
situations.
Rodent Holes Any evidence of rodent holes if facility is acting Rodents destroyed and dam or
as a dam or berm,or any evidence of water berm repaired. (Coordination with
piping through dam or berm via rodent holes. Seattle/King County Health
Department)
Insects When insects such as wasps and hornets Insects destroyed or removed from
interfere with maintenance activities. site.
Tree Growth Tree growth does not allow maintenance access Trees do not hinder maintenance
or interferes with maintenance activity(i e., slope activities Selectively cuitivate trees
mowing.si!t removal,vactoring, or equipment such as alders for firewood.
movements) If trees are not interfering with
access, leave trees alone.
S�de Siopes of Pond Erosion Eroded damage over 2 inches deep where Slopes should be stabilized by
cause of damage is still present or where there using appropriate erosion control
is potential for continued erosion. measure(s): e g., rock
reinforcement,planting of grass,
compaction.
Storage Area Sediment Accumulated sediment that exceeds 10%of the Sediment cleaned out to designed
designed pond depth pond shape and depth; pond
reseeded if necessary to control
erosion.
Pcnd Dikes Settlements Any part of dike which has settled 4 mches lower D!ke should be built back to the
than the design elevation. design elevation.
Emergency Rock M�ssing Only cne tayer of rock e�csts above native sod in Repface rocks to design standards.
OverflowiSpiliway are2 five square feet or larger.or any exposure
of nat�ve soil at the tcp of out Flow path of
spiliway. Rip-rap on ins�de slopes need not be
replaced.
199� Surliu�b1;il�r Uc�icn \lunu:il �l:L9�i
A-1
-�PPENDI\ :a ��1.11�I I�.��\�C�f�.�T�i�[).11:DS FOR PRI�'.-�l�f?LY �A1;11V�T:al��f-;D DR.11ti.�C;F. 1=ACILIIII_S
NO. 2 - INFILTRATION
Maintenance Defect Conditions When Maintenance Results Expected When
Component Is Needed Maintenance Is PerFormed
General Trash&Debris See"Ponds"Standard No. 1 See"Ponds" Standard No 1
Poisonous Vegetation See"Ponds"Standard No. 1 See"Ponds"Standard No. '
Pollution See"Ponds"Standard No. 1 . See"Ponds"Standard No 1
Unmowed Grass/ See"Ponds"Standard No. 1 See"Ponds"Standard No. 1
Ground Cover
Rodent Holes See"Ponds"Standard No. 1 See"Ponds"Standard No 1
Insects See"Ponds"Standard No. 1 See"Ponds"Standard No. 1
• Storage Area Sediment A percolation test pit or test of facility indicates Sediment is removed and;or facil�ty
facility is only working at 90%of its designed is cleaned so that infiltration system
capabilities. If two inches or more sediment is works according to design
present, remove.
Sheet Cover(If Sheet cover is visible and has more that three Sheet cover repaired or replaced
Applicable) 1/4-inch holes in it.
Sump Filled with Any sediment and debris filling vauit to 10%of Clean out sump to design depth.
Sediment and Debris depth from sump bottom to bottom of outlet pipe
(If Applicable) or obstructing flow into the connector pipe.
Filter Bags Filled with Sediment Sediment and debris fill bag more than 1/2 full. Replace filter bag or redesign
and Oebris system.
Rock Filters Sediment and Debris By visual inspection, little or no water flc:✓s Rep ace grave' n r�c�fl!;2r
through filter during heavy rain storms
Side Slopes of Pond Erosion See"Ponds"Standard No 1 See 'Ponds Stardard N� 1
Emergency Rock Missing See"Ponds"Standard No 1
Overflow Spiliway
Settling Ponds and Sediment Remove when 6"or more.
Vaults
Note: Sediment accumulation of more than.25 inches per year may indicate excessive erosion is occurring upstream of the facility or that
conveyance systems are not berng properly maintarned. The contributrng drarnage area should be checked for erosion problems or
inadequate maintenance of conveyance systems if excessive sedimentation rs noted in an infrltratiorl iacility.
Check twice a year durrng first 2 years of operation;once a year thereafter. C1ean manholes/catch basrns,reparr damaged ir,lets'out/ets,
clean trash racks.
9.1;93 I`1�J;t Surf,i�� 1�alcr I)e:ien \lanual
.��-2 '
rU'P;�:A'Dl�: �\ \1.11\l�i':A'�,lV'C'E �:�\V'U:1i:I)ti I�QR PR1� -AI�i�_i l' ,Al��iA I�.AI\f=[) i)R:A]ti:A(iE F:11'll_I Ilk:S
NO. 3 -CLOSED DETENTION SYSTEMS (PIPES/TANKS)
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Storage Area Plugged Air Vents One-half of the cross section of a vent is blocked at Vents free of debris and
ary point with debris and sediment sediment
Debris and Accumulated sediment depth exceeds 10%of the All sediment and debris
Sediment diameter of the storage area for Y�length of storage removed from storage area.
vault or any pomt depth exceeds 15%of diameter.
Example: 72-inch storage tank would require cleanirg
when sediment reaches depth of 7 inches for more
than Yz length of tank.
Joints Between Any crack allowing material to be transported into All joint between tank/pipe
TankrPipe Section facility sections are sealed
Tank Pipe Bent Any part of tanklpipe is bent out of shape more than Tank/pipe repaired or replaced
Out of Shape 10%of it's design shape to design.
Manhole Cover Not in Place Cover is missing or only partially in place.Any open Manhole is closed.
manhole requires maintenance.
Locking Mechanism cannot be opened by one maintenance Mechanism opens tivith proper
Mechanism Not person with proper tools Bolts into frame have less tools.
Working than Y��nch of thread (may not apply to self-loc�cing
lids.)
Cover Difficult to One mainterance person cannot remove lid after Cover can be removed and
Remove applying 801bs of lift. Intent is to keep cover from reinstalled by one maintenance
sealing off access to maintenance person.
Ladder Rungs King County Safety Office and/or maintenance person Ladder meets design standards
Unsafe judges that ladder is unsafe due to missing rungs, allows maintenance person safe
misalignment, rust, or cracks. access.
Catch Basins See"Catch Basins"Standards No. 5 See"Catch Basins"Stardards
No 5
�9�);� Surl',��c 1V�:u�r U��:,�n �\l;:nii,il �) I��i;i
�-3
,�PPE�;[)l�C .-� �IAI�ITL�.��CF: S f:a\D:'1RDS I OR PR1VA"fF1.Y �9.-�I�T:�11rIiD DRAIV.-�GF F:�CILII�IES
NO. 4-CONTROL STRUCTURElFLOW RESTRICTOR
Maintenance Defect Condition When Maintenance is Needed Resuits Expected When
Component Maintenance is Performed
General Trash and Debris Distance between debris buitd-up and bottom of All trash and debris removed.
(Includes Sediment) orifice plate is less than 1-1/2 feet.
Structural Damage Structure is not securely attached to manhote wall Structure securely attached to '
and outlet pipe structure should support at least wall and outlet pipe.
1,000 ibs of up or down pressure
Structure is not in upright position(allow up to Structure in correct position.
10%from plumb).
Connections to outlet pipe are not watertight and Connections to outlet pipe are li
show signs of rust. water tight; structure repaired or
replaced and works as
designed.
Any holes--other than designed holes--in the Structure has no holes other
structure. than designed holes.
Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is wateRight and works as
designed.
Gate cannot be moved up and down by one Gate moves up and down easily
maintenance person. and is watertight.
Chain leading to gate is missing or damaged. Chain is in place and works as
designed.
Gate is rusted over 50%of its surface area. Gate is repaired or replaced to
meet design standards..
Orifice Pla;e Damaged or Missing Control device is not working properly due to Plate is in place and works as
missing, out of place, or bent orifice plate. designed.
Obs?ruchons Any trash,debns. sediment, or vegetation Plate is free of all obstructions
blocking the plate and works as designed.
I
Overflotiv Pipe Obstruct�ons Any trash or debris blocking(or having the Pipe is free of all obstructions
potential of blocking)the overflow pipe. and worlcs as designed.
Manhole See"Closed Detention Systems"Standards No. 3 See"Closed Detention Systems'
Standards No. 3
Catch Basin See 'Catch Basins"Standards No 5 See'Catch Basins'Standards
No. 5
�) I '.�S I`J9� 5urfarc 14,itcr Ih�i�n 4laniiul
�-� .
:�PPENDI\,� �-t;aIVTF,NAVCE ST�1\D.�RDS FOR PRIVATELI' ti1:�IN"f�INED DRAIN�GE F�CILITIES
NO. 5 -CATCH BASINS
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is performed
General Trash 8 Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located ;
(Includes Sediment) located immediately in front of the catch basin immediately m front of catch ',
opening or is blocking capacity of the basin by basin opening. '
more than 10% '
Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch I
depth from the bottom of basin to invert the lowest basin. I�
pipe into or out of the basin.
Trash or debris in any inlet or outlet pipe blocking Inlet and outiet pipes free of I
more than 1/3 of its height. trash or debris.
Dead animals or vegetation that could generate No dead animals or vegetation
odors that could cause complaints or dangerous present within the catch basin.
gases(e.g., methane).
Deposits of garbage exceeding 1 cubic foot in No condition present which �
voiume would attract or support the
breeding of insects or rodents.
Struct�re Damage ro Corner cf frame ex'.ends more than 3;4 inch past Frame is even with curb.
Frame andior Top Slab curb face into the street(If appiicable).
Top slab has holes larger than 2 square inches or Top slab is free of holes and
cracks w�der than 1!4 mch(intent is to make sure cracks.
all material is running into basin).
Frame rct sitting f!ush cn top slab, i e., seoaratlon F�ame is sittiog f!ush on top
cf more Cran 3'4 mch o`the frame from the top slao I
slab.
Cracks �n Basin Wallsi Cracks wider tnan 1i2 inch and tonger than 3 feet, Basin repiaced or repaired to
Bottom any evidence of soii particles entering caich basin design standards.
through cracks,or maintenance person judges that
structure�s unsound
Cracks v:ide�`.ra� 1�2 inch and lorger;han 1 feot No cracks mere than 1�4 inch
at the joint of any �nleU out�et pipe or any evidence wide at the�omt of mleb'outlet
of soil particies entering catch basin through pipe.
cracks.
Sed,ment; easm has settled more than 1 inch or has rotated Basin replaced or repaired to
PA sa igr.��Fn' more than 2 inches out cf alignment design standards
I�i'I!i tii:,l��,ii� 11:�I�r I)��ic:i A',��iu;i� 9;l���R
�\-�
:�PPE\DI\ .� �I;Vti"Il-:\>1\(f: ti1 a�;D:1R[)5 hOR PRIV:\I I-:I.Y \1.11ti l'.11\En DRAI\.-�GL PACIL[TIES
NO. 5 -CATCH BASINS (CONTINUED)
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is performed
Fire Hazard Presence of chemicals such as natural gas oil and No flammable chemicals
gasoline present.
Vegetation Vegetation growing across and blocking more than No vegetation blocking opening
10%of the basin opening. to basin.
Vegetation growing in inleUoutlet pipe joints that is No vegetation or root growth
more than six inches tall and less than six inches present.
apart.
Poilution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than
per three feet of basin length. surface film.
Catch Basin Cover Cover Not in Place Cover is missing or only paRially in place.Any open Catch basin cover is closed
catch basin requires maintenance.
Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper
Not Working person with proper tools. Bolts into frame have less tools.
than 1/2 inch of thread. ,
Cover Difficult to One maintenance perso�cannot remove lid after Cover can be removed by one
Remove applying 80 Ibs. of lift; intent is keep cover from maintenance person.
sealing off access to maintenance.
Ladder Ladder Rungs Ladder is unsafe due to missing rungs, misalignment, Ladder meets design standards '
Unsafe rust,cracks,or sharp edges. and allows maintenance person
safe access.
Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets design
(If Applicable) standards.
Trash and Debris Trash and debris that is blocking more than 20%of Grate free of trash and debris.
grate surface.
Damaged or Grete m�ssin� or broken member(s) of the grate Grate is in place and meets
��l�ssing. design standards I
NO. 6 DEBRIS BARRIERS (E.G., TRASH RACKS)
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Components Maintenance is Performed.
General Trash ard Debns Trash or debris that is plugging more than 20% of Barrier clear to receive capaciry
tne openings in the barrier flow.
Metal Damaped;PJt�ssi�g Bars are bent out of shape more than 3 inches. Bars in place with no bends more
Bars than 3/4 inch.
Bars are missing or entire barrier missing. Bars in place according to
design.
Bars are loose and rust is causing 50Rio detenoraticn Repair or replace barrier to
;o ary part�`barrer design standards.
�; � 9�i I�)9;{ �iirl;i�c 4V�;il�r I)c�i��n Af;inu.�l
;�-6 -
:1PP1_v[�IX .A 1�1:A1�,'�fF;Ar1�'CE ST:A�D�1Rn� I�OR PRI\-'.�T�I,�' �L1f'�;1�,AI?�f-;[� [)R;11ti:�1GL [�:1CfLI�I-II:S
NO. 7 - ENERGY DISSIPATERS
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Components Maintenance is Performed.
External
Rock Pad Missing or Moved Only one layer of rock exists above native soil in Replace rocks to des�gn
Rock area five square feet or larger,or any exposure of standaros
native soil.
Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20%of the Pipe cleanedi fiushed so that rt
Sediment design depth. matches design.
Not Discharging Visual evidence of water discharging at Trench must be redesigned cr
Water Properly concentrated points along trench(normal condition rebu�lt to s!andards.
is a"sheet Flow"of water along trench). Intent is to
prevent erosion damage.
Perforations Over 1/2 of perforations in pipe are plugged with Clean or replace perforated pipe
Plugged. debris and sediment.
Water Flows Out Maintenance person observes water flowing out Facility must be rebuilt or
Top of"Distributor" during any storm less than the design storm or its redesigned to standards.
Catch Basin. causing or appears likely to cause damage.
Receiving Area Water in receiving area is causing or has potentiai No danger of landslides.
Over-Saturated of causing landslide problems.
Internal
Manhole/Chamber Worn or Damaged Structure dissipat�ng flow deteriorates to 1/2 or Replace structure to design
Post Baffles, Side original size or any concertrated wom spot standards
of Chamber exceeding one square`oot which�.vo�id maKe
structure unsound
Other Defects See 'Catch Basins Standard No 5 See 'Catch Basins Standard No
5
I�)�)S titu�l�,:i� A1';;:cr I).�i_n '�:�.;nii;il �) l:`?8
' ;�_�
APPE�iDIX � ;�]:�INTEN:I�C�:STA�;D:\RDS ITOR PRIV.-\TF.LY' '�1AINT:IINED DR,41V.-�GF 1=r�ClL1T[ES
NO. 8 - FENCING
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Components Maintenance is Performed
General Missing or Broken Any defect in the fence that permits easy entry Parts in place to provide adequate
Parts to a facility security.
Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that
inches wide permitting an opening under a exceeds 4 inches in height.
fence.
Wire Fences Damaged Parts Post out of plumb more than 6 inches. Post plumb to within 1-1/2 inches.
Top rails bent more than 6 inches. Top rail free of bends greater than
1 inch.
Any paR of fence(including post,top rails, and Fence is aligned and meets design
fabric)more than 1 foot out of design alignment. standards. i
Missing or loose tension wire. Tension wire in place and holding
fabric. �
Missing or loose barbed wire that is sagging Barbed wire in place with less than
more than 2-1/2 inches between posts 3/4 inch sag between post.
Extension arm missing,broken, or bent out of Extension arm in place with no
shape more than 1 1/2 inches. bends larger than 3/4 inch.
Deteriorated Paint or Part or parts that have a rusting or scaling Structurally adequate posts or
Protective Coating condition that has affected structural adequacy. parts with a uniform protective
coating. i
Openings in Fabric Openings in fabric are such that an 8-inch- No openings in fabric.
diameter ball could fit through.
NO. 9 -GATES I
Maintenance Defect Conditions When Maintenance is Needed Results Expected When �
Component Maintenance is Pertormed
General Damaged or Missing Missing gate or locking devices. Gates and Locking devices in I
Members place.
Broken or missing hinges such that gate cannot Hinges intact and lubed. Gate is
be easily opened and closed by a maintenance working freely.
person
Gate is out of plumb more than 6 inches and Gate is aligned and vertical.
more than 1 foot out of design alignment.
Missing stretcher bar,stretcher bands.and ties. Stretcher bar, bands and ties in
place.
Openings in Fabric See"Fencing"Standard No. 8 See"Fencing"Standard No 8
�i 1 `!�i iUvB tiurGu� 1�,�Icrll��i��n �l;inu.;l
,�-8
_ i
.�I'PF,�DI`t .-� �•1.�I�1 EN:-�NCE ST:\�1D:-�RDS f=OR PRIV.ATELY �1-�[�;Tr\[NED DRAI�i.-�GE F.4CILITIES
NO. 10 -CONVEYANCE SYSTEIVIS (PIPES 8� DITCHES}
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Pipes Sediment&Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of all sediment
diameter of the pipe. and debris.
Vegetation Vegetation that reduces free movement of water All vegetation removed so water
through pipes. flows freely through pipes.
Damaged Protective coating is damaged; rust is causing Pipe repaired or replaced.
more than 50%deterioration to any part of pipe.
� Any dent that decreases the cross section area of Pipe repaired or replaced.
I pipe by more than 20%.
Open Ditches Trash 8�Debris Trash and debris exceeds 1 cubic foot per 1.000 Trash and debris cleared from
square feet of ditch and slopes ditches.
Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all
design depth. sediment and debris so that it
matches design
Vegetation Vegetation that reduces free movement of water Water flows freely through
through ditches. ditches.
Erosion Damage to See"Ponds"Standard No. 1 See"Ponds"Standard No. 1
Slopes
Rock Lining Out cf Maintenance person can see native soil beneath Repiace rocks to design �
Place or Missing(If the rock lining. standards.
Applicable).
Catch Basins See"Catch Basins: Standard No. 5 See"Catch Basins"Standard
No. 5
Debris Barriers See°Debris Barriers"Standard No.6 See"Debris Barriers"Standard
(e.g.,Trash Rack) No 6
NO. 11 -GROUNDS (LANDSCAPING)
Maintenance Defect Conditions When Maintenance is Needed Results Expected When I
Component Maintenance is Performed
General Weeds Weeds growing in more than 20%of the landscaped Weeds present in less than 5%
(Nonpoisonous) area(trees and shrubs only). of the Iandscaped area.
Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation
vegetation. present in landscaped area.
Trash or Litter Paper,cans, bottles,totaling more than 1 cubic foot Area clear of litter.
within a landscaped area(trees and shrubs only)of
1.000 square feet.
Trees and Shrubs Damaged Limbs or parts of;rees or shrubs that are split or Trees and shrubs with less than
broken which affect more than 25%of the total 54io of total foliage with split or
`oliage of the tree or shrub. broken hmbs.
Trees or shrubs that have been blown down or Tree or shrub�n place free of
knocked over injury.
Trees or shrubs which are not adequately supported Tree or shrub in place and
or are leaning over. causing exposure of the roots. adequately supported: remove
any dead or diseased trees.
]`l9Y 5in��;tc� �4;i!�r 1>�,i_n �t;inti:il 9 1 �);i
. :�-9
APPEND[�C r\ �9AItiTE�J:�NC'E STA?�D:1RDS FOR PRIV:\fL-:1.1' 11AINTAINED DR.�INAGE FACILITIES
NO. 12 -ACCESS ROADS/ EASEMENTS
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which
square feet i.e . trash and debris would fill up could damage tires.
cne standards size garbage can.
Blocked Roadway Debris which could damage vehicle tires(glass Roadway free of debris which
or metal). could damage tires.
Any obstruction which reduces clearance above Roadway overhead clear to 14 feet
road surface to less than 14 feet. high.
Any obstruction restricting the access to a 10 to Obstruction removed to allow at
12 foot width for a distance of more than 12 feet least a 12 foot access.
or any point restricting access to less than a 10
foat width.
Road Surface Settlement, Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth
Mush Spots, Ruts depth and 6 square feet in area. In general, any with no evidence of settlement,
surface defect which hinders or prevents potholes, mush spots,or ruts.
maintenance access.
Vegetation in Road Weeds growing in the road surface that are Road surface free of weeds taller
Surface more than 6 inches tall and Iess than 6 inches than 2 inches.
tall and less than 6 inches apart within a 400-
square foot area.
Modular Grid Bui�d-up of sediment mildly contaminated with Removal of sediment and disposal
Pavement petroleum hydrocarbons in keeping with Health DepaRment
recommendations for mildly
contaminated soils or catch basin
sediments.
Shouiders and Erosion Damage Erosion�v'thln 1 foct of the roadway more than S Shoulder free of erosion and
Ditches inches wide and 6 inches deep. matching the surrounding road.
Weeds and Brusn 'J�leeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches
n�nder maintenance access. in height or deared in such a way
as to allow maintenance access I
9.'I;')K I�)98 Surliicc 1�ater l)csi�n ��lanual II
:�-10 .
1PP1--'�[)i\ � !�-1.\I\fl:�:\�'Cf= �! \\n.-�RD� E�(�12 PRI�'.\l F:l.l ;\1.\I�T.�I�JED DR.-�1\.�Gi� F 1ClIJl lES
NO. 13-WATER QUALITY FACILITIES
A.) Biofiltration Swale
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Biofiltration swale Sediment Accumulation Sediment depth exceeds 2-inches No sediment deposits on grass
on Grass Layer layer of the bio-swale,which would
impede filtration of runoff.
Vegetation When the grass becomes excessively tall Vegetation is mowed or nuisance
(greater than 10-inches);when nuisance weeds vegetation is eradicated, such that
and other vegetation starts to take over. flow not impeded.Grass should ce
mowed to a height between 4
inches and 9 inches.
Inlet Outlet Pipe InIeU outlet pipe clogged with sediment and/or No ctogging or blockage in the �nlet
debris. and outlet piping.
Trash and Debris Trash and debris accumulated in the bio-swale. Trash ard debris removed frcm
Accumulation bioswale.
Erosion/Scouring Where the bio-swale has eroded or scoured Bioswale should'oe re-graded and
the bottom due to Flow channelization, or higher re-seeded to specification. to
flows. eliminated channeled flow
Overseeded�.vhen bare spots are
evident
NO. 13-WATER QUALITY FACILITIES (CONTINUED)
B.) Grasslined Filter Strips
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Filter Strip Sediment Accumulation Sediment depth exceeds 2 inches. No sediment deposits on grass
on Grass Layer layer of the filter strip,which would
impede filtration runoff.
Vegetation When the grass becomes excessively tall Vegetation is mowed or nuisance
(greater than 10-inches);when nuisance weeds vegetation is eradicated, sucn that
and other vegetation starts to take over. flow not impeded. Grass sho�'d be
mowed to a height between 4
inches and 9 inches.
Trash and Debris Trash and debris accumulated on the filter Trash and Debris removed from
Accumulation strip. filter.
Erosion;Scounng Where the filter strip has eroded or scoured Strip should be re-graded and re-
due to Flow channelization,or higher flows. seeded specification,to eliminate
channeled flow Overseeded when
bare spots are evident.
V-Notch Pipe Weir When the V-Notch pipe becomes damaged or Cleaned and prope�ly functior.�ng
clogged with sedimenV debris weir, such ,nat`Ie�vs ��`onr:y
spread
I�)�iX tiurlar� \1,i?�r 1)��i_�� \1;i,iu,�� �> L%;�
a-t�
APPENDI\ A 1i:11NTE\:��iCE STANn aRnS FOR PRIV.ITELY �1r11NT.A1?�ED DRA[NAGE FACILITIES
C.)Wetponds
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed '
Wetpond Vegetation Vegetat�cn such as grass and weeds need to be Vegetation should be mowed to
mowed when it starts to impede aesthetics of pond. 4 to 5 inches in height. Trees
Mowing is generally required when height exceeds and bushes should be removed 'I
18-inches. Mowed vegetation shouid be removed where they are interfering with
from areas where it couid enter the pond,either pond maintenance activities.
when the pond level rises, or by rainfall runoff.
Trash and Debris Accumulation that exceeds 1 CF per 1000-SF of Trash and debris removed from
pond area. pond.
InIeU Outlet Pipe InIeU Outlet pipe clogged with sediment and/or No clogging or blockage in the
debris material. inlet and outlet piping.
Sediment Sediment accumulations in pond bottom that Removal of sediment from pond
Accumulation in Pond exceeds the depth of sediment zone plus 6-inches, bottom.
Bottom usuaily the first cell.
Oil Sheen on Water Prevalent and visible oil sheen. Removal of sediment from pond
bottom.
Erosion Erosion of the pond's side slopes and/or scouring of Slopes should be stabilized by
the pond bottom, that exceeds 6-inches. or where using proper erosion control
continued erosion is prevalent. measures, and repair methods.
Settlement of Pond Any part of these components that has settled 4- Dike/berm is repaired to
Dikef Berm inches or lower than the design elevation,or specifications.
inspector determines dike/berm is unsound.
Rock Window Rock window is clogged with sediment. Window is free of sediment and
debris.
Overflow Spiliway Rock is missing and soil is exposed at top of Repiace rocks to specifications.
spiliway or outside slope.
,
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A-12
�NP6\DIX.� �1,\I'�'tF,�.a\CE ti f,-\�iDARDS F(�R PRIVATEI..Y ��tAl�"l�,aINED DRr1lN.4GE FAClL1TlES
NO. 13 -WATER QUALITY FACILITIES (CONTINUED)
D.) Wetvaults
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Pertormed
Wetvault Trash/Debris Trash and debris accumulated in vault, pipe or Trash and debris removed from
Accumulation inleU outlet, (inciudes foatables and non- vault.
floatables).
Sediment Accumulation Sediment acc�mulation n vault bottom that Removal of sediment from vault
in Vault exceeds the depth of the sediment zone pius 6-
inches.
Damaged Pipes InIeU outlet piping damaged or broken and in Pipe repaired and/or replaced.
need of repair.
Access Cover Cover cannot be opened or removed, especially Pipe repaired or replaced to
Damaged/Not Working by one person. proper working specificatiors.
Vault Structure Vault: Cracks wider than 1/2-inch and any No cracks wider than 1/4-inch at
Damaged evidence of soil paRicles entering the structure the joint of the inlet�outlet pipe
through the cracks, or maintenance!inspection Vauit is determired to be
personnel determines that the vault is not structurally sound.
structurally sound.
Baffles Baffles corroding,cracking,warping and/or Repair or replace baf`!es to
showing signs of failure as determined by specifications.
maintenance/inspection staff.
Access Ladder Damage Ladder is corroded or deteriorated. not functioning Ladder replaced or repaired to
properly, missing rungs, has cracks and/or specifications, and is sa`e to
misaligned. use as determined by inspection
personnel.
19�J�i 5iu�facc�yatcr I)"i��n \l;inual 9. I.�)�i
,4-13 I
APPEtiDIX .4 MAINTE�ANCE ST:�T�DARDS FOR PR]VATELY MAfNTr1lNED DRAI\AGE F.-�C[LITIES
NO. 13 -WATER QUALITY FACILITIES (CONTIIVUED)
E.) Sand Filters
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Above Ground Sediment Sediment depth exceeds 1,'2-inch. No sedirnent deposit on grass
Accumulation on Grass layer of sand filter which wouid
Layer impede permeability of the filter
section.
Trash and Debris Trash and debris accumuiated on sand filter bed. Trash and debris removed from •
Accumulations sand fiiter bed.
SedimenU Debris in When the yard drain CB's and clean-out become Sediment, material from the
Yard Drains/Clean- full or partially plugged with sediment and!or CB's and clean-outs removed.
Outs] debris
Vegetation When the grass becomes excessively tall(greater Vegetation is mowed or
than 6-inches);when nuisance weeds and other nuisance vegetation is
vegetation starts to take over. eradicated,such that flow is not
impeded.
Sand Filter Media Drawdown of water through the sand filter media; Usually requires replacement of
takes longer than 24-hours,and!or flow through top 6 to 12-inches of inedia.
ine overf!ow pipes occ�rs frequently. May require replacement of
entire sand filter section,
depending on section.
Prolonged flows Sand is saturated for prolonged periods of time Limit the low, continuous flows
tseveral weeks)and does not dry out between to a small portion of the facility
storms due to continuous base flow or prolonged by using a low wooden divider or
�lows from detenhon facilities. slightly depressed sand surface.
Srort Circ:�itng 4Vhen flows become concentrated over the sand Flow and percolation of water
_ f.lter rather than d�spersed through the sand filter is uniform
and dispersed across the filter
section.
Erosion Damage to Erosion over 2-inches deep where cause of Slopes should be stabilized by
Slopes damage is prevalent or potential for continued using proper erosion control
erosion is evident. measures.
Rock Pad Missing or Soil beneath the rock is visible. Replace or rebuild the rock pad
Out of Place to design specifications.
V-Notch Pipe Weir When the V-Notch pipe becomes damaged or Clean and properly functioning
clogged with sediment/debris. weir,such that flows uniformly
spread.
Damaged Pipes Any part of the piping that is crushed or deformed Pipe repaired or replaced.
more than 20%or any other failure to the pipmg.
Below Ground Sediment Sediment depth exceeds 1I2-inch. No sediment deposits on sand
Vault. Accumulation cn Sard filter section,which would
Media Sect�on impede permeability of the filter
section.
5ediment Sed ment dep;h exceeds E-�ncnes in vault bottom No sediment deposit in the first
Accumulation in Vault chamber of the vault.
Trash/Debris Trash and debris accumulated in vault. or pipe Trash and debris removed from
Accumulation inleti ouUet,floatables and non-floatables vault. and inlet�outlet piping.
Sediment in Drain When drain pipes. cleanouts,and yard drains Remove the material from the
P;pes/Yard Drains/ become futl with sediment andi or debris. facilities.
Cleanouts
�) I �)8 1'i�JS Sin�l;ir� 1���;tl�r i)rsi��n ,Aiai:u,il
A-I-3 _
\PPF.\DI\ .� \1:\;\I F.\:-1\CL ST:��D.�i2DS FQR PRIVATE:LI' �-L-VVT:\I�ED DR,-�I�.-aG1: F:�CfLITILS
NO. 13 -WATER QUALITY FACILITIES (COIVTINUED)
E.) Sand Filters (Continued)
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Below Ground Short Circuiting When seepagel flow occurs along the�ault walls Sand filter media section re-laid
Vault(Continued) and corners. and compacted along perimeter
of vault to form a semi-seal.
Vertical Riser Pipes Plugged,failure due to cracking deformation. Flows Clean out the riser pipe; replace
tend to back-up in first chamber of the vault. pipe as needed.
Damaged Pipes Inlet or outlet piping damaged or broken and in Pipe repaired and!or replaced.
need of repair.
Access Cover Cover cannot be opened, one person cannot open Cover repaired to proper
Damaged/Not the cover,corrosion/deformation of cover. working specifications or
Vv'orking replaced.
Vault Structure Cracks wider than 1/2-inch and any evidence of soil Vault replaced or repaired to
Damaged; Includes particles entering the structure through the cracks, design specifications.
Cracks in Walls, or maintenance/inspection personnei determines
Bottom, Damage to that the vault is not structurally sound.
Frame and/or Top
Slab.
Cracks wider than 1/2-inch at the joints of any inleU No cracks more than 1/4-inch
outlet pipe or any evidence of soil particles entering wide at the joint of the inleU
the vault through the walls. outlet pipe.
Baffles Baffles corroding, cracking,warping and/or showing Repair or replace baffles to
signs of failure as determined by maintenance/ specifications.
inspection person.
Access Ladder Ladder is corroded or deteriorated, not functioning Ladder replaced or repaired to
Damaged properly,missing rungs, cracks, and misaligned. specifications, and is safe to
use as determined by inspection
personnel.
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APPGNDIX A RqAI�rL�1,1NCE ST,4\DARDS FOR NRIVAI�ELY �7.AIN i'AINED DRA[�I.4GL P:�CILITIES
NO. 13 -WATER QUALITY FACILITIES (CONTINUED)
F.) Leaf Compost Filters
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Above Ground Sediment Sediment depth exceeds 0 25-inches No sediment deposits on fabric
Open Swale accumulation on Geo- iayer which would impede
Textile/media permeability of the fabric.
Trash and debris Trash and debris accumulated on compost filter Trash and debris removed from
accumulations bed. compost filter bed.
SedimenV debris in When the yard drain CB's and clean-outs become Remove the accumulated
drain/yard drains! full of sediment andl or debris. material from the facility.
clean-outs.
vegetation Vegetation impending flow through section, or Vegetation is mowed or �
encroaching into compost media. eradicated such that flaw is no
longer impeded.
Leaf Compost Media Drawdown of water through the leaf compost, Replace media with new to
takes longer than 12-hours,and/or flow through design specifications, in addition
±he overflow pipes occurs frequently. to replacing fabric.
Shcrt-Circui;�ng tiVhen Channeled flow occurs over the leaf inedia; Flow is uniform over the entire
and where flow perks through the media at the width of the media section,and
baffles. concentrated percolation does
not occur at the bafFle walis.
Media needs to be graded and
re-set at the baffles to form a
seal.Weir plate may need to be
adjusted in addition.
Erosion Damage to Eroded damage over 2-inches deep wnere cause Slopes should be stabilized by
S'opes of damage is prevalent or potential for continued using proper erosion control
erosion is prevalent. measures.
Damaged Geo-Textile When fabric is torn, deteriorated, raveled,etc. Fabric replaced as necessary.
Fabric.
Rock Pad Missing or Soil beneath the pad is visible. Replace or rebuild the rock pad
out of piace to design standards.
Damaged Pipes Any part of the pipe system that is crushed, Pipe repaired or replaced.
damage due to corrosion,and/or settlement.
V-Nctch Weir F!ow is not being uniformly spread over filter Clean, repair or replace the weir
Assemblies media. systems.
Below Ground Sediment Sediment depth exceeds 0.25-inches. No sediment deposits on fabric
Vault Accumulation on Gec- layer which wouid impede
Textile/h9edia. permeability of the fabric and
compost media.
Sediment Sediment depth exceeds 6-nches in first cnamber No sediment deposits in vault
rlccumula5on n Vault bottom of first chamber.
Trashr Debris Trash and debris accumulated on compost fiiter Trash and debris removed from
Accumulat�on bed the compost filter bed.
Sediment�n Dra�n When drain pipes. clean-outs, yard drains become Remove the accumulated
Picesi Yard Drains� full with sediment andl or debris. material from the facilities.
C ean-Outs
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A-1G
\PPf��[)I\ :1 \i:Ai��i F\:1\CP ti I�:A�[).ARI�S I��(�R PRl\�,-\l I-1_l� \1�A:A f:11V'L�I) DR:1l\.aGl: I�:A�ILITIE:ti
NO. 13 -WATER QUALITY FACILITIES (CONTINUED)
F.) Leaf Compost Filter(Continued)
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Below Ground Leaf Compost Media Drawdown of water through the leaf compost.takes Replace media with new
longer than 12-hours,and/or overflow occurs compost to specifications, in
frequently. addition to replacing fabric.
Short Circuiting When seepage occurs along the vault wall and Percolation of water occurs
corners occur. along the walis and corners and
not through the media section.
Media needs to be re-set along
the vault wail and corners to
form a semi-seal.
Plugged/Damaged Flow tends to backup unusually high in the first Clean out the elbow fittings and/
Elbows chamber of the vauit. or replace if damaged.
Damaged Geo-Textile Fabric is torn,deteriorated, raveled,etc. Fabric replaced as necessary.
Fabric
Rock Pad Missing or Soil beneath the pad is visible. Replace or rebuild the rock pad
Out of Place to design standards.
Damaged Pipes Any part of the pipes that are crushed,damaged Pipe repaired and!or replaced
due to corrosion and/or settlement.
Access Cover Cover cannot be opened, one person cannot open Cover repaired to proper
Damaged/Not the cover,corrosion/deformation of cover. working specifications or
Working replaced.
V-Notch Weir Flow does not spread uniformly over filter media by Clean, repair and!or replace the
- Assemblies weir section. weir plate section, or adjust
, height.
Vault Structure Cracks wider than 1/2-inch and any evidence of soil Vault replaced or repaired to
Includes Cracks in particles entering the structure through the cracks, design specifications.
� Wall, Bottom, or maintenance/inspection personnel determines
Damage to Frame that the vault is not structurally sound
and/or Top Slab
Baffles Baffles corroding, cracking warping, andr'or showing Repair or replace baffies to
signs of failure as determmed by maintenancei specification.
inspection person.
Access Ladder Ladder is corroded or deteriorated, not funct oning Ladder replaced or repaired ar.d
Damaged properly,missing rungs, cracks, and misaligned. meets specifications, and is
safe to use as determined by
inspection personnel.
Cracks wider than 1!2-inch at the joint of any No cracks more than 1 r4-nch
nlet+out!et pipe or any evidence of soil particles wide at the joint of tre nleU
en'er,rg the vault through the ��valls outlet pipe.
1�)9S tiurl�ac� 11.i1�r i)�.i_n \i;in,ial �) 1 9;{
;1-1?
APPENDf`C A �1,�I�TEN.�NCE ST�NDARDS 1=0R PRIVATELY�•tAIVT�'�(NED DR.�1\AGE F.�CILITIES
NO. 13 -WATER QUALITY FACtLITIES (CONTINUED)
G.) Infiltration Ponds
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Infiltration Pond Vegetation Vegetation such as grass and weeds needs to be Vegetation should be mo�ved to
mowed when it starts to impede infiltration function. 2-inches in height. Trees and
Mowmg is generaily required when height exceeds bushes should be removed
12 inches. where they impact the infiltrating
area of the pond.
Sand Filter Layer Sand filter layer has sediment deposits that exceeds Remove sediment and top layer
112-inch or the infiltration rate of the sand layer is of sand, and replace in kind per
less than 2 in/hr. specification.
Sediment Sediment accumulations in pond bottom that Removal of sediment from pond
Accumulation in exceeds 1/2-inch in depth or percolation test of the bottom.
Pond Bottom pond indicates facility is only working at 90%of it's
design percolation rate.
Trash and Debris Accumulation that exceeds 1-CF per 1,000-SF of Trash and Debris removed from
pond area. pond.
InIeU Outlet Pipe InIeU outlet pipe clogged with sediment andl or No clogging or blockage in the
debris material. inlet and outlet piping.
Erosion Erosion of the pond's side slope and/or scouring of Slopes should be stabilized by
the pond bottom,that exceeds 2-inches,or where using proper erosion control
potential for continued erosion is prevalent measures and repair methods.
Sediment of Pond Any paR of these components that has settled 4- Slopes should be stabilized by
Dike/Berm inches or lower than the design elevation,or where using proper erosion control
potential for continued erosion is prevalent. measures and repair methods.
Rock Window Rock window is clogged with sediment. Window is free of sediment and
debris.
Overflow Spillway Rock is missing and soil is exposed Replace rocks to specifications.
� Infltration VaulU Sediment Tanks: Sediment depth exceeds 6-inches in depth. No sediment deposits in tank
Tank Accumulation in bottom.
Vault
Trash and Debris Trash and debris accumulated in tank,vault or Trash and debris removed from
� Accumulation connecting pipe. Includes floatables and non- each facility.
floatables.
Access Cover Cover cannot be opened or removed,especially by Cover repaired or replaced to
Damaged/Not one person. proper working specifications or
Working replaced.
• Tank or Vault Tank: Joints between tank sections failing,such that Tank replaced or repaired to
Structure Damaged leakage occurs and. or material being washed design specifications.
through into faality:or mamtenancei inspection
person determines the tank is not structurally sound.
G 9 I �i5 19�)S Surlhc�1�,itcr i)csign 1lanunl
A-18
,\PPI �DI\ A \L�l�ll:�,\�C'I: S I'\�D,=\RDS POR PRI�':�TC-LY \1.�1\I�,-11NED DR.AINAGE F:1CILlTtES
NO. 13 -WATER QUALITY FACILITIES (CONTINUED)
G.) Infiltration Ponds (Continued)
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Infiltration VaulU' Tank or Vault Structural Vault: Cracks w;der than 1r2-inch and any Tank replaced or repaired to
Tank Damage evidence of soil particles entering the structure design specifications.
through the cracks,or maintenance inspection
personnel determines that the vault is not
structurally sound.
Access Laddzr DamaSed Ladder is corroded or deteriorated, not Ladder replaced or repaired to
functioring properly, missing rungs, has cracks specifications, and is safe to
andr or misa:igred. use as determined by inspection
personnel.
�
1�,'�i3 tiurlar� \\';�I�r I)�si,n �lanu,ii 9, l,`)�
A-19
.APPI:vD(\ ;1 �-1.-�1\l I;V:\'�1CF;�i:\\[),\ftDS l OK PR11':�Il:l.l' �1:\IV�;11\l:[) i)R �Iv:\i;I: 1=:1CII.i I II S
NO. 14-OIL CONTROL FACILITIES
A.) Oill Water Separators
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed.
API Type OWS Monitoring Inspection of discharge water for obvious signs Effluent discharge from vault
of poor water qualfty. should be clear with out thick
visible sheen.
Sediment Accumula5on Sediment depth in bottom of vault exceeds 6- No sediment deposits on vault
inches in depth. bottom which would impede flow
through the vault and separation
efficiency.
Trash and Debris Trash and debris accumulation in vault, or pipe Trash and debris removed from
Accumulation inleU outlet,floatables and non-floatables. vault,and inleU outlet piping.
Oii Accumulation Oil accumulations that exceed 1-inch, at the Extract oil from vault by
surface of the water vactoring. Disposal in
accordance with state and local
rules and regulations.
Damaged Pipes Inlet or outlet piping damaged or broken and in Pipe repaired or replaced.
need of repair.
Access Cover Damaged/ Cover cannot be opened, one person cannot Cover repaired to proper
Not Working open the cover, corrosion/deformation of cover working specifications or
replaced.
Vault Structure Damage- Cracks wider than 1/2-inch and any evidence of Vauit replaced or repairea to
Includes Cracks in Walls soil particles entering the structure through the design specricaticrs.
Bottom. Damage to cracks, or maintenance/inspection personnei
Frame and/or Top Stab determines that the vault is not structurall�
sound.
Baffles Baffles corroding, cracking,warping andi or Repalr or re�lace ba"r es co
showing signs of failure as determined by specifications.
maintenance/inspection person.
Access Ladder Damaged Ladder is corroded or deteriorated,not Ladder replaced or repaired and
functioning properly, missing rungs, cracks,and meets specifications,and is
misaligned. safe to use as determined by
inspection personnel.
Cracks wider than 1!2-inch at the joint of any No cracks more than 1/4-inch
inleU outlet pipe or any evidence of soil particles wide at the joint oi thz inleU
entering the vault through the walls. outlet pipe.
CPS-Type OWS Monitoring Inspection of discharge water for obvious signs Effluent discharge from vau�t
of poor water quality. should be clear with no thick
visible sheen.
Sediment Accumulation Sediment depth in bottom of vault exceeds 6- No sediment deposits on va�l+.
inches in depth and/or visible signs of sediment bottom and plate media,which
on plates. would impede flow through the
vault and separation efficiercq
Trash and Debr�s Trash and debris accumulated in vault. or p�pe Trash and debris removed fror-i
Accumulation inleU outlet, floatables and non-floatables. vault, and inleV outlet piping.
Oil Accumulation Oil accumulation that exceeds 1-mch at the Extract oil from vault by
v�ater surface vactormg methods. Cleao
coalescing plates by tho�o.y�,
rins�r.g and flushing Shc�d :e
ro �:��s b�e c��, decth �n ��;ater
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�PPE'�[)I� :� �1.11\TE�:�\CE ST.�VDARDS FOR PRIV�TELY �•1,-�INTAINED DR,aIV�1GE F.ACIL[TIES
NO. 14 -OIL CONTROL FACILITIES (CONTlNUED)
A.) Oill Water Separators (Continued)
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Damaged Coalesc�ng Plate media broken.deformed, cracked and/or Replace that portion of inedia
Plates showing signs of failure. pack or entire plate pack
depending on severity of failure.
Damaged Pipes Inlet or outlet piping damaged or broken and in need Pipe repaired and or replaced.
of repair.
Baffles Baffles corroding, cracking,warping and/or showing Repair or replace baffles to
signs of failure as determined by maintenance! specifications.
inspection person.
Vault Structure Cracks wider than 1/2-inch and any evidence of soil Vault replaced or repaired to
Damage-includes particles entering the structure through the cracks, design specifications.
Cracks in Walls. or maintenance inspection personnel determines
Bottom, Damage to that the vault is not structurally sound.
Frame and/or Top
Slab
Access Ladder Ladder is corroded or deteriorated, not functioning Ladder replaced or repaired and
Damaged properly,missing rungs, cracks, and misaligned. meets specifications, and is
' safe to use as determined by
' inspection personnel.
Cracks wider than 1/2-inch at the joint of any inleU No cracks more than 1!4-inch
� outlet pipe or any evidence of soil paRicles entering wide at the joint of the inieU
, the vault through the walis. outlet pipe.
B.�Catch Basin Inserts
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
t Catch Basin Sediment When sediment forms a cap over the insert media of No sediment cap on the insert
Accumulatlon the insert and/or unit. media and iYs unit.
Trash and Debris Trash and debris accumulates on insert unit creating Trash and debris removed from
Accumutation a blockage/restriction. insert unit. Runoff freely flows
into catch basin.
Inspection Inspection of inedia insert is required. Effluent water from media insert
is free of oils and has no visible
sheen.
Media lnsert-Water Catch basin insert is saturated with water,which no Remove and replace media
Saturated longer has the capacity to absorb. insert
Media lnsert-Oil Media oil saturated due to petroleum spili that drains Remove and replace media
Saturated into catch basin. insert.
General Regular mterval replacement due to typical average Remove and replace media at
I�fe of inedia insert product. regular intervals,depending on
insert produc;
19`.)R SurFirr\1;�t�r i)csi_n Al:�nu:tl i i ; ' I
, �
1-Z 1
APPENDIX B
Storm�tiatei• lleference llocuments
Soils Hydrologic Group of Soils in King County B-1
SCS Western Washington Runoff Curve Numbers B-2
Design Storm Precipitation Values B-3
Geotechnical Engineering Study by Icicle Creek Engineers. B-4
Coal Mine Hazard Areas Map B-5
Aquifer Protection Zones Map B-6
Erosion Hazard Areas Map B-7
Seismic Hazard Areas Map B-8
Landslide Hazard Area Map B-9
Wetland Evaluation/Habitat Study B-10
Downstream Conveyance Map B-11
`Vater and Land Resources — Storm���atec• Complaints B-1?
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desc_ibed ar.d tl:er. ea,_n .,.app::,.� _.___ .., �'r.s- �ar.��. -!-e :�.,at _.,_�••s::a s.._�s in �^E s::zser area.
G:l"c55 lt :.5 SD2C_.'._n_ . .;:c:7_.�.__� OiG�'�w:5�. 1' 'o .. '
�O2 c_SL91@l '1nt ,;:.d� ._ SI�Lc'u dG_��.L ..n_ SJ__ :C:;c� __-rC'd_nJ� �-":C:iy' Sn::�� lpd.^.1, c t0 ° �:@tC2t:`
Il•�_j5 tr��e ror _r.E ':3�� :t^y ,:P.'__� ,.,. 'f3: F2:_?S. �tt._ _L2 C�: .--..-�_3 30 -5 JS�..^.�7 r1C235 3:c"'
to yct full iafci:,���..�r.laco��_ �':v --._ ...app,r.J _.._ , �. ,rre, .�_ _., :Y:�:e a::j Lange fro:n �0 to aLout r�J
is ne�essar•,� to resd bcti: �'r.e �csc_�ipt�:,i: '-= ti:e :r.app_r:9 -__esy�n si=e.
u�i` ar.d tne ca�criot�o.: u� the s�_: serias to wn:•_h ;t �.�>p_eser.ta:ive prof_1e cf Alderwuc3 gra•:el'
belengs. sar.dy lcam, : to 15 percai:t slopes, ir. •.�oodland, �150
An important psrt oi tha descript_an or each soii feet ea�t ai:d .,;OJ feat south of the north quarter
series is the soil �rofzle, that is, tLe seqiierce o1 con:er ef se�. 15, T. =9 t9., R. n E.:
la�;ers Yrcn the surfa,-e rlownw�id t:, rock or other
underlying material. Each series �or.tains two rli--0 to _ ir.rhes, cery aar4: broNn (it,�'R _i_'1 gravel
descriptions cf th=s profile. ihe first i= i�zief ar.il ii: sanay leam, dark qrayish brcwn (iOYR �]%2! dr};
terms iamiliar to the ie}^nan. Tha sec�nd, dataile3 a.��i ;;eak, iine, gramiiar structure; slightly hac�,
in technical teLms, is fu� scient�sts, e::gi�:ears, ard friable, nonst�r_k}•, r.onplastic; many roots:
others who need to ID3k2 thoruugh ar.d precise stud�es scrung:y ac�d; abrupt, aavy beciidary. 1 to _
ef soils. Unless it :s �thcLN"_52 .,LdtE�Y� `I:t� c:iors inches tn_cY..
gi�-er. in the descz�F:it,ns are thuse oi a �nuist so��. R�--2 te i3 inches, dark-brown �lOYR 4r31 gravell;� s.,.. .
As mentioned in che secrion "How T:^.is Surv�y was luam, n:;,wr. �10';F 5�3� ,�ry; n,oderate, med ,
Made," net a1i maopi:g uz�ts are :�emi:zrs of a scil si;bar.gular blccx•f s:rccture; stiqhtly hard,�
ser:es. Urban land, for example, does not cel�%� friabl2, :ionsticky, ncnplastic; many roo�s;
to a soil series, but nevertheless, is l:sted in strongl� aci�9; clear, i.•a:}� boundary. 9 to 1�
alFhabe:ic order slong �aitn ti�e ae�l ;e�_e.=_. in�L-es �hicY,.
Foilowing rhe name of earh mappina unit is a SY�.i�c� g3—:_� =� " l�•=hes, 3rayish-brown (^_.SY 5/^) gra.-1_;
in parentheses. This 5'i:N�ol idantifies the mapping sand•y =oarc., ligh[ qray I2.SY 7i^1 dry; man��,
unic on the detailed scil map. Listed a� the end of inedium, distinct motties of light olive brown
each description of a mapping unit is the capability (^.5Y 5;'6i; hard, Eriable, r.onsticky, nonplas�i. ;
unit and wcodland group in whir_h che mappinq u�:it has many roots; medium acid; abrupt, wavy boundar,. i='
been placed. The wcodland designat:or. and the page fur to 23 �r.�-hes thick.
�he description ��f each capabil_ty unit car, be found by IIC--27 to c0 inches, grayish-brow�i (�.SY 5J2), weak:y
� reterring to the "Guide te Mappina Units" at the bacY. of to stronyly cunsolidated till, light gray (_'.�'i
this survey. 7/2) dry; common, nedium, distinct mottles o`
The acreage and proportior.ate e:<tent of each mapping light olive brown and yellowish brown (2.5]' �, :,
unit are shcwn in table 1. Many of the terms used in and lOYR i/61; massive; no r oots; me dium
describing soils can be found ir. the Glossary at the end acid. Many ieet thick.
of this survey, ana more detailed information atout the
ter_ninclogy and methods of soil mapping can be oi�tair.ed Tne A horizon ranges frcm very dark brown to dark
_...,;�. t^e Soi1 Scrvey Manual {191 . brown. The B hori=on is darK bro«n, grayish brown, and
dark yellowish urown. The consolidated C horizon, at a
, �13erweoG Series ��epth of '-I �0 40 inches, is mostly grayish browr.
mottled with pe.11�wish Urown. Some layezs in the �
The '�_de-::cod ser�es :s made up ef moderateiy .aeil hcri�on siake _�; uater. in a few areas, there is a
�Ir:�=::ed s�ils cLat !:ave a ,:ear.l� ���ns_�ii9ateci :o �trongl! tnin, gray or gra�ish-brown A' hori�on. Ir. mosr_ areas,
�s.�lidated substratwc at � depth ..f 2-3 cc �A'; inches. this hori-�n has beei, des�ioyed rhrourh :ogging
,._,_ s�ils are or, up:ands. 'Phey fcrmed •.:r.der c•onir.e_s, cE,eiat+o„s.
_i: y_acial deposits. Slopes are U to �C percent. Tn� So:ls ir.clude�9 with this soi� in mapping make up c,_
annual precipir_atiun is +5 to �0 inch��s, mnst of which more than ?0 percent r,f the t-�tal ai^-eage. Some area=
is r9infali, betM�een nct.,ber a:�a Ma�.�. The �ea� ani:t:a� �_. ;�-_. ;L t� 3 �ercF�i` r.'r.�= p.�crly �rair,ed ^Iorma,
temperature is aGp•_�t 5�1 F. ::�e frest-`..ee seas�r, i,� :.._ Leiiinaham, 3eartle, T.i't:wila, and Shalcar soils; sorre
*,� ZO�; days. Ele�-i�i�r. ra^gFs :r;.m li'.i+ t�, ���r, are '.�p t•� � perc:,nt �ha �:2ry ,�rava_lly Everett and
f�'e�. li-::.:�.� sq:ls� =nd srmc �re up t�_ IS pe:�:enL Alderwr� .
, In :� representatice pr.of�.?.e, ....- =ur''_,�-_. ,av�.r :nu sc::.� thar, tavF. slc;pe� m„r•� ._]ai:tle or steeper thun E -
Si.:k,5�`�.1 �r? .�. �iar.k I�*e�:n�, ci�s�-c.rc.w�:, e;:,] crs;.-Y.- _ a r
-�S' J 1'. p=rcer.•:.. .or:.e arras i:i ye�o-r_astl :i�its a��' -- p�:.._-:
bccwn g�.tcall� sa;d. ,.nm atouT ..,ci:es f_�:c�;. 7ta Ea_;:t:si�� i;e::s, e��tre r,�rt.h.ea_=t of J,r.rall sre as mucY:
suL,'.atun. _ <udy:�l:-b �•:c, �•i-,:. . i , _id..�,.: __ _._ _�_r�•er,' v�l.: ..oils, 3t:9 s_:o�- ... 'ha viririty cp :
�rrr:r.c ,-o:.eo,�„ar�c; .,. �. .., _�_ -_. - �: .. . - c . :_r= �,, �-rcF,-.i :r.di,�..�la ,r.a . lr.4p .;o��.,. lls
'l�.�r_'f'. ._ � _ ._ . .i. .. ,.._. . _. -. - .-. ._ . . . . .-... i" ,. .` .,'.. ....� �.. .._.� r:.l:r ,..,-_ .
Per�:eai:'_--t�• is '�c�:eta�e:; _ap:a _.. ..,- o...`a�-� �3y2_ �,_ents, riae_-uc�a �lateria=
3.^.d 5�..;SC__ �.^.i -2L1' S_Ok• _.. `I:� subSL;.._i... _]r..,
�eza�ra`e easi��y 'c tn2 c�.^,s.�._�a..__. =�u�t_�;t4.:, �:he.=
t^es te:;.. t� :n,it _;� -he . .�`a'--. o.�e:? .:o.s er.,.-- -..- '-r?�:`s, ?_;e_�.... ...;�er_sl ccns:s`.s oi Ai�2:WOJd
s,:Lst_at;� =h_oual� _rao:;s. :Vates .,,..�::es �r. _on oi -he ,__.. tha� na•:e D@2:! _., iist.:r�ad tnro::ah uzca^:=at.ion
subst.dC']I' _.. 'd'_i.=�_. .....�_?D14 :Jc'2C `dD'"1`- _S _Cl<. =1:c.�" _G2j- L� LJCijc`_' Ca:: k�e class-_f=ed �_:i� the a':;erw�od
Sur:::ff _s .._o��• t-� r,;e�_.::r., d^d 'fl� I:a_,._.. -� a_::S_C•.^. .� :2__c3. _.."' ' __' • -...rc`:2T 1d7,? rea^: �:.r•.i�a=
T�caer.ate. __;tc_es. :he t:rper pa��t o` _^:e scil, _. a deFt:� of 2C
This se:l :s usaa `or cinu•�r, past;:ca, be_-r_e=, acd �, �;: _::c'r.es, _., i�r�•,.•n t� ia_-i:cre•..n aravelly sar.d:
ro•.� _reEs, a,^.d �cr �ir'can ievaicn:n2r.t. :aEab:_1_, ::r.�� lcam. 3eick• rh_s _� a araiisi_brcwn, r_o:soiidated and
It'e-�: wucdla:i�� g:����p �dl. •_:c;rer•:icLs sU�.:s�ra�'.:n:. S_�pas yzr.eraliy ra7ge frc:,i 0 �c
A�iGc':wCJd j2dc�r1:V Sd:_^.�.' �,i?_ 'i _ O pe:-,_enC __ pcYC2Rt.
sloces �Ag6; .--;h�s SJli _.. ^?.3:�'i le�,-z_ �::� Ti:ese sci]c �-� ',;s�-.i _or urban �9a:�elopment.
ui:dalati;:c. It is e:ai:_ar t:, A�ce_�oco c;ra:�e:l; s�r.d;:
�oam, �� ;c :S n2r�eat slope=_, Gut :n e_aces its surfa:�-
layer is � ce 3 inchas thicxer. ?�reas ara irregular :r. =-_eats, =iaan000d material, 0 to b percent s�o es
snape and rar.ge frum lU acres te sliqhtiy c�ore :han u0C (p-��BI .--In i1ar.�;• areas this soil is level, as a result
acres in si�e, oi shapinq duc�_ng ew:struction for urban facilit�es.
Some areas are as much as 15 percent ir.ciuded ?-eas are rectangular in shape ai:d range from 5 acres to
Norn�a, Bellingham, Tukwila, and Shalcar soils, a'1 of ab:ct •i00 acres =n szze.
which aie p�orly drained; and some azeas in the vicinity P.enresentatice prefile uf Arer.ts, Alderwoed
of Enwnclaw are as much as 10 p.ercent Buckle�� soils. ��terial, 0 W 6 percent slepes, in an urban area, 1,300
Runoff is slow, and the erosion ha-ard is feet west and 350 feet so�tn uf the northeast c�rner of
sliqht. y sec. �3, T. 25 N., F. 5 E.:
':his Alderwood suil _s used f�r timbez, pas_ure,
berries, and rox crvps, and for urban de.�e=epment. 0 r.o 'rS inches, dark-brown (lOYR 4/3) gracelly sandy
Capability unit IVe-2; �eodlan�i group s,�'. loam, pale brown �:10'iR 6/31 dry; massive;
slightly �ard, very fr.iable, nonstick.y,
Alderwood g:avelly ssnd;, leam, 15 to 3t� rercent r.onplastic; many roots; medium acid; abrupt,
slopes iAgD) .--Depth to tha s�ibstrati�m r. this soil ;�
sr�ooth bcundary. _ to 29 ir.ches thick.
varies within shcrt distances, but is co:nmon�y aUeu� �h to 60 inches, grayish-brown (3.SY 5!^<) weakly
90 inches. �reas are elonyated and range from "' �_onsoli�_lated to strenyly consolidated glacial till,
�o abeut 250 acres ii: size. light brownish gra}• (�.5] 6/2) dry' rommon, medium,
Soiis includ2d with this soil in map�:�ing ^�aYe prominent mottles of yellowl5h bzown (lOYR 5/6)
u� ro more than 30 percent uf the total acreage. Some moist; c�assice; no roots; medium acid. Many feet
areas are up to 25 percent Eveiett sr,iis tFa[ have sl�pes thick.
�. 15 to 30 percer.t, ar.n some areas are uo to ' pe:cent
?ellingham, Norma, and Seattle soils, wlzich ace in ,he upper, very f:iable part of the soil extends to
�epressiens. Somc areas, e�pec�ally en S�iak � �iepth of 20 to 90 inches and ranges from dark grayish
:'our.tain, in Newcastle ii11s, and north ai ^zger browr. to dark y=_llowish brewn.
[?ountain, are �5 percent Beausite end Ovall soiis. Some areas are up tc 3C percent included soils tnat
�?eausice so�ls are underla�n by sandstone, and Ovall 2=� similar to this seil material, but either
soils by aadesite. shallower or deeper over the cempact substratum; and
Runoff is nedium, and the erosion hazard is some areas are 5 to 10 percent very graveily Everett
, severe. The slippage potential is moderate. soils and sandy Zndianola soils.
This Alderwood soil is used mostly for timbez. Sort:e This Arents, Alderwood soil is moderately we'_1
areas on the lower parts of slcpes are used for �rair.ed. Permeabi_lity ir. the upper, disturbed soil �
pasture. Capability unit "JIe-2: woodland �roup 3di. material is moderarely rapid to moderately slow,
Alderwood and KLtsaP soiis, ve�v sr-z?P (RY.F� .-Thi� dependir.g un its com.gaction during construction. �he
mapping unit is about 5r p�r,_e;,r. A.iderwood �ravell� s�ibstratum is very siowl., permeabl2. Roots penetrare ro
sar.d;✓ lnam and °5 percer,� Kitsap s:lt loam. Slopes ar? ar�d ^Fnd ^� mat on ;ize si�rEa�.e of the ��onsolidated
_5 to 70 percent. Distrib��`ion of r.hF soiis ear..es s�.ibs-rat�a:n. So�ie rocts ?nter the subsLrat�.un throuqh
areatly wtthin shor- •:li�tar.ces. cr.a-=^:a. Water :-+o•✓es an top of tne suhstr.atum in wir.ter.
AUout i5 percer.t of seme �;.apped areGs =s ar ����3ila',;�e wat�: capacit�y :s low. Funotf is slow, ar,d
ir.i-luded, tin�an�d, very ;ie�p, :noder���:�iy :!»rsF r.r;� e:��s:on ra::ac� .-. .;1_:iz�.
r�a�uced s��i1: a^d ;4.�.ut l, pe:rcFnt o`_ s:�r.:e ar.eas i: "h:� ar_ii L_ use�y f.-,r crb.an de-�elcp:�ent. Ca-
., •e:_ de:eF� _�ai�_-re'<*_,�:._;i L:.�_.:..�_a �.:,ii. pjhi��t: :n:'. �?r-. . „oodla:�.3 Jr�np 3d"_'.
C�a:.r..s�;u ar.�,9 -:-mcab�l_ . rai�. 'r't�:ic..- --., raE._,. _�
..y rap�d ,ir.rl `L'_ �res:_n`ra��r�. ,.. ::- �r.rc -- '_-�y _ . .
.,=re. ^t:e r._i�ps•� ,�_�nt_..: ,isY. �c�.... . . rer.±:_ A'.^�=.;-- ,cl as' ria.:, u tn � rer�:�::t —_'�K
_. - , . . -�. - �-? , , u_ . . i .. _ _ . �. . __ i-... . . -7 -pe:;. ?.r a , �,r�:
�. .�., __ ._, ._, . . . .
. ,- _ r.. . ,_ _ .. �
_ _ - _ . . _ r
APPENDIX A
Maintenance Standards for Pri�-ately l�'Iaintained Drainage Facilities ���
Appendix A of�005 KCS�VD:��1 A-1 �
KING COUNTY, ��' ASHINGTOti, SURFACE WATER DESTGN '.�IANUAL
TABLE 3.5.2B SCS VVESTERN WASHINGTON RUNOFF CURVE NUMBERS -
SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982)
Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1 A
rainfall distribution, 24-hour storm duration.
CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
LAND USE DESCRIPTION A B C D
Cultivated land(t�: winter condition 86 91 94 95
Mountain open areas: low growing brush and grasslands 74 82 89 92
Meadow or pasture: 65 78 85 89
Wood or forest land: undisturbed or older second growth 42 64 76 81
Wood or forest land: young second grov✓th or brush 55 72 81 86
Orchard: with cover crop 81 88 92 94 ,
Open spaces, lawns, parks, golf courses, cemeteries,
�andscaping.
good condition: grass cover on 7596
or more of the area 68 80 86 90
fair condition: grass cover on 50°�6
to 75°� of the area 77 85 90 92
Gravel roads and parking lots 76 85 89 91
Dirt roads and parking lots 72 82 87 89
Impervious surfaces, pavement, roofs, etc. 98 98 98 98
Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100
, Single Family Residential (2)
Dwelling Unit/Gross Acre °�6 Impervious (3)
1.0 DU/GA 15 Separate curve number
1.5 DU/GA 20 shall be selected
2.0 DU/GA 25 for pervious and
2.5 DU/GA 30 impervious portion
3.0 DU/GA 34 of the site or basin
3.5 DU/GA 38
4.0 DU/GA 42
4.5 DU/GA 46
5.0 DU/GA 48
5.5 DU/GA 50
6.0 DU/GA 52
6.5 DU/GA 54
7.0 DU/GA 56
Planned unit developments, °�o impervious
condominiums, apartments, must be computed
commercial business and
industrial areas.
,
(�} For a more detailed descript�on of agricultural iand use curve numbers refer to National Engineering
Handbook, Section 4, Hydrology, Chapter 9, August 19�2.
(2) Assumes roof and driveway runoff is directed into street;storm system.
(3} The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers.
�T' 3.5.2-3 llr'9''
��
KING COtiNTY, 4VASHILGTON, SURFACE VVATER DESIGN i�fANUAL
(2) CN values can be area weighted �vhen they apply to pervious areas of similar CN's fwithin 20
, CN points). However, high CN areas should not be combined with low CN areas (unless the
low CN areas are less than 15°io of the subbasinl. In this case, separate hydrographs should be
generated and summed to form one hydrograph.
FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COLTlTY
HYDROLOGIC HYDROCOGIC
SOIL GROUP GROUP' SOIL GROUP GROUP*
Alderwood C Orcas Peat D
Arents, Alderwood Material C Oridia D
Arents, Everett Material B Ovall C
Beausite C Pilchuck C__
Bellingham D Puget D
Briscot D Puyall�p B�
I Buckley D Ragnar B
Coastal Beaches Variable Renton D
Earlmont Silt Loam D Riverwash Variable
Edgewick C Salal C
Everett A/B �Sammamish D
Indianola A Seattle O
Kitsap C Shacar D
Klaus C Si Silt C
Mixed Aliuvial Land Variable Snohomish D
Neilton A Sultan C
� Newberg B Tukwila D
Nooksack C Urban Variabie
Normai Sandy Loam D Woodinville D
, HYDROLOGIC SOIL GROUP CLASSIFICATIONS
A. (Low runoff potential). Soils having high infiitration rates, even when thoroughly wetted, and consisting
chiefly of deep, well-to-excessively drained sands or gravels. These soils have a high rate of water
transmission.
B. (Moderately low runoff potentiat). Soils having moderate infiltration rates when thoroughly wetted, and
consisting chiefly of moderately fine to moderately coarse te�ctures. These soils have a moderate rate of
water transmission.
C. (Moderately high runoff potentiai). Soi1s having slow iniiltration rates when thoroughly wetted, and
consisting chiefiy of soiis with a layer that impedes downward movement of water, or soils with moderately
fine to fine textures. These soils have a slow rate of water transmission.
D. (High runoff potentia(). Soils having very slow infiltration rates when thoroughiy wetted and consisting
chieFly of ciay soils with a high swelling potential, soils with a permanent high water table, soils with a
hardpan or clay layer at or near the surface, and shallow soils over neariy impervious material. These soils �
1 have a very slow rate of water transmission. �
• From SCS, TR-55, Second Edition, June 1986, Exhibit A-t. Revisions made(rom SCS, Soil Interpretation
Record, Form #5, Sepiember 1989.
I �� 3.5.2-2 11/9?
i_ .-
SECTION �.� RL'NOFF CONIPUTATION AhD ANAL�'SIS'�iETHODS
FIGURE 3.2.2.A RAINFALL RECIONS AND REGIONAL SCALE FACTORS
ST 1.0/
ST 1.0 LA 0.8 LA 0.9 � �•� LA 1.2 ��
ST1.1 ;�^�� 1 ��m� SNOMOMISN �o��.Y
oo��„« a ,���o��,.
� MST�� �1�� \ K
SM ' `� �_ _ + ''� _ "1
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RE OND,%<�
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�' ��� INO COUNTY
P�EfiCF COIINTv
ST 1.0
:�
- �__.
t xurcu
Rainfali Regions and �a o.s � -
,
Regional Scale Factors � o.s
� LA1.0 LA1.2
�____i Incorporated Area�
� River/Lake�
Major Roadj
i]
L�-� 'Ur)5 �00� Surface ���atzr Design�tanual
3-22
6.-1.i 1�'ETPO�;DS --BASIC :\\D L:�RGF - ,1fETHODS OF,�`.9L}�SIS
FIGURE 6.4.1.A PRECIPITATIOV FOR M1�iEAN ��iNU.�L STOR(1i 11 InCHES (FEET)
ST 1.0/ � �,2
ST 1.1 ST 1.0 �q 0.8 LA. 0.9 � 1.0
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�.54�� . i ' n - ' `
(0.045') �'�� ��i 6
� �.����o��.,
.F.<<«�«,.
0.47"
(0.039') ' •
- ` �__._
i_===; Incorporated Area �� ---=�
...c� River/Lake �.47"
- Major Road (0.039') 0.52"
(0.043') 0.65"
NOTE:Areas east of the eastemmost isopluvial should use 0.65 0.56�� (�.�54�)
inches unless rainfall data is available for the locatio❑ of �te�est (Q.047��
Z4 The mean annual stortn is a conceptual stortn!ou�:
by dividmg the annual preciprtation by the tolal rumbe�
of storm events per year
result, generates large amounts of runuff. For thi: application, till soil types include Buckley and
bedrock soils, and alluvial and out��ash soils that have a seasunally high watcr tablc or arc underlain at
— a shallow dcpth (lcss than $ fcct)by gla�ial till. U.S. Soil Conscr�ation Se�licc (SCS) hydrologi� soil
groups that are classified as till soils inrlu�lc a 1e�� B, most C, and all D suils. See Chaptei-3 fi�:�
rlassitication of specitic SCS soil t�prs.
, 2005 Surface Water Design 1�9anual I �-� �00�
6-71
• �
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KING COUNTY, WASHINGTON, S URFACE W ATER DESIGN M ANUAL
FIGURE 3.S.1D 5-YEAR 24-HOUR ISOPLUVIALS -
�-�- - - �»?,. �r --_ - T=_�- - --- --- -- —
i .�� r \ � � �w�
1.V � �. n "'� V_` `a' / �:
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5-YEAR 24-HOUR PREC{PITATION ry � � ; � � `� % !�� ..
� i � �
� .4 � ISOPLUVIALS OF 5-YEAR 24HOUR i '. ` ' ��vv
�� � �.. ' b� � a�� ��� `r. .�
TOTAL PRECIPITATlON IN INCHES ; - _
-- ^ \� � �
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0 1 2 3 4 5 6 7 BMll�f �. �. I `� �I ,� ��^�
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ICICLE CRFEK
E N G I N E E R 5
Geotechn cal, Geolog�c and Erviro�mertal Services ,
May 17, 2006
Steve Beck
Amberwood LLC
19129 SE 1451° Street
Renton, Washington 98059
Report
Preliminary Geotechnical Engineering
Services
Proposed Beclan Place Residential ,
Development
King County Tax Lot Nos. 152305- �I
9065, 152305-9090/9116/9064
Renton, Washington
File No. 0641-002
L'VTRODti CTIO�i
This report summarizes Icicle Creek Engineers' (ICE's)preliminary geotechnical engineering services
regarding the proposed Beclan Place residential development located northeast of the intersection of NE 2nd
Street(SE 132°d Street) and Jericho Avenue NE (144`�Avenue SE) in Renton, Washington. The proposed
development occupies about 7.1 acres and is comprised of King County Tax Lot Parcel Nos. 152304-9065,
152305-9090/9116/9064. Our services were completed in general accordance with our Proposal dated
February 13, 2006 and were authorized in writing by Steve Beck of Amberwood LLC, on March 10, 2006.
The project site is shown relative to nearby physical features on the Vicinity Map, Figure 1.
PROJECT DESCRIPTION
- Our understanding of the project is based on discussions with Steve Beck ofAmberwood LLC,and an
untitled schematic site plan provided by Mr. Beck dated February 3, 2006. We understand the conceptual
development plan involves subdividing the existing parcels into 32 new lots. Z'wo existing houses on the site
that are accessed from NE 2"d Street will remain. Eaeh ne�v lot will be developed as a single-family residence.
Improvements will also include paved roads, underground utilities and tw�o stonnwater detention ponds.
The grading plans have not been finalized at this time. �Ve understand that mass grading(cuts and
tills), with exception of the stormwater detention ponds, ���ill be less than about 5 feet. The Beclan Place
project site will be accessc;d by paved roads that extend wcst iiom Jericho A�enue SE and north fmm NF.2"a
Street. ?1ie proposed lot and road layout,and storniw-ater detentic,n pond locations are shown on the Site Plan,
Pigure 2.
SCOPE OF SER�'ICES
The purpose of our prelimiiiary geotectulical engineering services was to erplore subsurface soil and
ground w�ater conditions at the subject propert��as a basis fur de��eloping geotechnical reconunendations for
planning site dcvel�pment. Specitically our scope oi�sen ices includcd:
• Completc a geologic reconnaissanee of thc pri>a�cily to �ti aluate cun�rnt site cunditions.
• I:xplore subsurfacc sc,il a�ld�;rc>u�id water co�tclition�by excavatin��line test pits up te�? fcet deep using a
rubbcr-tired backhoc. -
�:. ,- �._ ,� � � ,_ • .. . �. • ... . � • ,_ _ � • _ _ ; �� � .,.
Steve Beck
Amberwood LLC
May 17, 2006
Page 2
• Provide preliminary recommendations for earthwork including stripping and excavation of unsuitable
soils, fill compaction and subgrade preparation requirements, and suitability of on-site soils for use in
structural fills including an evaluation of the effects of weather and/or construction equipment on the
workability of site soils.
• Provide preliminary recommendations for foundation support for the proposed structures including
allowable bearing pressures, settlement estimates and support of on-grade floor slabs and paved areas.
• Provide preliminary recommendations for surface and subsurface drainage systems as appropriate.
SITE CONDITIONS
GENERAL
A geologist from ICE completed a geologic reconnaissance and subsurface explorations at the Beclan
Place site on Apri15,2006. The following sections summarize our observations of the existing site conditions.
I
SLRFACE CONDITIONS
As previously mentioned,the approximately 7.1 acre site consists of four tax lots that are situated on
the west side of Jericho Avenue SE north of NE 2"d Street. Adjacent properties include residential properties
to the north,a residential property and undeveloped property to the west;NE 2nd Street,a residential property
and an undeveloped grass-covered lot to the south, and Jericho Avenue SE and residential properties to the
east.
T'he site is generally level with a slight overall slope down to the southwest ranging from about
Elevation 425 to 415 feet. A single-family house and several out-buildings are present on Tax Lot No.
152305-9064 located in the southeast corner of the site. There is also a single-family house on Tax Lot No.
152305-9116, the northernmost lot along Jericho Avenue SE. The remainder of the site is currently
undeveloped.
The developed areas are vegetated with lawn,landscape shrubs and occasional trees. The undeveloped
areas are vegetated with mature,second-growth conifer and deciduous trees with a dense understory of brush.
We observed accumulated surface water in a low area in the northwest portion of the site. 'The water
appeared to be the result of ponding in a localized shallow closed depression followii�g recent rainfall. No
other surface water was observed on the site at the time of our geologic reconnaissance.
SCBSURFACE CONDITIONS
The surficial geology at the site was mapped by the U.S.Gcological Survey(LTSGS-D.R.!��tullineaux,
"Geologic Map of the Renton Quadrangle,King County, �Yashington," 1965)as"ground moraine deposits."
Ground moraine deposits are described by the L1SGS as consisting of glacial till that is locally mantled with
recessional outwash. Glacial till typically consists of an unsorted mixture of dense to��ery dense, silt, sand,
gra��el, cobbles and boulders. Recessional outwash typically consists of inedium dense sand w�ith variable
an�ounts of silt and gravel.
Subsurface conditions at F3eclan Place w�ere explured by exca��ating nine test pits(ZP-1 through TP-9)
at the locations shown on Figure 2. 1�he test pits w�ere excavated on Apri15, 2006 to depths ranging frum 5 to
7 feet using a Case 140K rubber-tircd backhoc. T�hc test pit locations w�cre selected based on existing site
conditions and thc proposed development.
Tlle test pit excavations were continu�usly n�onitored by a gcologist f�om IC�, who obseiti�ui and
ciassified t11e soils encountcred,obsened grotind w<ltei-conditi�ns ailcl pr�pared a detailed log�f carh test pit.
:�n explanatio�i for the test pit logs is presented in I�i��ire 3. '1'lie l�gs of the t�st pits ar�preseiited i�i Figures�
throuali 8.
Iciolc Creck Endinecrs 06-11UU?:0�1,-U6
Steve Beck
Amberwood LLG
vlay 17, 2006 ,
Page 3 !
Our explorations encountered relatively consistent soil conditions across the site and generally
consistent with regional mapping by the USGS and our experience in the general area of the site.
The test pits encountered relatively uniform soil conditions consisting of about 1 to 1.5 feet of topsoil
(loose silty fine sand with gravel and roots),underlain by about 1 to 3.7 feet(average thickness of 2 to 2.5 feet I,
of weathered soil consisting of inedium dense silty sand with gravel. The weathered soil was underlain by
undisturbed glacial till consisting of dense to very dense silty sand with gravel to the completion depth of the
explorations at a depth of 5 to 7 feet. Typically the undisturbed glacial till was encountered at a depth of about I
2 to 5 feet below the existing ground surface. The test pits were generally excavated to practical digging
refusal using the previously described excavation equipment.
Ground water seepage was observed in all of the test pits except Test Pit TP-5,at depths ranging from
2 to 5 feet below the ground surface at the time of our explorations. It is likely that this ground water is
perched in the weathered soil where it is in contact with the underlying, less permeable undisturbed glacial till.
Perched ground water may be encountered during site grading depending on season, precipitation and other
factors.
CONCLUSIONS AND RECOMI�IENDATIONS
GENER4L
It is our opinion that subsurface conditions at the site are satisfactory for the proposed residential
development. Based on the results of our explorations, it appears that the rnajority of the site soils(medium
dense weathered soil and dense to very dense glacial till)will be suitable for support of conventional spread
footings.
The near-surface soils have sufficient fines (soil particles passing the U.S. Standard No. 200 sieve)
content to be moisture-sensitive. These soils will be difficult or impossible to compact when the moisture
content is more than a few percent over the optimum moislure content. We recommend that the earthwork
portions of the proj ect be completed during the dner summer months to manage earthwork costs. The glacial
till,which likely underlies the entire site at a relatively shallow depth, is nearly impermeable and impedes the
vertical infiltration of water. Gradu�g and drainage should be planned to reduce the potential for localized
ponding of surface water.
SITE PREPARATION AIVD EARTH�'�'ORK
Temporary erosion control measures such as silt fences, straw bales,and detention facilities should be
installed to local standards prior to the start of construction.
We recommend that the vegetation and topsoil be stripped and rernoved from the site and;'or stockpiled
for use in landscape areas,if appropriate. Tree stumps and roots over 2 uiches in diameter should be grubbed
and removed from areas where houses, roadw�ays, driveways and utilities w•ill be located.
During dry weather conditions, the depth of stripping is expected range trom 1 to 2 feet unless
excessive disturbance is caused by the clearing uperations. Stripping to a greater deptli should be expected
near grubbed tree stumps or if these operations arc done during wet weather. Af�er stripping and grubbing is
completed, a representative from ICE should evaluate the cxposed grouiid surfacc in building, roadway and
driveway areas to identify areas that are soft, loose or othcrw•ise unsuitable and to advise the earthwork
contractor regarding re�noval and replacement of unsuitable soils.
S'TRUCTUILIL FLLL AND FILI, PL:1CF.:�IENT
New� fill in the buil�ling site�rca on each lot, and roadw�ay and dii��eway arcas should be placed as
structural fill. The suitability of soil for use as structui-al fill will dcpend on its gradation atid iuuisture content.
Icic� c Cre�k Engineers 06410G.?U51?OG
I
Steve Beck
Amberwood LLC
May 17, 2006
Page 4
As the amount of fines increases, soil becomes increasingly more sensitive to small changes in moisture
content and adequate compaction becomes more difficult to achieve.
The on-site soils contain a sufficient amount of fines to be moisture-sensitive. During dry weather,the
on-site soils can be used as structural fill,provided that these materials are conditioned to the proper moisture
content for compaction. The on-site soils will not be suitable for use as structural fill during wet weather. On-
site soils considered unsuitable for use as structural fill during any weather conditions include the topsoil and
soils containing debris, organic contaminants or cobbles greater than 6 inches in diameter. �I
If structural fill must be placed during wet w-eather, we recommend the use of imported sand and ,
gravel contairung less than 5 percent fines by weight relative to the fi-action of the material passing the 3/4-inch �
sieve. The imported sand and gravel should be moisture-conditioned as necessary for proper compaction. j
Structural fill should be mechanically compacted to a firm,unyielding condition. Structural fill in the '
building areas should be compacted to at least 95 percent of the maximum dry density(MDD)obtained from I
ASTM Test Method D 1557. Structural fill in roadway and driveway areas, including utility trench backfill,
should also be compacted to at least 95 percent of the MDD. As a guideline,structural fill should be placed in I
loose lifts not exceeding about 10 inches in thickness. The actual loose lift thickness with depend on the
quality of the fill and compaction equipment. Each lift should be conditioned to the proper moisture content
and compacted to the specified density.
We recommend that a representative from ICE observe structural fill placement and compaction and ,
complete in-place moisture-density tests to evaluate whether adequate compaction is being achieved and advise I,
the contractor of modifications to procedures which may be appropriate for the prevailing conditions.
FOUNDATION SUPPORT
Houses may be satisfactorily supported on conventional spread footings provided they are constntcted
in accordance with the recommendations described below. We recommend that foundations be supported on
medium dense or denser native soil. Alternatively,the footings may be supported on a pad of structural fill that
extends down to medium dense or denser native soils. Where structural fill is placed below footing subgrade
elevations,the zone of structural fill should extend laterally beyond the footing edges a horizontal distance at
least equal to the thickness of the structural fill in all directions.
We recommend that continuous and isolated footings have minimum widths of 16 and 24 inches,
respectively. The exterior footings should be a minimum of 18 inches below the adjacent grade. Footings
supported as described in the previous paragraph may be designed using an allowable soil bearing value of
2,500 pounds per square foot (ps�. This value applies to the sum af all dead and long-term live loads,
exclusive of the weight of the footing and backfill above the footing. The allowable bearing pressure may be
increased by one-third for total loads including wind or seismic.
In preparing footing subgrades, care should be taken to avoid loosening or softening the bearing
surface soils,particularly during wet weather. During wet weather, footings should bc excavated,fomied and
poured the same day or be protected by a layer of leail concrete or crushcd rock at least 2 inches thick placed
on the prepared footing subgrade. The footing subgrades should be observed by a representative from our firm
to evaluate w�hether suitable bearing soils have been exposed and thc subgrade has becn adequatcly prepared.
�'�'e estimate t11at total settlements of footings,founded as dcscribed above,will be less than 1 incli and
difterential settlements will be Ic;ss th�n !z inch. Settlenlents are expected tu occur rapiclly as loads�-e ap�lied.
SL:�B SCPPORT'
'The slab-oii-��-ade subb ades should b� pr�par�d in accordanc� w ith tfie pre�'iously describe;d Site
Preparation and Earthwork recommcndations. We rrcuminend that lhe sub�-ade suriace be compacted such
Icicfe Cr��k Engineers 0641002rO51706
Steve Beck
Amberwood LLC
May 17, 2006
Page 5 I
that a minimum compaction of 95 percent of the MDD is achieved before placing structural fill or capillary
break material.
We recommend that a compacted base-course layer consisting of at least 4 inches of gravel contauung
less than 3 percent fines be placed on the subgrade to provide uiuform support and act as a capillary break I
beneath the slab. A vapor retarder should be placed beneath the slab if moisture control in the slab is critical �
(i.e., where tile or carpeting is to be glued to the slab). This vapor retarder should consist of polyethylene '
sheeting. A layer of clean sand not more than 2 inches in thickness may be placed over the polyethylene
sheeting. The vapor retarder should be placed immediately below the slab. 'I
We estimate that the settlement of floor slabs due to uniform areal loads of 150 psf will be less than%
inch. These settlements are expected to occur rapidly upon load application.
UNDERGROUND UTILITY CONSIDERATIONS
Excavation Cut Slopes ',
Temporary cuts greater than 4 feet in depth in glacial till may be made at an inclination of 1H:1 V !
(horizontal:vertical), or flatter. Flatter slopes may be necessary if instability is observed.
Some sloughing and raveling of the cut slopes should be expected. Temporary covering, such as
heavy plastic sheeting, should be used to protect these slopes during periods of wet weather. Surface water
runoff should be prevented from flowing over cut slope faces by using beims,drainage ditches,swales or other
appropriate methods.
If temporary cut slopes experience excessive sloughing or raveling during construction,it may become
necessary to modify the cut slope inclinations to maintain safe working conditions and protect adjacent
facilities or structures. Slopes experiencing problems can be flattened or regraded to add intermediate slope
benches if poor slope performance is encountered. Altematively, underground utility trenches can be
completed using temporary trench shoring(shored excavations) in lieu of cut slopes.
Shored Excavations
To construct the underground utilities, it may be necessary to support the temporary excavations to
maintain the integrity of the surrounding undisturbed soils, reduce disruption of adjacent areas, as well as to
protect the personnel working within the excavations.
Because of the diversity of available shoring systems and construction techniques, the design of
temporary shoring is most appropriately left up to the contractor. We recommend that the shoring be designed
by a licensed professional engineer in Washington,and that the P�-stamped shoring plans and calculations be
submitted to the project engineer for reviev�r and comment prior to construction. The following paragraphs
present recommendations for the types of shoring sy�stems and design parameters that we conclude are
appropriate for the subsurface conditions at the site.
"I'he majority of the materials w�ithin the project arca can be retainui using conventional trench shoring
systems such as trench shields or sheet piles, witll lateral restraint. `Ihe design uf temporary shoring should
allow fi�r lateral pressures exerted by the adjacent soil, and surcharge loads due ro traftic, construction
equipment,and temporary stockpiles adjacent to tl�e excavation, etc. Lateral load resistance can be mobilized
through the use of'braces, tiebacks, a�lchor blocks and passi�c pressures oi� members that extend below the
bottoms of excavations. Temporary shori�lg utilized to support excavation walls typically uses intema]bracing
such as aluminum hydraulic shoring or trench shield bracing.
Teinporaiy trench slioriiig with iiitemal hraciiig can be d�si�ned using active ,oil pressures. ��'e
recommend that teinporary shoring be desi�nled using a lat�ral pressure cqual to an cyui��ale�it tluid density of
35 pounds per cubic foot (p��, for conditions�cith a lcvel ��-owid surface adjacent to the excavation. If the
Iciclr Creck Eneineers 06�11UO2.�0�1?06
Steve Beck
Amberwood LLC
May 17, 2006
Page 6
ground within 5 feet of the excavation rises at an inclination of 1 H:1 V,the shoring should be designed using
an equivalent fluid density of 75 pc£ For adjacent slopes flatter than 1 H:1 V,soil pressures can be interpolated
between this range of values. Other conditions should be evaluated on a case-by-case basis.
These lateral soil pressure values do not include traftic or construction surcharges that should be added
sepazately, if appropriate. It is typical for shoring to be designed for a traffic influence equal to a uniform
lateral pressure of 100 psf acting over a depth of 10 feet below the b ound surface. More conservative pressure
values should be used if the designer deems them appropriate. These soil pressure recommendations are
Based upon the excavation being essentially dewatered;therefore,hydrostatic water pressures are not included.
Resistance to lateral loads can be obtained from passive pressures exerted on buried foundation
' elements and frictional resistance on the base of foundation elements. We recommend using an equivalent
fluid pressure value of 350 pcf to estimate passive pressures and a coefficient of friction of 0.4. These values
include a factor of safety of 1.5.
Temporary cut slopes and shoring must comply with the provisions of Title 296 Washington
Administrative Code(WAC),Part N,"Excavation,Trenching and Shoring." We recommend that temporary
excavations, including temporary shoring, be made the responsibility of the contractor. The contractor is
present at the site continuously and is best able to observe changes in site and soil conditions and monitor the
performance of excavations.
Trench Backfill
Trench backfill should consist of structural fill-quality material. Structural fill material should be free
of debris, organic contaminants and rock fragments larger than 6 inches. As a guideline, backfill should be
placed in lifts of 12 inches or less (loose thickness). Each lift should be compacted prior to placing the
subsequent lift. Trench backfill should be compacted in lifts to at least 90 percent of the MDD obtained in I
general accordance with AST'M Test Method D 1557 more than 2 feet below final subgrade elevation and to at
least 95 percent of MDD above this level. During trench backfill placement,a representative from ICE should
complete in-place density tests to evaluate if the required compaction is being achieved.
STORIVIWATER DETENTION PONDS
We anticipate that the stormwater detention ponds will be excavated into native glacial till. We
recommend that the wetter interior side slopes of the detention ponds be no steeper than 3H:1 V. Fill berms,if
used,should be constructed with soil containing more than 20 percent fines(such as the onsite weathered soil
and glacial till)and compacted to at least 95 percent of the MDD obtained in general accordance with ASTM
Test Method D 1557. Fill placed as berms should be keyed into the native ground surface to reduce the
gotential for seepage through the benn.
EROSION CONTROL A1VD DRAINAGE CONSIDERATIONS
The su�cial soils on the site have a high poteritial for erosion on slopes greater than about 20 percent
���hen disturbed by construction activities. Erosion control measures should be implemented prior to thc start of
site preparation,including proper control of surface w�ater runoff, use of straw bales or appropriate geotextile
filters and temporary sedimentation basins. Emsion control me��sures should comply with City of Renton
requiremetits.
Based on conditions encountereci in our test pit explorations, it is possible that perched ground w•ater
ma�b�cilcountered temporary erca��ations or pernia�lcnt cuts. ��'e anticipate that scepage;may be adequatcly
handled bv installation of French drai»s, open ditches and or pumping as necessary.
Z'lle grading should be dune t�a��oid coiicentratio�i of runuii and:or ponding of surface water. Vi�"e
[ cicl� Cr�ck Engincrr, Q6-11O02.051706
Steve Be�k
Ambenvood LLC
May 17, 2006
Page 7
recommend sloping the ground surface away from structures. Roof downspouts must be tightlined to an
approved disposal area. Other surface runoff may be addressed by using swale drains, drainage ditches or
other drainage measures.
VVe recommend that perimeter footing drains be installed adjacent to the outside footings of all
structures. These drains should consist of a minimum 4-inch diameter perforated smooth-walled pipe
surrounded with at least 6 inches of free-draining sand, sand and gravel or pea gravel, with the perforations
down and the base of the pipe located at the same elevation as the base of the adjacent footings. The drainage
material should be enclosed within a nonwoven geotextile fabric to reduce the potential for fines contamination
from the native soil. The perimeter footing drain should be connected to a tightline collection system that
dischazges away from the developed areas. Roof drains on structures should be connec;ted directly to a
tightline collection and disposal system that is separate from the footing drain.
Perched ground water observed in the test pits may result in the development of"wet areas"at finished
grades. Interceptor drains or French drains installed in selected locations is an effective way to manage
perched ground water. The need for and location of these drains should be a field decision at the time of
construction. The drain should consist of a trench at least 18 inches wide and 24 inches deep. The depth of
the drain will depend on the site conditions and may be deeper(typically to the depth of the undisturbed glacial
till). A rigid smooth-walled perforated pipe at least 4 inches in diameter should be placed in the bottom of the
trench, surrounded with at least 6 inches washed rock or pea gravel and wrapped with a nonwoven geotextile
fabric such as Mirafi 140N.
liSE OF THIS REPORT
«'e have prepared this report for use by Amberwood LLC. The data and report should be provided to
prospective contractors for their bidding or estimating purposes,but our report,conclusions and interpretations I
should not be construed as a warranty of the subsurface conditions.
If there are changes in the grades, locations, configurations or types of the facilities planned, the
conclusions and recommendations presented in this report may not be applicable. If design changes aze made,
we request that we be given the opportunity to review our conclusions and recommendations and to provide a
written modification or verification. When the design has been finalized,we recommend that the final design
and specifications be reviewed by our firm to see that our recommendations have been interpreted and
ii�lplemented as intended.
There are possible variations in subsurface conditions between the explorations and also with time. A
contingency for unexpected conditions should be included in the project budget and schedule. Sufficient
monitoring,testing and consultation by our finn should be provided during construction ta evaluate�vhether
the conditions encountered are consistent with those indicated by the erplorations,to provide recommendations
for design changes should tlie conditions re�ealed during the work differ from those anticipated, and to
evaluate whether or not c;arthwork and foundation installation activities comply w-ith contract plans and
specifications and our recommendations.
`Vithin the limitations of scope,schedule and budget,our services have been executed in accordance
with generally accepted practices in this area at the time the report w�as prepared. No warranty or other
conditions, express or implied, should be understood.
********************
Ieicic Crcek F. nginc�rs 0G-110G?�051%�)G
Steve Beck
Amberwood LLC
May 17, 2006
Page 8
We trust this report meets your present needs. Please call if you have any questions concerning this
report.
,
ka_:. 1��,, Yours very truly,
�� ,jF',>
��!��:�s;��;�,� Icicle Creek Engineers, Inc.
c,,.� " ;.�,.. .,
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ft'S�:�;rs_'�:��''-;��;� Mary S. utherford, P.E.
��'f������ �'l\4 Principal Geotechnical Engineer
�f
�XPiRFS����.?QO�
Document ID: Ob41002.rep
Three copies submitted
Attachments: Figure 1 —Vicinity Map
Figure 2—Site Plan
Figure 3—Explanation for Test Pit Logs
Figures 4 through 8—Test Pit Logs
I
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Icicle Creck En�ineers 0641002��)51�06
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� Icicle Creek Engineers Vicinity Map - Figure 1
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� EXPLANATION
�
TP-1
� Test Pit Location
— — Property Line
�1 �� �o Proposed Lots
�- — — — — � — — _��-� _--
( 32 � 3� � .���� Proposed Detention Pond
I � � � ,. (approximate location)
nva e oa
i � �_,� � ���, ��' Ground Surface Contours
TP$ ��� 30 /�I �� �� �'s. ���'� (approximate-rom King County DDES IMAP)
� � � ► i
� � �
I � 2 \ � 28 ��,
� ; \ \� �� � o.
A �
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Private Ro "� '— � — — — �"C — — — — �
-- Tp 1 � �--�,
� � • `� �`� �J (
� 26 25_ —�4 23 22�` �21 20 � �
�' •1 \` ��"�\ � i''43p.
�� TP-6 � ` i I w
1 � l �g �
•� .. � �— TP-9 ` I �
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TP-7 ` I � �� ��� �� s
I �\ � \ �\` I � �
10 \� 1 � �—� ��
I � 3 �� �
9 8 7 6 5� �� ��
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� TP-5 ��� TP-2 TP-1\� _
� 13 14 i`15 I � 17 18 � I
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`� L. / l __—`—� ✓� 1��i s � — — — — — — — —YI
SE 132nd Street �
0 100 200
�I Approximate Scale in Feet
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; Icicle Creek Engineers Site Plan - Figure 2
CLIENT Amberwood LLC PROJECT NAME Beclan Place
PROJEC7 NUMBER 0641-Q02 PROJECT LOCATION 144th Avenue SE and SE 132nd Street
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVfS10NS SYMBOLS TYPICAL DESCRIPTIONS
i WELL�GRADE�GFtA'+ELS,GRAVEL-S4ND MIXTl,RES,
CLEAN GRAVELS C'w �:`1E oa ra Fi+�Es s;
MOF2E THAN 50960F ��TT�E OR 40 FINES) GP POO�RiE�D�SVELS,GRAVEL�SM1D Apa�tJRES, SOII PaItICIe SIZe vG11I�ItIOI�S
COAASE FFiACTION �
RETAINED ON N0.t GRAVELS WITH GM S�LTV GRAVEIS.GRAVEL-SN�D�S�LT MIXTURES Component Size Range
COARSE Si�E FINES
GR,4INED SO1LS �qpPRECIABLE
PIdOUNT OF FINES) GC ��C'��LS,GRAVEL•YND-CLAY MIXTl.RES Boulders Coarser than 12 inch
MORE THAN 50%OF � WELL-GRADED SANOS.L1TfLE OR NO FlNES Cobbles 3 inch to 12 inch
MATERtAL IS C1.F4N SANDS Gravel 3 inch to No.4(4.78 mm)
LARGER THAN NO. (LITT�E OR NO FINESJ SP p�pp�Y GRwDED SwOS.lJT7lE OR NO FlNES (,��g 3 inch to 3/4 inch
200 SIEVE SIZE MpRE THAN 509G OF
CMRSE FRACTION
PASSING NO.4 SIEVE �N�S W�� SM SILlY SANDS.SAND-SILT MMURE9 Fine 3/4 inch to No.4(4.78 mm)
FfNES Sand No.4(4.T8 mm)to No.200
(PPPRECIABIE `� CLAVEY SANDS,SNJD-QAY MXTUHES (0.O74fMT1)
lW10UNT OF FINES) � � �� �,4(4.78 mm)to No.10
ML SILTY OR Q.1YEY FINE SANDS OR CLAYEY SILTS WIM
SLJGhT PUST'GTY (2.0 mm)
SlLTS AND L��UID LIMIT LESS �� «yELLV CIAYS,SANDV QAYS,SILTV CLAVS,LEAN Medium No.10(2.0 mm)to No.40
FfNE GR.4INED CLAYS T�� cuvs (0.42 mm)
SOlLS oacrwic sars nno atcswc s��n curs oF�ow
� PusnciTv Fine No.40(0.42 mm)to No.200
MORE THAN 5096 OF MH �NORG/ViC SIlTS,IACACEOUS OR DUTOMACEWS FlNE (0.074 RIRI)
MATERtAL IS SMIDV OR SILTY SOILS,ELASTIC SILTS Silt and Clay Finer than No.200(0.074 mm)
20o IEVE SIZE N� SlLTS AND LIQUID LIMIT CH
CLAYS GREA7ERTHlW50 ��GAftlC0.AY5OFHIGMPUSTIGlV
Moisture Content
OH �RGPNIG QAVS OF MEDIUM TO HIGM PL4STICIN.
ORGrWC SILTS
NlGHLY ORGANIC SOlLS pT �o•�MS�'^�saus win�wcH oacrwic Dry Absence of moisture
NOTES:I)Dual symbols are used to indiqte gravels or sand with 5129'o fines and soils with fines dassifying as CL-ML. Moist Damp but no visible water I'
2)Sym bols separated by a dash indicate borderline soil classifications. . I
3)The lines separating soil on the fogs represe�ts approximate boundaries only.The adual boundaries �Net Vsible water
may vary or 6e gr uaL
4 Soil Gassificatwn based on visual Gassification of soil is based on ASTM D2488-90.
5 Soil Classificadon using laboratory tests is besed on ASTM D2487-90.
6 Description of soil densdy w consisten�y is based on interpretation of bbw count data and/or test data.
Sampler and Other Symbol Descriptions Relative Consistency I
� Location of Grab Sample Fine-Grained Soils
�Approximate depth of perched water or ground water Very soft Easiy penetrated several inches by fist i
SoR Easily penetrated several inches by thumb
Asphalt Medium Stiff Penetrated by thumb with effoR
StiH Indented by thumb with effort
Very StiH Indented by thumbnail
Hard Indented with difficulry with thumbnail
.................._.........._............. ...... . ..... .. .. .... ...
_... I
NOTE: The depths on the test pit logs are shown in 0.1 foot increments,however these depths are
based on approximate measurements across the length of the test pit and shoutd be
o considered accurate to 0.5 foot.The depths are relative to the adjacent ground surface.
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� Icicle Creek Engineers Explanation For Test Pit Logs - Figure 3 I
Test Pit TP-1
CLIENT Amberwood LLC PROJECT NAME Beclan Place
PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street
DATE EXCAVATED 4I5lO6 TOTAL DEPTH 6.5 ft GROUND ELEVATION - LOGGED BY BES
EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 4.0 ft SZ CHECKED BY MSR
EXCAVATION EQUIPMENT Case 140K rubber-tire backhoe NOTES
w
_ • U a0 �w cq
a r MATERIAL DESCRIPTION Q O �g �� � REMARKS
�v (�J �tn �Z m
Q g
o �'
Dark brown silty fine SAND with gravel and fine roots(loose,moist) (topsoil) ��' SM
t.0 --
------------------------------------ -
Brown silty fine SAND with occasional gravel(medium dense to dense,moist to -
wet) (weathered glacial till) _-c
-a SM S_�
3.5 ="°
Light brown silty fine to medium SAND with gravel(dense to very dense,r�ist) —�
5 (glacial till) _� g_2
-� SM
��
6.5 �-�
Test pit completed at 6.5 feet on 4!5/O6
Slow ground water seepage observed at 4 feet
Disturbed soil sample obtained at 3 and 5 feet
Test Pit TP-2
CLIENT Ambervvood LLC PROJECT NAME Beclan Place
PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street -
DATE EXCAVATED 4/5/06 TOTAL DEPTH 7.0 ft GROUND ELEVAT10fJ LOGGED BY BES
EXCAVATI�N CONTRACTOR Amberwood LLC GROUND WATER 2.0 ft Q CHECKED BY MSR
EXCAVATION EQUIPMENT Case 140K rubber-tire backhce NOTES
w
c� a� ya.� �'
a x MATERIAL DESCRIPTION a p O°o w m w REMARKS
�v �J �Cn �Z m
Q g
o �
Dark brown silty fine SAND with fine roots(loose,moist) (topsoil) __''_'
- SM
t.5 -
� Brown silty SAND with gravel{medium dense,wet) (weathered glacial till)SZ --
N
� :� SM 'S-1
�
� _ -. -
-�o-.
� 4.0 - - - ---- �- -- -- ------ � -
� 5 Light brown silty SAND with gravel(dense to very dense,moist) (glacial till) _-�--
c� -
� �.{` SM S-2
U
.�
a �O 7_ _
� Test pit completed at 7.0 feet on d;5�06
� Moderate ground water seepage observed at 2 feet
n Disturbed soil sample obtained at 3 and 6 feet � �
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Icicle Creek Engineers Test Pit Logs - Figure 4
Test Pit TP-3
CLIENT Amberwood LLC PROJECT NAME Beclan Place
PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street
DATE EXCAVATED 4/5i06 TOTAL DEPTH 7.�ft GROUND ELEVATION - LOGGED BY BES
EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 3.0 k Q CHECKED BY MSR
EXCAVATION EQUIPMENT Case 140K rubber-tire backhoe NOTES
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Brown silry SAND with gravel(medium dense to dense, moist to wet) (weathered -_
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Test pit completed at 7.0 feet on 4/5106
Moderate ground water seepage observed at 3 feet
Disturbed soil sample obtained at 3 and 5 feet
Test Pit TP-4
CLIENT Amberwood LLC PROJECT NAME Beclan Piace
PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street
DATE EXCAVATED 4/5106 TOTAL DEPTH 5.0 ft GROUND ELEVATION - LOGGED BY BES
EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 2.0 ft � CHECKED BY MSR
EXCAVATION EQUIPMENT Case 140K rubber-tire backhoe NOTES
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- Disturbed soil sample obtained at 5 feet
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Icicle Creek Engineers Test Pit Logs - Figure 5
Test Pit TP-5
CLIENT Amberwood LLC PROJECT NAME Becian Place
PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street
DATE EXCAVATED 4/5106 TOTAL DEPTH 6.5 ft GROUND ELEVATION LOGGED BY BES
EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER None observed CHECKED BY MSR
EXCAVATION EQUIPMENT Case 140K rubber-tire backhoe NOTES
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Test pit completed at 6.5 feet on 4/5io6
No ground water observed
Disturbed soil sample obtained at 4 feet
Test Pit TP-6
CLIENT Amberwood LLC PROJECT NAME Beclan Place
PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street
DATE EXCAVATED 4/5/06 TOTAL DEPTH 6.5 ft GROUND ELEVATION LOGGED BY BES
EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 2.5 ft SZ CHECKED BY MSR
EXCAVATION EQUIPMENT Case 140K rubber-tire backhoe NOTES
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Test pit compteted at 6.5 feet on 4r5r06 � � �
`' Very slow ground water seepage observed at 2 5`eet I
� Disturbed soil sample obtained at 5 feet
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Icicle Creek Engineers Test Pit Logs - Figure 6
I
Test Pit TP-7
CLIENT Amberwood LLC PROJECT NAME Beclan Place
PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street
DATE EXCAVATED 4/5lQ6 TOTAL DEPTH 6.0 ft GROUND ELEVATION - LOGGED BY BES
EXCAVATION CONTRACTOR Ambervvood LLC GROUND WATER 3.0 ft SZ CHECKED BY MSR ,
EXCAVATION EQUIPMENT Case 140K rubber-tire backhoe NOTES �
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Test pit compieted at 6.0 feet on 4/5106
Slow ground water seepage observed at 3 feet ,
Disturbed soil sample obtained at 4 feet '
Test Pit TP-8
CLIENT Amberwood LLC PROJECT NAME Beclan Place
PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street
DATE EXCAVATED 4/5/06 TOTAL DEPTH 6.0 ft GROUND ELEVATION LOGGED BY BES
EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 2.0 ft SZ CHECKED BY MSR
EXCAVATION EQUIPMENT Case 140K rubber-tire backhce NOTES
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Slow ground water seepage observed at 2 feet
Disturbed soil sampte obtained at 5 feet
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Icicle Creek Engineers Test Pit Logs - Figure 7
Test Pit TP-9
CLIENT Amberwood LLC PROJECT NAME Beclan Place
PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street
DATE EXCAVATED 4,/5i06 TOTAL DEPTH 6.0 ft GROUND ELEVATION - LOGGED BY BES
EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 5.0 ft SZ CHECKED BY MSR
EXCAVATION EQUIPMENT Case 140K rubber-tire backhoe NOTES
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Disturbed soil sample obtained at 4.5 feet
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Technical Memorandum
Date: August 15,2012
To: Corey Watson Project Name: Beclan Place
Quadrant Corporation
From: Matt Miller, P.E. Project No: EE120195A
Subject: USDA Soil Classification
At your request AESI collected samples from lots 5,7,8,20,23,and 27 as a random sampling ofthe
surface soils on site.The samples were collected from a depth of about 1 to 2 feet below the finished
grade where the bottom of potential infiltration facilities would be on the individual lots. The
samples were tested for grain size distribution and classified according to the methodology of the
United States Department of Agriculture (USDA) as described in the drainage manual.
The grain size distribution of the samples were relatively consistent and result in a classification of
the soils as a Sandy loam.
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Associated Earth Sciences, Inc .
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Technical Memorandum
Date: August 15,20I2 !
To: Corey Watson Project Name: Beclan Place ,
Quadrant Corporation
From: Matt Miller, P.E. Project No: EE120195A
Subject: Detention Pond Liner
At your request AESI observed the excavation of one exploration pit within the footprint of the
proposed detention pond at Beclan Place. At this time the pond excavation has started and there is
about 6 feet left to get to the bottoin elevation of the pond and the sidewalls are exposed for visual
observation.
RPD Coilstruction excavated a pit to an elevation of about 2 feet below the bottom elevation of the
pond. The conditions encountered within the pit are dense to very dense glacial till for the ful l deptll
of the excavation. These conditions are similar to the sidewalls of the pond at this time.
' Based upon our observations it appears that the pond will be excavated entirely into dense glacial till.
Glacial till is known to have ininimal to negligible capability for infiltration. Therefore, it is our
opinion,based upon conditions observed, a liner will not be needed.
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9t1 FIFI'H AVENUE • SUITE 100 • KIRKLAND, WA 98033 • P:425/827-7701 • F:425i827-5424
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A1derNW
March 12, 2007
Project No. 61506
Mr. Steve Becic i
Amberwood LLC
19129 SE 14Sth Strcet
Rentoq Washington 98056
Subject: Wetland Evaluation/Habitai Study i
Beclan Place
lericho Avenue NE at NE 2°d Street I
Rerrton,Washington
Parcel#"s1523059065, 1523059090 and 1523059064
Dear Mr. Beck: �
As requested, we have conducted a wetland evaluation for the property located on the northwest comer of the
i�tersection of NE 2°� Str+act and Jericho Avenue, in the City of Re.nt�. The locatioa of the subject parcel is shown
on the attached Vicinity Map (Figure 1). The purpose of our work was to ideatify ihe limits of the wetland azeas on
and immediately adjacem to the subl�P�rh'•
In conducting our site wetland evaluation, we followed the general procedures for the routine on-site methodology as
outlined in the Washington State Wetlands Identificatron and Delineallon Munual (March 1997). 'Iliis procedure
involves analysis of vegetation patterns, soil canditions, and near-surface hydrology in making a deterrninabion of
wetland coaditio�ns.
Our scope of work included site visits in June,2006 to complete tbe wetland evaluation and flag the limits of the site
wetland. Tbe flagged wedaad points have been surveyed and piotted an project maps as shown oa project design
plans by Schweikl and Associates,and on the Site Map(Figure 2). .
WETLAND EVALUATION PROCEDURES
For the purpose of this study, we used the wetland definition adopted by the Environmental Protaction Agency(EPA)
and the Army Corps of Engineers{COE)for administering Sectioa 404 of the Cleaa Water Act.
According to this definition,we�lands are: �
"I'hose areas tbat are inundated or saturated by sarface water or groundwater at a frequency and
duration sut�icieM to support, and that under normal circumst�nces do support, a prevalence of
��egetarion typicatly adapted for life in saturated soil canditions. Wetlands �cnerally include
s�ramps, marshes, bugs, and snnilar areas." (33 CFR 323)
In �,�'ashingion State, the Shoretine Managemeirt Act and Growth :4fanagement Act ha��e amende� rhis dc;finition to
.;Yclude some�3°etland situations by adding the following sentences to the wetland definition:
S]S �'Vorth 59�h Street, Seattle, Washington 98103• +�hone (206)783-103fi emaii aldernwc�comcast.net
Mr. Steve Beck
� Macch 12, 2W7
Wetlands do not include those artificial wetlands intentionally created from non-wetland sites,
including but not limited to, irrigatio�n and drainage ditches, gass-lined swales, canais, detention
facilities, wastew�ater treatmeni facilities, farm ponds, and landscape amenities, or those wetlands
created after July 1, I990, that w�ere inteationally cre,ated as a result of the construction of a road,
street or Highway. Wetlands may include those artificial wetlands iirtentionally created from non-
wedand areas to mitigate the con�ersioa of wetlands.
Delineation procedures are based an diagnostic environmental indicators of wetland vegetation, wetland soils, and
wetland hydrology. These procedures, outlined in the Washingtar State Wetlandr ldentiflcatton and Delineation
Ma»ua! (March 1997) are commonly lmown as a Triple Parameter Method. By definition, an area is designaied as
wetlansd when there are positive inc#icators�or all three paran�eters.
A listing of plant species has been developed for use in the methodology for delineating wetland are�as. This listing
assigns plant species w one of five indicator status categories ranging from Obligate wetland species, which almost
always occur in wetlands, to Upland species, wluch rarely occur in wetlands. Under norn�al conditions, hydrophytic
vegetatian is d�ennined W b8 present if more than 50 percent of the daminant species are in the Obtigate (OBL),
Facultative Wetland(FACVV),or Facuhative(FAC)indicator categories.
I}ia�c indicators of hydric soils are related w soil saturation, which lcads to anaerohic conditi�s in the soil.
Under these conditions, decomposition of organic material is inhibitsd and soil minerals are reduced, creating
characteristic soil colors tl�at caa be quantified by comparisoa with Munsell Soil Color Charts. A chroma of one or
less in unmottled soils or a chroma of two or less in mottled soils genecally indicates a hydric soil. In addition, soils
that are saturate�during the growing sea.son satisfy a criterion fiar hydric soils. We used a hand auger and or siwvel
to collect soil sa�nples from depths of 8 to 18 inches,or below the A horizon.
Wetland hydrology is deSned as inundated or saturated soil oonditions f�r at least I4 consecutive days during the
growing season. If no water is present at the time of evaluation, other indicators may include topographic low points
� or channels, flood debris, complete abseuce of v�oq or presence of hydric soils.
GENERAL SITE CONDITIONS
The subject property is made up of thr�e parceb with a combined area af approximately 7.1 acres. It is loca.ted on
the west side of Jericho Avenue NE (144`� Avenue SE), norih of NE 2"d Street (SE 132°d Strcet) in the City of
Reaton,as iliustrated on Figure 1.
Adjacent properties to the north and on the east side of Jericho Avenue NE are occupied by existing single-family
residences. Praperties to the west and south are under dev�elopmecrt, or building c3evelopment applications are
P��B•
T�P�S�P�IY, � P�Th' is nearly flaz with a slight gradiern s}opiag dawn from northwest to southwest across
the site. Elevations range from about elev. 430 on the northeast property comer to about elev.410 aL the southwest
property corner.
Soils across the property and on much of the surrounding ara are mapped as Alderwood gravelly sandy loam (Soil
.�urvey a�'Ki�rg Counry, Washrngton, U.S. Soil Canservation Service, t973). The Aldenc�uod sc;ries is made up of
noderately well-drained soils that have a weakly to strongiy consolidated substratum at depths of bch�een 2� and 40
inches. The National Tc:chnical Cammitte� for H��dric Soiis dces not list the Alderwaod series as a hydric soil
although�vc,�tland conditions are common in depressional areas«ithin Alderw�ood soil units.
The�-estem section of the site is occuQied by a miYed canifer-deciduous fotest stand. Red alder(Rln:�s rubra) black
cottonwood(Populus balsamifera), big leaf maple (Acer macrophyllum), «estem red codar(Thuja plicata), «�estern
?roject No_615U6
Page No. 2
, Mr. Steve Beck
Manch 12,2007
hemlock (Tsuga heterophylla) and Douglas fir(Pseudotsuga menziesii) are the predominant tree species on the site.
S��nonberry(Rubus spectabilis),and Himalayaa blackberry(Rubus discolor)are the conunoa shrub species.
Until recendy there had beeu two houses on tl� eastern section of ihe property. The houses were tom down and
rcxnaved sometic�after earty April, 2006. Vegeiation on this sectiou includes the lawn and landscaping arowed the
homesites. There are scattered trees including several domestic fiuit trees. There are tall black cottonwood trees in a
line abng NE Second Street.
WETLAND AREA
We have identified the iimits of a wetland on the northwest comer of the Property. This wetland is part of a larger
area extending off the property to the west and north.
Vegetation within the wetlat� includes w�estern red cedar trees around the eastern margin of the azea. Black
cottonwood and red al�r are present azound the wettand where it extends off the property to the west. Salmonberry
is the predompnant shrub species.
Grades are somewhai lower within the wetland along ihe west property line where there is an old road ninning north
to south. Vegetatioa within this section where seasonal water levels are somewhai deeper, includes water garsley.
Using the U.S. fish and Wildlife Service wetland classificatian system (Cowardin et al, 1979), the wetland includes
three wettand habitat classes; Paiustrine dociduous forest, palustrine scrub-shrub and paiustrine emerge,at habitat.
It is our interpre�taation that the wetland satisfies the criteria for designation as a City of Renton Category 2 wetland.
The standard buffer for a category 2 wetiand in the City of Rernon is SOft.
WILDLIFE HABITAT
We have completed a wildlife and habitat evaluation of tbe project area, The purpose of our work was to documernt
the existing site conditions to ideatify habitats and potential wildlife use of the property. This work was undertaken
to decermine if there are critical habitats an the property which wauld be subject to regulation under Renton City
Code which identifies critical habitats as:
":those habitat areas which me�t any of ti�e follow-ing cri�eria:
i. The documentsd presence of species proposed or listed by the federal governmern or State of
Washington as endangered,threatened,sensitive,monitor,or priority;aad/or
ii. The presence of heron rookeries or raptor nesting areas;and/or
iri. Category 1 wetlaads(refer to subsection B7b(i)of this Section for classification criteria);and/or
iv. Portions of streams and their shorelines designated in the Renton Shoreline �Iaster Program,
RMC 4-3-090, as Conservancy or Natural{refer to the Resrton Shoreline Master Program).
c. Vlapping:
i. Critical habitats are identific;d by lisis, catc.�ories and definitions of species promul�at� by t��e
Washington Siate Department of Fish and Wildlife (�1on-game Data System Special Animal
Species) as identified in WAC 232-12-011; in the Priority Habitat and Species Program uf the
Washington State Deparnnent of Fish and Wildlife; or by rules and regulations adopted curreirtly or
hereafter by the U.S. Fish and l�Vildiife Service.
Project'Vo. 61�06
Page No. 3
Mr. Steve Beck
March 12, 2007
i.i. Referenced invertories and maps are to be used as guides to the general location and extent of I
critical habitat. Critical habitat w-hich is i�ntiSed in subsecrion BSb of this Seciion, but not shown
on the referenced inventories and maps, are presumed to e�cist in the City aud are also protected ',
under all the provisions of this section. �I
iii. The actual presence or absence of the criteria listed above as detemuned by qualified
professionals, shall govera the tr�neint of an iadividual building site or parcel of[and requiring �
compliance with these regutations.,,
During the course of site visits to complete the wetlaad site evaluation we also made notes regar�ding observation of
wildlife species observed on the site. i
The subjed property is occupied by two geaeral vegetation cover type. i..owland mixed for�est is the predaminant
vegetatian cover type across tbe west side of the property. The eastern section of the property is generally open grass
land around the azea which had beea occupied by tl�e exis�ng hrnnes. These cover types are ba.s�d � the habitat
categories listed in the King County A'lldlife Study Guidelines for SEPA (1993). Similar caiegories aze listed and '
described in the King County Wildlife Hab�tat Profile{198�). I
The lowland mixed foresi on the west side of the property is characteriz�ed as second or third growth mi�ced forest
with variation in the relative cover by canifers and deciduous trees. Forest cover on the southe�n portion of the azea ',
is generally dominated by deciduous trces primarily black cottonwood and red alder(Alnus rubra). On the northern �,
section of the area westem rad cedar westem hemlock(7'suga heterophylla)and Douglas fir(Pseudotsuga menziesii)
are present.
The e�stem sectian of the property is generally occupied by open grass/forb hahitai with scattered landscape and
orchazd trees and shrubs remaining fram tve tandscapiag. There is also a line of large black cottonwood trces along
the south side of the azea adjacent to NE 2'�Strcet.
W�
We have prepared a listing of wildlife species(Table 1) observed or likely to be presem on the property. This listing
is based on species occurrences noted in King Cow�ty Wildlife Hahitat Profrle(198'�and on persc�nal experience.
Amphibicros and Reptiles
Other tha.n the Pacific chorus frog (Pseudacris regilla), no amphibians were observed during our site visits. These
species are generaily inactive dwing fall and winter and are most frequently e,ncowrtered during spring and swiuner.
The cover types on this property,particularly the forested wetland and adjaceat second-growth forest, should provide
habitat for several other species of amphibians. The most likety species are the northwestem salamander
(Ambystoma gracile) and long-tced salamander (Ambystoma macrodactylum). The presence of amphibians on the '
site is limited by the absence of areas of standing water which might provide breeding habitat for amphibians.
The most likely reptile to be found in the ha.bitats on this property are garter snakes (Thamnophis spp.). Northern I,
alligator lizard (Elgaria coeruleu)are also possible residents. Table 1 tists other amphibians and repiiles tha.t wuid I
be expected in the habitats presern on this site. The species listed in Table 1 are based on tables pro�ided by King �
County(1987) for he habitats descnbed above and on our evaluation of t1�e cxisting site conditions.
Project No. 01�Q6
Page No. 4
Mr. Stere Beck
March 12,2U0'1
Birds
Because of tbeir high levels of da}�time activity and vocalizations, birds are the most commonly encountered group of
vertebrates. Some of the oommoaly observed species � the site were the black-capped chickadee (Parus
atrtcappilus), American robin (Turdus migratorius), winter wren (Troglodytes troglodytes), and song sparrow
(Melospiza melodia). A large mmtber of migratory songbirds including flycatchers, warblers, and vireos are
expected on this site during the breeding season.
The moet likely raptors to use this site are the great horned owl (Bubo vrrginiamas), Ccwper's hawk (Accipiter
cooperi), and red-tailed hawk(Buteo jamaicensis). Table 1 lists other bird species expected in the habitais available
on this property.
Mammals
Most mammals tend to be secretive and nocturnal, and our observations refled a relatively small proportian of
species that may actually exist on the subject property. We observed coyote(Canis latrans)scat on trails azound the
property. A large nest, probably buih by aa eastem gray squirrel (Scfurus carolinensis), was iocated in t�
deciduous forest near tbe north side of the property. Other common mammals that are likely to be present on the site
include opossum (Didelph�s virginiona), deer mouse (Peromyscus maniculatus), and raccoon (Procyon loror).
Several species of bats are also likely to be present in these habitats during the summer. Table 1 lists other mammal
species expected to occur in the habitats availahle on this site.
Threatened. EndanQered, or Sensitive(TES)Snecies Critical Habit
Two wildlife species included on Was6ington State listings of TES could be found an or in the vicinity of the subje�i
property. These include the Bald eagle(Haliaeetus leucocephalus), and pileated woodpeCker(Dryocopus pileatus).
Neither of the�e species is listed as threaten�ad in the state of Washington. The closest aquatic habitat which might
support either bull trout or Chinook salmon (Oncorhynchus tshawytscha), is in May Creek approximateiy 2 miles
south of the PropertY.
Bald eagles are found throughout the Puget Sound region. They are most commonly observed along lake or river
shores although tl�sey may be fiou� foraging wer a targe area and may roost in targer trees away from bodies af
w-ater. No bald eagles wer�e observe on or near the project site. The project site is away from acry large bodies of
water where ttiey would be lj7cely to build nests.
Pileated woodpeckers generally inhabit maiure and old-growth forests, or second-growth forests with sufficient large
snags and fallen trees (Rodrick and Milner 1991). Pileated woodpeckers are also reported to use open woodlands,
parks, and wooded suburbs (Ehrlich et al. 1988) and are regularly seen in those habitais in King County. They
excavaie cavities in snags or large dead branches for nesting and usually make a new nest cavity every year. Nest
snags are usually greaier thaa 27 inches in diameter and taller than 87 feet.
There are few large snags �vithin the subject property «�hich would 'be likely to be used by piteated woodpecker.
During our site risits we did not note the presence of any individuals nor did we note any trees with characteristic
pileatod woodpecker foraging cavities. There is not �ctensive habitai area on the property which is suitable for
pileatvd woodpecker foraging or nesting.
Projec[No. 61506
Page No. S
Mr. Steve Berk
�farch 12, 2007
Great blue herons are not included on the Washington Sta�te TES lists although the presence of heron rookeries is
identiSed as a critica!habitat in the City of Re�rton. No great blue henons w�ere obsen�ed on the site during our site
visits and there are no heron rookeries in the near vicinity of the project site.
Red-tailed hawks are likewise nat included on the Washington State TES lists although raptor nests ane identified as
critical habitai in the City of Renton. No red tail hawks ar nests were observed during our site visits.
Ba.sed on our�+eview of existing site canditions it is our conclusion thai ther�e are no critical habitat areas as defined in
the City of Renton codes, within or in near proximity to the Beclan Place project boundary.
We trust the infom�ation preseoied is sufficieat for your curre.nt needs. If you have any questions or r�quire
additional informatioq please call.
Sincerely yrours,
�►1 erNW
o� -
Garet P. Munger
Project Scientist
Encl.: Figure 1 Vicinity Map
Figure 2 Site Map �
Data Forms (6)
?ro;ect No. 61�06
Page �to. 6
TABLE 1
ANIMAL SPECIES OBSERVED OR POSSIBLE ON-SITE
Beclan Piace
Reaton,Washin;t�n
Common Name Scientit�c Kame
AMPHIBIANS
NoRhwestem Salamander .-�nrbystoma gracrle
Long-tced Salamander .4rnbystoma macrodactt�lura
Roagh-skinned Newt Tartcha gra�rulosa
Ensatina Ensatina eschscho!lzii
Westem Taad Bufo boreas
Pacific Chon�s rro� Pseudacrrs re��illa k
REPTILES
Nor[hem Alligator Lizard F'lgaria coerulea
Cotrunon Gatter Snake Thamnophis sirtalis X
W. Tetrestrial Garier Snake Tham�rophis elegans
Northa�estem Gar[er Snake 77ramnophis ordinoides
BIRDS
Sharp-shinned Hawk Accipiter strlatus
Coope�s Hawk .�lccipiter cooperi
Red-tailed Hawk Buteo jantaicensrs
American Kestrel Falco sparverrus
Rnck Dove ** Columba livia X
TABLE 1 (CONTINUED)
ANIMAL SPECIES OBSERVED OR EXPECTED ON-SITE
Bcclan Place
Renton,Was6ington
Commoo�tame Sckatific Nxme
BIRDS(Continued)
Band-tailed Pigeon Col�mba fasciata
Common Bam�otvl Tyto alba
Westem Scteech-owl Olus kennicottii
Great Home�d Owl Bubo virginiu�rus
Rttfous Hummingbird Selvsphoras rufus X
Downy Woodpecker Picoides pu6escens X
Northern Flic,ker Colaptes arrratus X
Pileated Woodpecker Dryocopus pileatus
Western Wood Pewee Conropus sordldulus
Willow FIycatcher Empidonax trai!!ii
Hammond's Flycatchet Empidonax hammondi!
Pacific Slope Flycatcher Erapidonax di�cilis
Tree Swallow Tacirycineta bicolor
�olet-green Swallow Tachycinetv thalassina
N. Rougtt-winged Swallow Stelgidopteryx serripennis
Cliff Swallow Hirundo pyrrhonota
Barn Swallow Nirundo rustica
Stelle�s Jay Cycmocitta stelleri X
American Crow Corvus brachyrhy►rchos X I
Black-capped Chickadee Parus atricappilns X
Chestnut-backed Chickadee Parus rujescerrs
Bushtit Psaltriparus minimus
Red-breaste�Nuthatch Sitta canadensis �
Brown Creeper Certhia americcura
Bewick's Wnen Thryomanes bewickii X
Winter Wren Troglodytes trogladytes
Gold�en-crowned Kinglet Regulus satrapa
Ruby�rowned Kinglet Regulus calenciu/a
Swaiason's Tttmsh Catharus ustUlatt�s
Herntit Thrush Catharus guttatus
American Robut Turdus raigratorius Y
Varied Tttnish I_roreus naer•ius
�Ldar Wax«�ing Bombycilla ceclrorum �
European Starling Sturnus vulgaris X
�olitary Vireo iireo solrtnrius
Hutton's Vireo G�reo huttoni
TABLE 1 (CON'IZNUED)
AI�iIMAL SPECIES OBSERVED QR EXPECTED ON-SITE
Beclan Place
Re.�rton,Washin�ton
Commoa Name Scieotiflc Name
BIRDS(Continued)
Wattiling V'u�eo T/ireo gihrus
Red-eyed V'uea G?reo olivaceus
Orange�crowned Warbler L'ermivora celata
Yellow Warbler Dendroica petechia
YelIow-nunped Warblet Dendrofca coratata
Black-ihroaied Grdy Watbler Dendroica nigrescens
McGilIivra}�s Warbler Oporornis to/nuei
Common Yellowthroat Geothlypis trichas
Wilson's Watfiler �f'ilsonia pusilla
Western Tanager Piranga ludovicicma
Biacic-headed Grosbealc Pheucticus melarrocephalus
Rufoas-sided Towhee Pipilo erythrophthalmus X
Song Sparrow .Llelospiza melodia X
VVhite-crowned Sparrow Zonotrichia leucophrys
Dark-eyed Junco Js�nco hyemalis
Red-winged Blackbird Agelarus phoeniceus
Brown-headed Cowbird .Nolothrus aler
Purple Finch Carpodacus purpureus I
House Finch CarpodacWs mexicanus
Fine Sisldn Carduelis pinus
American Galdfinch Carduelts tristfs
Evening Gmsbeak Coccothraustes vespertinus
House Sparmw •� Passer domesticus X
:MAMMAI.S
Comnnon Opossum Didelphis virgrniana
Trowbridge's Shrew .Sorex trowbridgei
Vagrant Sht�ew Sorex vcrgrans
Dusky Shrew Sorex obscarus
Pacific Water Shrew Sorex bendirei I
Shrew-mole .Veurotrichus gibbsi
Townsend's�1+iole Scapanus tou�nsendi
Pacific Mole Scapanus orarius
Litde 8rown 4tyotis ilyotis lucifugus
Yutna Myotis _ilvotis yumae�sis
Long�ared Myotis _4lvotis evotls
�
TABLE 1 (CONTINUED)
AivIMAL SPECIES OBSERVED OR EXPECTED ON-SITE
Beclan Place
Renton,Washingtos
Common Name Scientific Name
b'LAMMAIS(Continaed)
Eastern Cottonteil Sytvilagus floridanus
Mountain Beaver �3plodontia rafa
Townsend's Ctupmunk Eutamias townsendi
Eastem Gray Squirrel Sciurus carolinensrs
DOU�S�$(jUlltC] TU/1tJRSCJq7'f!S d011glQS!
Deer Mouse Peromyscus maniculotus
Bushy-taile�Woodrat 1Veotoma cinerea
Oregon Vole .tificrotus oregoni
House Mouse ,t�Ius rausculus
Raccoon Procyon lotor
Short-tailed Weasel .�lustela erminea
Long-tailed Weasel .lfustela frenata
SEriped Skunk .blephitis inephitis
Coyote Ccmis latrans
DATA FORM
ROUTINE ON-SITE WETLAND DETERMINATION
Describe General Site Site is forested in mixed deciduous/conifer Data Point No.: DP-1
Conditions: trees
Site Disturbance? East section had been residentia!with landscaping. Location: See site Map
Buildin s recent! demolished
VEGETATION
S
Dominant Plant Spacies ? � � Dominant Plant Species � � �
� `�' � 5 `�' �
1 .31nus rubra Fac T $
2 Populus balsamijera Fac T 9
3 Rubus spectabilis Fac S 10
4 Rubus discolor Upl S 11
5 Sprraea douglasii FacW S 12
6 13
7 14
Percent of dominant species that are OBL,FACW,and/or FAC: 8a
Is the hydrophytic vegetation criterion met? Yes Rationale: �Llore than 5090 species hydrophytic
SOIL
Soil Type: .-�lderwood Hydric Soils List: No
Histic Epipedon? ��10 Mottles? Slight �',ley�? No
Matrix Color: 10YR4/3 Mott1e Colors: Depth: 13"-16"
Other hydric soil indicators: No
Is the hydric soil Criterion met7 �'Vo R3tion3le: Chroma greater than 2 �
HYDROLOGY
Is the ground surface inundated? 1'�o Surface water depth: -
Is the soil saturated? �Vot in upper 18"
Depth to free-standing water in probe hole: -
Other field evidence hydrology: �Vo
Is the wetland hydrology criterion met? ��'o Rationale: �Vorrhydric soil, no evidence of sorl saturation.
WETLAND DETERMINATION
Are wetland criteria met? :�o
Rationale for wetland decision: .�on hydric soil.
Project Name: Beclan Place A1derNW
Field In�estigator(s): G. :Llunger �I8 North�9th Street
Project No.: 61�06 Date: 6-?0-06 Seattle,Washington 98103
DATA FORM
ROUTINE ON-SITE WETLAND DETERMINATION
Describe General Site Site is forested in mixed deciduous;'conifer Data Point No.: DP-Z
Conditions: trees
Site Disturbance? East section had been residendal with landscaping. Location: See site Map �
Buildin s recentl demolished
VEGETATION
S
Dominant Plant Species � � � Dominant Plant Species � � �
,� � � � v�
1 .4lnus rubra Fac T $
2 Populus balsamijera Fac T 9
3 Rubus spectabrlis Fac S 10
4 11
5 12
6 13
7 14
Percent of dominant species that are OBL, FACW,and/or FAC: 1�
Is the hydrophytic vegetation criterion met? Yes Rationale: 1Nore than SO'�species hydrophytic
SOIL
Soil Type: Alderwood Hydric Soils List: �'�o
Histic Epipedon? No Mottles? Slrght Gleyed? No
Matrix Color: 10YR4i3 Mottle Colors: Depth: I2"-16"
Other hydric soil indicators: No
Is the hydric soil criterion met? •�o Rationale: Chroma greater than 2
HYDROLOGY
Is the ground surface inundated? .�o Surface water depth: -
Is the soil saiurated? .Vot rn upper 18"
Depth to free-standing water in probe hole: -
Other field evidence hydrology: .Vo
Is the wetland hydrology criterion met? No Ration3le: �Vonhydric soil, no evidence of soi!saturation.
WETLAND DETER'1�IINATION
Are w-etland criteria met'? :��o
Rationale for rr�etland decision: .�'on hydrre soil.
Project Name: Beclan Place A1derNW
Field Investigator(s): G.:Llunger �18 North �9th Street
Project No.: 61506 Date: 6-?0-06 Seattle, Washington 98103
DATA FORM
ROUTINE ON-SITE WETLAND DETERMINATION
Describe General Site Site is forested in mixed deciduous/conifer Dafa Point No.: DP-3
Conditions: trees
Site Disturbance? East seclion had been residentia!with landscaping. Location: See site Map
Buildin s recentl demolished
VEGETATION
Dominant Plant Species � � � Dominant Plant Species � � �
� � � � � �
1 Alnus rubra Fac T $
2 Rubus laciniatus Upl S 9
3 Polystichum munitum Gpl H 10
4 11
5 12
6 13
7 14
Percent of dominant species tha#are OBL, FACW,and/or FAC: �
Is the hydrophytic vegetation cntenon met? .No �p�(e; Vegetation not hydrophytic
SOIL
Soil Type: .-llderwood Hydric Soils List: No
Histic Epipedon? No Mottles? Slight Gleyed? •�o
Matrix Color. I oYR4/3 Mottle Colors: Depth: 12"-16"
Other hydric soil indicaiors: �vo
Is the hydric soil criterion met? �'o Rationale: Chroma greater tharr 2
HYDROLOGY
Is the ground surface inundated? Vo Surface water depth: -
Is the soil saturated? Not rn upper 18"
Depth to free-standing water in probe hole: -
Other field evidence hydrology: ��'o
Is the wetland hydrology criterion met? •Vo Ratipnale: .Vonhydric soil, no evidence of soil saturatiorr.
WETLAND DETERMINATION
Are wetland criteria met? .�a
Rationale for wetland decisioa :Von hvdric sorl.
Project Name: eeclan Place A1derNW
Field Investigator(s): G. _t�lurrger �18 North 59th Street
Project No.: 61506 Date: 6-?0-06 Seattle, Washington 98103
DATA FORM
ROUTINE ON-SITE WETLAND DETERMINATION
Describe General Site Site is forested in mixed deciduousiconifer Data Point No.: DP-4 I
Conditions: trees
Site Dis�turbance? East section had been residential with landscaping. Location: See site Map
Buildin s recentl demolished
VEGETATION I
Dominant Plant Species � � � Dominant Plant Species � � � II
� � � �� �
1 Rubus discolor Up! S 8 I
2 Ranunculus repens FacW H 9 I
3 �llnus rubra Fac T 10 I
4 11 I
5 12 �
6 13 i
7 14
Percent of dominant species that are OBL, FACW,and/or FAC: 66
Is the hydrophytic vegetation criterion met? Yes Raiionale: :lsore than 50��species hydrophytic
SOIL !
Soil Type: Alderwood Hydric Soils List: .vo
Histic Epipedon? No Mottles? Slrght Gleyed? .vo
Matrix Color: 10YR4/3 Mottle Colors: Depth: ll"-IS"
Other hydric soil indicators: :�o
Is the hydric soil criterion met? �'Vo Rationale: Chroma greater than l
HYDROLOGY
Is the ground surface inundated? -�'o Surface water depth: -
Is the soil saturated? Not in upper 18"
Depth to free-standing water in probe hole: -
Other field evidence hydrology: ��`o
Is the wetland hydrology criterion met? .�o Rationale: .�'onhydric soil, no evidence ofsoi!saturation.
WETLAND DETER'VIINATION
Are�vetland criteria met? •�o
Rationale for w�etland decision �`'on hydric soil.
Project Name: Beclan Place AlderNW
Field Im�estigator(s): G• .�Iunger 518 North 54th Street
Project No.: 6ISOh Date: 6-?0-06 Seattle,Washington 98103
DATA FORM
ROUTINE ON-SITE WETLAND DETERMINATION
Describe General Site Site is forested in mixed deciduous/conifer Data Point No.: DP-S
Conditions: trees
Site Disttubance? East section had been residential with landscaping. Location: See site Map
Buildin s recentl demolished
VEGETATION
Dominant Plant Species � � � Dominant Plant Species � � �
.�`i' � S `i' �
1 Rubus drscolor Up! S $
2 Ranunculus repens FacW H 9
3 .�lnusrubra Fac T 10
4 Thuja plicata Fac T 11
5 12
6 13
, 7 14
Percern of dominant species that are OBL, FACW,and/or FAC: 75
Is the hydrophytic vegetation criterion met? Yes Rationale: �1�fore tha►r�0%species hydrophytic
SOIL
Soil Type: Alderwood Hydric Soils List: 1'�'0
Histic Epipedon? No Mottles? Slight (',leyed? �Vo
Matrix Color: IOYR4/3 Mottle Colors: Depth: 10"-IS"
Other hydric soil indicators: 1Vo
Is the hydric soil criterion met? �'vo Rationale: Chroma greater thcur 2
HYDROLOGY
Is the ground surface inundated? �Vo Surface water depth: -
Is the soil saturated? Not in upper 18"
Depth to free-standing water in probe hole: -
Other field evidence hydrology: .Yo
Is the wetland hy-drology criterion met? -�'o Ratipnale: .Vonhydric soil, no evidence oJsoil satnration.
WETLAND DETERMINATION
Are�r�etland criteria met? •`o
Rationale for�cetland dccision: .�-'on hvdric so1l.
Project Name: Beclan Place r'11derN'W
Eield Invesrigator(s): G..ttunger . �18 North�9th Strcet
Project No.: 61506 Date: �-?�-� Seattle, Washington 98103
� i
DATA FORM
ROUTINE ON-SITE WETLA��1D DETERMINATION
Describe General Site Site is forested in mixed deciduous'conifer Data Point No.: DP-6
Conditions: trees
Site Disturbance? East section had been residential with landscaping. Location: See site Map
Buildin s recentl demolished
VEGETATION
0
Dominant Plant Species � � � Dominarn Plant Species � � �
,.� v� ,� `�' cn
1 Rubus spectabilis Fac S $
2 Rubus discolor Gp! S 9
3 10
4 11
5 12
6 13
7 14
Percent of dominant species that are OBL, FACW, and/or FAC:
Is the hydrophytic vegetarion criterion met? Yes Rationale: SO%specres hydrophytic
SOIL
Soil Type: alderwood Hydric Soils List: .Vo
Histic Epipedon? No Mottles? Slight Gleyed? No
Matrix Color: IOYR4/3 Mottle Colors: Depth: 10"-1S"
Other hydric soil indicators: No
Is the hydric soil criterion met? •Vo ��p�e: Chroma greater than l
HYDROLOGY
Is the ground surface inundated? ,Vo Surface water depth: -
Is the soil saturated? Not in upper 18.'
Depth to free-standing water in probe hole: -
Other field evidence hydrology: .vo
Is the w�etland hydrology criterion met? .�o Rahonale: Nonhydric soil, no evidence of soi!saturation.
WETLAND DETERMINATION
Are�vetland criteria mc,�t? .�o
Rationale for��etland decision: .1 on hvdrre soil.
Project Name: Beclarr Place A]derjvW
Field Investigator(s): G. .tlunger " �18 North 59th Street
Project No.: 61506 Date: h-=�-�6 Seattle,Washington y8103
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VICINITY MAP
ALDE Beclan Pface �
R N V V Renton, Washington
Project No.61506 Date Mar., 2007 Figure 1 �
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,aPPRQXiMATE SCALE SITE MAP
$� a 80 160 feet � Beclan Place
_ � � Renton, Washington
I
Proj. No.61506 Date Mar., 2007 Figure 2
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SITE MAP
,APPROXIMATE SC,4LE Beclan Place
80 0 80 160 feet ' Renton, Washington
� �
Proj. No.61506 Date Mar., 2007 Figure 2