HomeMy WebLinkAbout03246 - Technical Information Report �
� "ELMHURST" RESIDENTIAL
� UBDIVISION
S
Renton, Washington
Technicallnformation Report
Pacific '�
Engineering '
Design, LLC
Civil Engineering, Surveying
and Planning Consultants i
Revised May 25, 2005 '
Revised March 7, 2005 ',
December 22, 2004 Pacific Engineering Job No. 02054
32y�
i
TECHNICAL INFORMATION REPORT
FOR
"ELMHURST" RESIDENTIAL SUBDIVISION
RENTON, WASHINGTON �
Revised May 25, 2005 �
Revised March 7, 2005
December 22, 2004
PREPARED FOR
Liberty Ridge L.L.C.
9125 — 10t" Avenue South
Seattle, WA 98108
Phone: (425) 226-1000
Fax: (425) 228-4924
PREPARED BY
Pacific Engineering Design, LLC
4180 Lind Avenue SW
Renton, WA 98055 �
Phone: (425) 251-8811
Fax: (425) 251-8880
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Ex�tREs MAY 6, 2007
TABLE OF CONTENTS
Page
LPROJECT OVERVIEW.............................................................................................. 1-2
II. OFF-SITE ANALYSIS................................................................................................3-16
IIL CORE AND SPECIAL REQUIREMENTS.............................................................17-18
IV. FLOW CONTROL/WATER QUALITY FACILITY ANALYSIS AND
DESIGN.............................................................................................19-36
1. HYDRAULIC ANALYSIS
2. EXISTIl�iG CONDITIONS
3. DEVELOPED CONDITIONS
4. DETENTION ROUTING CALCULATIONS
5. WATER QUALITY VOLUME
V. CONVEYANCE SYSTEM ANALYSIS...................................................................37-49
VI. EROSION/SEDIMENTATION CON'I'ROL DESIGN...............................................50
VII. SPECIAL STLJDIES AND REPORT ....................................................................51-158
I. Project Overview
Site Location and Project Proposal
The site of the proposed "Elmhurst" Residential Subdivision is located in Section 15,
Township 23 North, Range 5 East, W.M., northwest of the Bremerton Avenue N.E. i
N.E. 2"d Street intersection that is under construction as part of the Laurelhurst Phase 1
residential subdivision. The site consists of appro�mately 10.21 acres. The applicant
proposes to subdivide the site into 64 single-family residential lots, public street rights-
of-way, a storm water detention tract (Tract A) and an open space tract (Tract B).
Infrastructure construction to support plat development will consist of streets, curbs,
gutters, sidewalks, drainage facilities and utilities.
Site Use History
For more than forty years (up until just recently), the subject site has served as a base of
operations for a site work construction company followed by a public works construction
company. Several existing buildings are located on the site including a house that was
ultimately used in part as a dispatch office, a maintenance garage and office, a smaller
house with a detached garage, and a longstanding mobile home. The entrance into the
site (which is at the site's northwest corner) is paved and a paved parking area e�sts near
the buildings used in conjunction with the construction company operations. Gravel
parking and storage areas comprise much of the rest of the site. They were historically
used for parking of construction company trucks and construction equipment and for
storage of construction materials. Several remaining stockpiles of fill material
(appro�mately 10-feet high) are located in the northwest portion of the site.
Ezisting Site Condidons
An ephemeral stream (an upper reach of Maplewood Creek) lies along the site's entire
west property line and near the west portion of the site's south property line.
The site slopes from the north-northwest to the south-southwest at a rate ranging from
about of 3% to 5%. Some steeper slopes, ranging from approximately 20% to 40%, exist
along portions of the site's south and west property lines but those slopes generally occur
in small bands of only about 2 to 6 vertical feet. The site is mostly cleared with some
small strips of conifers/deciduous trees remaining near portions of the site's south and
west property lines. Some existing trees also lie amongst the buildings in the
northeasterly portion of the site.
Stormwater runoff from the previously-developed, northeasterly-most portion of the site
(generally the paved parking lot and the smaller house and mobile home to the north of it)
as well as some of the gravel lot to the west of that area drains to an existing catch basin
located in the north central portion of the site. That catch basin is connected to an 18-
inch diameter CMP culvert to the west that discharges onto a rip rap pad about 40 feet
from the site's west boundary. The drainage discharge from that culvert then travels via
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overland flow to the west into the ephemeral stream (as does overland flow from the
balance of the gravel lots in the north portion and west-central portion of the site). The
other existing buildings and the paved azeas behind them sheet drain to the south to the
exposed east end of an existing 12-inch diameter storm drain pipe within a localized low
area in the south-central portion of the site. That pipe runs to the west-southwest
conveying runoff into an existing low, flat-graded area in the southwesterly portion of the
site (north and east of the stream), an area that provides stormwater detention. During
storm events, water ponding in that detention azea overtops as a broad sheet of water to
the southwest into the stream.
Adjacent Developments in Process
The parcel of land to the north of about the eastern 60 percent of the subject site's north
boundary is the parcel that is the subject of a pending application to the City of Renton
for a 20-lot single-family residential subdivision under the name Ridgeview Court. The
Ridgeview Court project site is designed to drain to the west. Phase 1 of the proposed
Laurelhurst residential subdivision, which lies to the east and southeast of the south half
of the Elmhurst site's east boundary, is currently under construction. Except for
discharge from the Ridgeview Court site that will drain into Maplewood Creek upstream
of the Elmhurst site, neither of those two sites will drain into the Elmhurst site. Both of
those other two subdivision developments will have their own detention/water quality
facilities.
Proposed Elmhurst Detention and Water Quality Facility
Stormwater runoff for the Elmhurst proposal will be collected in a storm drainage system
and routed to a detention pond to be constructed within proposed Tract A in the
southwesterly portion of the site. The detention pond will be designed to meet the Level
2 flow control requirements and comply with the Basic Water Quality menu as specified
in the 1998 King County Surface Water Design Manual. The pond will be a combined
detention/water quality "wet pond" and will discharge through a "bubble-up" energy
dissipater catch basin, with the outflow then draining overland to the southwest through
the proposed 25-foot wide stream buffer to the ephemeral stream.
��
II. Off-Site Analysis
Upstream Tributary Area
Except for Maplewood Creek's intermittent flows to the south along generally the
westerly portion of the Elmhurst site,off-site storm water does not cunently enter the site
and is not anticipated to do so in the future.
Downstream Analysis
On November 8, 2004, Pacific Engineering conducted a site visit of the Elmhurst site's
downstream drainage corridor beginning at the site's southwest comer in the area of the
anticipated detention pond outfall. As mentioned in Section I, above,the outfall will
drain via overland flow into Maplewood Creek,the ephemeral stream which flows along
much of the site's west boundary and along a portion of the site's south property
boundary.
At the proposed detention pond outfall location,the stream is a heavily vegetated
drainage corridor approximately 4 to 6 feet deep with a bottom width of about 4 feet (see
photos 1 thru 4, this section). No apparent erosion was evident and no flows were visible
at the time of my site visit. From that point,the drainage corridor runs generally
approximately 600+feet to a 36"CMP that crosses Bremerton Place NE. At the
upstream end of Bremerton Place NE. crossing, a"birdcage" inlet structure has been
installed(see photos 5 thru 7,this section). This"birdcage"structure consists of two 12"
diameter inletting pipes entering a 60"concrete manhole and a 36"diameter CMP outlet
pipe. Rock rip rap has been installed from the top of the"birdcage" structure to the inlet
ends of the two 12" diameter pipes. The creek channel immediately upstream of the
Bremerton Place NE crossing is a broad, grass-lined channel approximately 8 feet deep
(see photo 4, this section). There did not appear to be any erosion in that channel.
The downstream end of the 36"diameter CMP roadway crossing has been rip-rapped for
a distance of about 40 lineal feet(see photos 8 and 9,this section). At the end of this
riprap stretch, there appears to be some erosion of the creek bottom(see photos 10 and
11, this section). At the time of my visit, the sides of the creek channel in this azea were
cut vertically to a depth of about 1 foot. The stream bottom was composed of small
rounded rocks (up to 8"diameter)within and downstream of this erosion area.
Downstream of the Bremerton Place NE roadway crossing, Maplewood Creek flows
within a deep channel approximately 300 feet to the location of the Laurelhurst
subdivision's pond outfall structure. At that location, a catch basin structure with grate
was observed at the channel bottom(see photos 12 thru 14,this section). This structure
appears to be an outfall from the existing Fernwood East subdivision. At the Laurelhurst
pond location, only a small flow was present in the creek and no channel erosion was
evident in the deep, wooded drainage channel.
��,
The following is a description of the downstream corridor from the Laurelhurst pond as
described by CORE Design in its Downstream Analysis found in the Preliminary
Drainage Calculations for the Laurelhurst Preliminary Plat submitted to the City of
Renton's Development Services Division. i
Downstream Analysis by CORE Design for the Laurelhurst Subdivision: II
See Figure 6—Downstream Hydrology, as an aid in the following discussion. I�!
On January 14, 2004, a site visit was conducted. The weather was cool, 45 '
degrees and overcast. The week prior to this site visit was moderately rainy and
cold.
The downstream portion of the investigation began at the southwest corner of the
project where the proposed outfall from the pond will be. This area fs a steep,
forested slope. The stream channel of the area of the proposed pond outfall is
wooded and steep. The energy dissipater proposed at the edge of the
Maplewood Creek will be located on the opposite side of the stream from an ,
existing structure that conveys stormwater from the plat to the west along ,
Bremerton Avenue. This outfall is about 30 feet upstream of the one proposed.
On the day of this report the stream was flowing, the water surface was about 10
feet wide with gravel and large cobblestones visible. Slow pools of water show
signs of sediment deposition and steeper stream channel areas show signs of bank
erosion and scour. The stream channel is heavily wooded with alders and low
brush in this area. Approzimately 0.3 miles downstream of the proposed pond the '
stream valley opened wider and this stream combines with a stream that flows ��
from the east. This stream cortveys the flow from the eastern S.S acres of the i
project site. �
From this location the slream valley opens even more. Isolated pools of sediment ,
deposition and steeper areas of erosion exist adong the channel here. This '
continues unti10.8 miles from the discharge point where the stream enters a pond
at the northeast edge of the Maplewood Golf Course.
Downstream Analysis— Special Note
The drainage area located on the eastern edge of the property receives
approximately S.S acres of runoff from the project site as detailed in the first
paragraphs of this section. This area, known as Puget Colony Homes, has had
significant storm water runoff complaints, (see King County Drainage Complaint
Map and individual complaint reports) received by the county both before and
recent conveyance system improvements and after. Rather than adding flows to '
this problematic basin and exacerbate[sicJ the situation, this project proposes to ',
remove the S.S acres from this basin and redirect it to the proposed pond which
discharges to a basin with more capacity. This redirecting of storm water may
reduce the level of problems in the Puget Colony Homes project. Note both these '
basins combine approximately 0.3 miles downstream of this project.
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Elmhurst
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#02054 2 November 8,2004
Elmhurst
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#02054 3 November 8,2004
Elmhurst
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6. Birdcage structure located in vegetated swalelchannel of Maplewood
Creek on west side of Bremerton Place NE.
#02054 4 November 8,2004
Elmhurst
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7. Birdcage structure located in vegetated swale/channel of
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#02054 5 November 8,2004
Elmhurst
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9. IVlaplewood Creek drainage channel east side of Bremerlon Place NE.
#02054 6 November 8,2004
Elmhurst
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crossing.
#02054 7 November 8,2004
Elmhurst
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#02054 9 November 8,2004
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#02054 10 November 8,2004
Elmhurst
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I
III. CORE REQUIREMENTS
SECTION 1.2 OF KCSW
1.2.1 CORE REQUIREMENT#1: Discharge at the Natural Location
The proposed project's storm water will be discharged to an ephemeral stream(a
tributary of Maplewood Creek)that intermittently flows along the site's west properly
line and along a part of the west portion of the site's south property line. The existing �
stream corridor is not located within a Landslide Hazard Drainage Area and is not '�
adjacent to or within any SAO-defined landslide, steep slope or erosion hazard areas.
1.2.2 Core Requirement#2: Off-site Analysis
This core requirement has been addressed elsewhere in this report. Please refer to the
Off-Site Analysis Section(Section II).
1.2.3 Core Requirement#3: Flow Control
On-site flow control will be provided by an on-site detention pond designed to Leve12
Flow Control using KCRTS analysis, a design that will match flows and durations,
effectively preventing severe erosion and sedimentation damage caused by development—
induced increases in flow-durations.
1.2.4 Core Requirement#4: Conveyance System
Site runoff will be collected by means of yard drains, catch basins and roof drains. �,
Collected runoff will be conveyed to the detention facility within pipelines designed to '
25-year peak flows and checked for flooding conditions at the 100-year event.
1.2.5 Core Requirement#5: Erosion and Sediment Control
During construction of the infrastructure for the Elmhurst subdivision, temporary erosion
control methods will be implemented to prevent sedimentation and erosion using those
methods as outlined in Section 1.2.5.1 of the KCSWDM. An NPDES General Permit for
Construction will be obtained and the conditions specified in that permit will be
implemented. Sedimenta.tion control of the construction of roads and utilities will be part
of the detention pond function.
1.2.6 Core Requirement#6: Maintenance and Operations �
This requirement will be fulfilled by the property owner until bonds have been released �I
and the and public drainage system(s)have been conveyed to the City of Renton.
1.2.7 Core Requirement#7: Financial Guarantees and Liability
Bonds and insurance in accordance with City of Renton requirements will be provided by
or at the behest of the owner during site construction and until the drainage facilities in
public street rights-of-way have been accepted by the City of Renton for ownership.
1.2.8 Core Requirement#8: Water Quality
Water quality for the project will be provided by means of a wet pond associated with the
detention facility designed per Section 6.4.1.2 Basic Wetpond and Section 6.4.4.2
Combined Detention and Wetpond(Basic and Large).
SPECIAL REQUIREMENTS -SECTION 1.3 OF KCSWDM
1.3.1 Special Requirement#1: Other Adopted Area Specific Requirements
No other area specific requirements are applicable.
1.3.2 Special Requirement#2: Flood Plain/Floodway Delineation
The 100-year flood plain(co-existent with the ordinary high water mark)for Maplewood
Creek was mapped as part of the work performed by Shannon and Wilson(see report,
section VIII). This line was used to establish the 25-foot buffer line that divides Tract B
from the rest of the plat as shown on the civil plans.
1.3.3 Special Requirement#3: Flood Protection I�acilities
Not applicable to this site.
1.3.4 Special Requirement#4: Source Controls
Not applicable to this project.
1.3.5 Special Requirement#5: Oil Control
Not applicable to this project.
IV. FLOW CONTROL / WATER QUALITY
FACILITY ANALYSIS AND DESIGN
IV.1 HYDRAULIC ANALYSIS
The drainage analysis used King County RunoffTime Series (KCRTS) software version
4.2. The on-site soils are(AgC)Alderwood Series KCRTS Soil Group Till. The
proposal is located in Sea-Tac rainfall region with a scale factor of 1.0.
IV.2 EXISTING CONDITIONS
The site of the proposed Elmhurst Subdivision encompasses approximately 9.45 acres.
Using the topography map based on field survey of the site, the existing impervious
surface (pavement, buildings, decks, concrete pads and sidewalks) has been determined
to be approximately 2.28 acres. A total basin of 9.45 acres has been used for detention
design. (That total basin area includes the area of the Bremerton Avenue NE right-of-
way along the Elmhurst site's easterly property line as far east as the quarter-section line
and all of Tract B as shown on the preliminary plat map). The remaining 9.45-2.28=7.17
acres is assumed to be till lawn(although much of that area is existing, hard-packed
gravel parking/ storage areas previously used for construction equipment parking and
storage).
IV.3 DEVELOPED CONDITIONS
T`he Elmhurst preliminary plat proposes 64 single-family homes on a net site (following
deduction of right-of-way, access easements and critical areas) of 9.45 acres, which is
equal to a density of 8.93 DU/GA. From Table 3.2.2.D of the 1998 King County Surface
Water Design Manual, the percent of expected impervious area for a site with this gross
density is 75%. Based on calculations from our preliminary plat map for proposed rights-
of-way, and assuming that each lot will be approximately 50% impervious, we estimate
that the actual impervious area of the site will be about 75%. Thus, we have used 75% in
our detention calculations. The remaining 9.45 —6.74 = 2.71 acres is assumed to be till
lawn. These calculations include Tract B which allows for some additional over-sizing of
the pond at this point.
IV.4 DETENTION ROUTING CALCULATIONS
The City of Renton requires that Leve12 Flow Control Standard be applied to this
project. This standard requires "maintaining the durations of high flows at their pre-
development levels for all flows greater than one-half of the 2-year peak flow up to the
, ,
;
50-year peak flow." Also, the pre-developed peak flow rates for the 2-year and 10-year
runoff events are also maintained when applying the Level 2 flow control standard.
Using the appropriate release rates,the developed time-series were modeled in a pond
with 3:1 side-slopes, 3 feet of water depth (live storage) and a pond bottom of 10,500
square feet. A three-orifice control structure was designed to meet the release rates and
frequency duration standards. These calculations have been included. Based on our
calculations, the volume required to meet the Leve12 Flow Control Standard for the site
is 47,169 cubic feet. The detention volume for the detention portion of the pond as
currently shown on the plans is 48,383 cubic feet .
IV.S WATER QUALITY VOLUME
The basic water quality menu (KCSWDM 6.4.1.1 page 6-68) for a basic wetpond data is
as follows:
Vr=[(0.90)(Ai) + 0.25 (Atg)](R/12)
Ai =impervious surface= 6.74 acres
Atg= area soil covered with grass=2.71 acres
R=rainfall from mean annual storm 0.47"
Vr=[(0.90)(6.74)(43560) + 0.25 (2.71)(43560)](.47/12) =11,505 c.f.
Vb = (11,505)(3) =34,515 c.f.
Dead Storage Required= 34,515 c.f.
Dead Storage Provided= 36,199 c.f.
,�
SCALE FACTOR OF 1.000002187vWA5 APPLIED TO THE GRID �
- COGRpINATES FOR SHOWN GROUND OlSTANCES, �
:
� _ ,� I
PROPOSED DETENTlON POND Q �
-
CELL 1 (DEAD STORAGE) �
- 386 l,904 SF '�
- 388 + 3.096 SF �
�
5.000 SF x 2' = 5,000 CF Q
_ 2
CELL 2 (DEAD STORAGE) �+-+
387 6,264 SF �
388 + 7,485 5F rn
13,505 SF x 1' = 6,753 CF �r�
2 �
BOTH CELL'S (DEAD STORAGE) ; �
388 10,785 SF r �
390 + 1,3,661 SF � �.
24,446 SF x 2' = 24,446 CF � �
2 5,OQO CF � It '
6,753 CF T �+
� + 24,446 CF 1. Q
, TOTAL DEAD STORAGE = 36,199 CF � �
BOTH CELL'S (LlVE STORAGE) � �
390 13,661 SF � �
_ 393 + 18,594 SF F � �
32,255 SF x 3' = 48,383 CF
2
TOTAL LlVE STORAGE = 48,383 CF PRJJEC� NCi,:
LIVE STORAGE REQUlRED; 47,169 CF DRAWU 6Y;
LI VE S TORA GE PROVf DED: 48,383 CF
ISSUE DATE:
TOP OF BERM E�EVATION = 394.0
- SHEE- RE`�'.
EMERGENCY GVERFLOW ELEV.= 393.0
BOTTOM OF LIVE STORAGE ELEV. = 390.0
DEAD STORAGE REQUIRED: 34,5i5 CF �ETEt
POND
DEAD STORAGE PROVIDED: 3b,199 CF
B07TON OF DEAD STORAGE ELEVATION = 386.0
SEDlMENT ELEVATIOIV = 385.0 (1ST CELt ONLY)
'��:�t�;�•�lf�J:
CHECKED FOR COMPLIANCE RECOMMENDED
TO CITY STANDARDS FOR APPROVAL � ,
nntP t...,
(King County 9-2002)
21A.12.030 ZONING
21A.'f2.030 Densities and dimensions-residential zones.
A. Densities and dimensions-residential zones.
RESIDENTIAL
z wrrtK uneiw uww
� RE- RESWENTIAL
N g�
E
9
STANOMUS R4 It/4d RA-10 RA-20 UI R-7(17� R1 R�E Ra R-77 R-1! R-t1 RJ!
25
Bw Oe'rttJr. 0.2 03 0.1 ODS 0.2 1 - � 8 ! 12 1! ZI A
D�nMIYg duhc A�lx A�hc �O dWsc bdac AYu Auhc tlWac dd�e Aihe dWae dWac
' UnmAcrs (�il I�
1��
raamum oensny: o,t ow 6 9 �z �e n ac n
DwNOrgUM/Kre tlWac tlufae dWac AW�c dWac dWac dW�c tlWc dulae
��� �m� � 1�1
Nln4nvnDrWly. �1L !4% 65% !0% 79% 70% fi9%
� l��i 1��I It�1 (+al f�� (tn l+at
I�N I�el f�s1
(pl
MlnYnm Lot Ma(13� 1.875 3.75 75 ae 15 x
ae ae
MlnYnunlot 775f1 133fl 733R 1S5R 35A 8R 7011 ]O11 3011 JOR 70R 30}I y0R
w� m m
r��
MlnYnun30wt 70f1 30R 30f1 30ft 30t 20R 7011 1�f1 10E 70R 7011 7R 10R
9emack I91 (91 (91 l91 (�l (7� l� (el Iel lal 1e1 RI lsl
(�1
MlnYnunlnWior 511 1011 1011 tOR 5R SR 5R SR S11 511 SR S1l 51l
s.m.�. i� �� �,� �� m m �+a no� am c+m
t»ne�
BaeFYlght 1011 NR �OR �OR 3511 1511 �R 75R �5R e0R BOR 8�11 BOR
(<) �511 �5 fl BO 1l 8011 8011
(74) (1Q �14) (�h (��
Maxlmun Imp�Mdo 75X M% 15% 125% 30X �O% 53% 70% 75X BS% 15% 99Y. 90X
su.ac.: p�� ���� ���� ���� ���� ����
Pmv�fT 1�91 (»I (»I n�f
B. Development conditions.
1. This maximum density may be achieved only through the application of residential density
incentives in accordance with K.C.C. chapter 21A.34 or transfers of development rights in accordance
with K.C.C. chapter 21A.37,or any combination of density incentive or density transfer. Maximum density
may only be exceeded in accordance with K.C.C. 21A.34.040F.1.g.
2. Also see K.C.C. 21A.12.060.
3. These standards may be modified under the provisions for zero-lot-line and townhouse
developments.
21A-104
,
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" MARTIN'S ACRE T ACTS UNRECORDED (APi'UCA�1'IUN PF_NOING AT CITY OF RENTON) � � U�(�
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— — — � �--� � � � `� � � < ^ � �,\ / � � : "' — — ' �� � . 388 + 3.096 SF
� /
- tw J �L — -� �, ��� 5O��, �� � � '� �" — ` — r � � 5.000 SF x 2' = 5,000 CF
,� ; �
/ � � � � f�" j � � , ��� 2
{ — — � � ; � � ; .- --`�
f_, �
_ _ < ��� � � �` �� �;; � �' 1 � � CELL 2 (DEAD STORAGE)
� ; \� r � � e�' O
� _ � ` — — _ \' .'r)' �\ � �o� ,- ��'��. / � " ,�. �'' �,�rn`�m i I ' � -� 387 6,264 SF
� + 1 i � � '� - / \ �°, .
� � � / °` . ' � 1
�- � I 1��-'y�` �- � �� x �� f • ;;�� � ` � '� \ � � I t , ( : � � 388 + 7,485 SF
� I I 1 ` ��\ � ,� ,' yT- }, , � ' � ' � � 7 3,505 SF x 1' = 6,753 CF
� � � , 52 �� � � .� � � % 1 � , � , ��j, ' � �
: >> � . � tl � ! �
I i �11 � �� ��. �; ! � / " � i �� i � � � M 1 J � BOTH CELL S (DEAD STORAGE)
� � . � �. / �� i � ! � � !
� � + 1 ` / � :% �� � � � � � � , � � 388 10,785 SF
� ' 1 / � � � � CEt1,. 1 ^� � � I ; 390 + 13,661 SF
� � � � '' "�� � ��o � ' � / � 24,446 SF x 2' = 24,446 CF
I i � � � ' , `� � ,�9�� ��,���°� a, i i M �,, � 2
i � / /1 � / \ ,� �"°j' / � � i !� 5,000 CF
I � "' \ � , � 6,753 CF
� � �? < < / � � � ; � � + 24,446 CF
� , ,
L � � � ' • .i o �90 � �� 1 ' .' �-J � TOTAL DEAD STORAGE = 36,199 CF
,-
_ — � . � � �y�$ i � { l —
- — � i I 9 �
�- " ' ; CELL 2 � � � 3' � � BOTH CELL'S (LIVE STORAGE)
` . / � .
.,�►• 'g`_.. __ �- ../ � , , ' � � � T�i4�iT /Q ' � I 1 F' ,�ti' ,` 390 13,6fi i SF
3 . - ti
� _ — � ,� '� �_ � � � � �
s �
393 + 18,594 SF
' /� � �` ±:;. '� 1 (DETENTION) ��1 ^ I � ; � ,�yg f 32,255 SF x 3' = 48,383 CF
� % \ � i / jl � - � 2
/, � � / / � I ) / �
� i
� � � � � 1 _ -- � ' \�� a �,:� �� � �6' �,�a;' ; TOTAL LI1/F STORAGE = 48,383 CF
� � r � � � , 1���°; � ? ��9 , ,� ;�; ' ,
� � % � � \ � � 2i i / !- � LIVE STORAGE REQUIRED: 47,169 CF
� _ � � + � - , 1 22 �,� '` � 3 9� ! i � I % � �
� � �' ��� J 21 � ' " ��� ���g�o � -` � ��`� LIVE STORAGE PROVIDED: 48,383 CF
� � . -� I I 1 1 "� \ �� ' � �9 �' � ' ' ^
,, - \
. _._35a.~I 2� 1 � � \ ` s / / � �ij \ / _
� :.
--i . � I � � �� ���� "` � , � i � TOP OF BERM ELEVATI'ON 394.0
� � I I _ � � 1 ��° � - � � � / p; i i �
� � � ( � . _ _L �-��-- ' _ � ��_ — -- ' -- � ;'���--' ,�y� � . � EMERGENCY OVERFLOW ELEV.= 393.0
�; � ` -- �� � �
I ,_..I s- � ;
� �.' I ' S9� I i J f �` _ - �- �� a% �� r�� ,� ' BOTTOM OF LIVE STORAGE ELEV. = 390.0
;;I / •Z � i�p% r r
i 39
� - 3so- ��— _ — �=-- _ - -- � l, -- � �� ;� ;rr ,� � � DEAD STORAGE REQU/RED: 34,515 CF
` � �
` r —�aa- _ _- — `" .- � i �'
'� — �..�f�' � — ' � .fi �agf.� -- / _._- — `- � � i,
I. '_ —_ v r. r r' ' �" ��'
,�� — --,- - ��„_ — _ � - .. , . — —� `� T���w �- � '� DEAD STORAGE PROVlDED, 36,199 CF
� ` � � � EX, STR�AD4 �- :�2— ` -- — — ' �i4� 1 _ ._ - ' .
�- - � � :
� ' �5b� J �J ='�°� � — �(�P_�N.,SPACE� BOTTON OF DEAD STORAGE ELEVA170N = 386.0
� - - ' �� ' � __ _� -_ � .� — r — _ , - - "` — � � — � a° — — ------ _ ,
� � ;a:, �ei. �d �
_ �� l �� ' � _��—r-
3.2.2 KCRTS/RUNOFF FILES METHOD—GENERATING TIME SERIES
.TABLE 3:Z.Z.B�QUIV:4,�ENC.'E`B�'I'VVEEN�SCS 54IL TXPES AND KCRTS`SOIL_.TXPES.'
.�.
SCS Soil Type SCS KCRTS Soil Notes
Hydrologic Group
Soil Group
—.—� Aldervvood (AgB,AgC,AgD) C Till
Arents,Alderwood Material (AmB,AmC) C Till
Arents, Everett Material (An) B Outwash 1
Beausite (BeC, BeD, BeF) C Till 2
Bellingham (Bh) D Till 3
Briscot (Br) D Till 3
Buckley(Bu) D Till 4
Earlmont (Ea) D Till 3
Edgewick (Ed) C Till 3
Everett(EvB, EvC, EvD, EwC) A/B Outwash 1
Indianola (InC, InA, InD) A Outwash 1
Kitsap (Kp6, KpC, KpD) C Till
Klaus (KsC) C Outwash 1
Neilton (NeC) A Outwash 1
Newberg (Ng) B Till 3
Nooksack (Nk) C Till 3
Norma (No) D Till 3
Orcas (Or) D Wetland
Oridia (Os) D Till 3
Ovall (OvC, OvD, OvF) C Till 2
Pilchuck (Pc) C Till 3 �
Puget(Pu) D Till 3
Puyallup (Py) B Till 3
Ragnar(RaC, RaD, RaC, RaE) B Outwash 1
Renton (Re) D Till 3
Salal (Sa) C Till 3
Sammamish (Sh) D Till 3
Seattle (Sk) D Wetland
Shalcar(Sm) D Till 3
Si (Sn) C Till 3
Snohamish (So, Sr) D Till 3
Sultan (Su) C Till 3
Tukwila (Tu) D Till 3
Woodinville (Wo) D Till 3
Notes:
1. Where outwash soils are saturated or underlain at shallow depth (<5 feet) by glacial till,they should
be treated as till soils.
2. These are bedrock soils, but calibration of HSPF by King County DNR shows bedrock soils to have
similar hydrologic response to till soils.
3. These are alluvial soils,some of which are underlain by glacial till or have a seasonally high water �
table. In the absence of detailed study, these soils should be treated as till soils. .
4. Buckley soils are formed on the low-permeability Osceola mudflow. Hydrologic response is
assumed to be similar to that of till soils.
� �
1998 Surface Water Design Manual 9/1/98
3-25
SECTION 32 RUNOFF COMPUTATION AND ANALYSIS MEI'HODS
,� �� ���� � :,n � ,� � ��;;. , .:, � .: � . �_
�' T�,�.'BLE��.°2�'�PER`�GEt�T'IMPERVTQI75�G4VERA.iGE:�OREXISTING:RESIDENTIA,L AIZEAS
Dwelling Units/Gross %Impervious�'� Dwelling Units/Gross %Impervious
Acre Acre
1.0 DU/GA 15t2� 4.5 DU/GA 46
1.5 DU/GA 20 5.0 DU/GA 48
2.0 DU/GA 25 5.5 DU/GA 50
2.5 DU/GA 30 6.0 DU/GA 52
3.0 DU/GA 34 6.5 DU/GA 54
3.5 DU/GA 38 7.0 DU/GA 56
4.0 DU/GA 42 7.5 DU/GA 58
For PUDs, condominiums,apartments,commercial businesses,and �
industrial areas, percent impervious coverage must be computed.
Notes:
�'� Includes streets and sidewalks.
��� These figures should be adjusted by the effective impervious fraction given in Table 3.22.E, if
applicable. Values from Table 3.2.2.E may be interpolated as necessary.
TABLE:3.2.2.E EFFECTIVE IMPERVI4US FRACTiON"�
Land Use Predevelopment Post-Development
Commercial, Industrial,or Roads with Collection System 0.95 1.00
Multi-Family or High Density Single Family�2�(>4 DU/GA) 0.80 1.00�3�
Medium Density Single Family�2�(4 DU/GA) 0.66 1.00�3�
Low Density Single Family�2� (1 DU/GA) 0.50 1.00�3�
Rural�2�(< 1 DU/GA) 0.40 1.00�3�
GraveUDirt Roads and Parking Lots, Roads without 0.50 0.50
Collection System
Notes:
�'� The effectrve impervious fracction is the fraction of actual total impervious area connected to the
drainage system. These figures should be used in the absence of detailed surveys or physical
inspection (e.g.,via pipe, channel, or short sheet flowpath).
�z� Figures for residential areas include roadways.
�'�� Where downspout infiltration is used, roofs are not counted as impenrious area when sizing the flow
control facility. Roofs are considered grass where downspouts are dispersed in rural residential
development, or where dispersed flowpaths exceed 50 feet in urban residential development(see
Section 5.1.2 for limitations on roof downspout dispersion).
9/1198 1998 Surface Water Design Man�al
3-28
Version 4.42b I
.les will be read/wr;tten in the Dorking Directory
ig Directory:P �Project Files�02054 Elmhurst�KCRTS-REVISED POND
KCRTS Coanand
CREATE a new Time Series
Production of Runoff Tine Series
�oject Location : Sea-Tac
:omputing Series : predev.tsf
ial Scale Factor : 1.00
Data Type : Reduced
ng Hourly Time Series File
Loading Time Series File:C:�KC_SIJDH�KC_DATA�STTG6UR.rnf 8
�rass 7.17 acres Scaling Yr: 8
Loading Time Series File:C:�KC_SWDM�KC_DATA�STEI60R.rnf B
�ious 2.28 acres Adding Yr: 8
Total �rea : 9.45 acres
lis-'---�ge: 2.59 CFS at 6:00 on Jan 9 in Year 8
Storing Time Series File:predev.tsf 8
Time Series Canputed
KCRTS Comnand
CREATE a new Tine Series
Production of Runoff Time Series
�oject Location : Sea-Tac
:omputing Series : dev.tsf
ial Scale Factor : 1.00
Data Type : Reduced
.ng Hourly Tine Series File
Loading Time Series File:C:�KC_SODM�KC_DAT��STTG60R.rnf 8
�rass 2.71 acres Scaling Yr: 8
Loading Time Series File:C:�KC_SADM�KC_DATg�STEI60R.rnf S
�ious 6. 74 acres Adding Yr: 8
Total Area : 9.45 acres
?ischarge: 3.76 CFS at 6:00 vn Jan 9 in Year 8
Storing Tine Series File:dev.tsf 8
��y���a 0`��I �'.r�i����#+�?� Time 5eries Computed
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
1.19 4 2/09/O1 2:00 2.59 1 100.00 0.990
0.814 7 1/05/02 16:00 1.47 2 25.00 0.960
1.47 2 2/27/03 7:00 1.25 3 10.00 0.900
0.702 8 8/26/04 2:00 1.19 4 5.00 0.800
0.887 6 10/28/04 16:00 1.16 5 3.00 0.667
1.25 3 1/18/06 16:00 0.887 6 2.00 0.500
1. 16 5 11/24/06 3:00 0.814 7 1.30 0.231
2.59 1 1/09/08 6:00 0.702 8 1.10 0.091
Computed Peaks 2.22 50.00 0. 980
, �,y
:,
;
Flow Frequency Analysis I
Time Series File:dev.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
1.88 6 2/09/O1 2:00 3.76 1 100.00 0.990
1.56 8 1/05/02 16:00 2.52 2 25.00 0.960
2.25 3 2/27/03 7:00 2.25 3 10.00 0.900
1.73 7 8/26/04 2:00 2.07 4 5.00 0.800
2.07 4 10/28/04 16:00 1.99 5 3.00 0.667
1.99 5 1/18/06 16:00 1.88 6 2.00 0.500
2.52 2 10/26/06 0:00 1.73 7 1.30 0.231 '
3.76 1 1/09/08 6:00 1.56 8 1.10 0.091
Computed Peaks 3.34 50.00 0.980
Retention/Detention Facility
Type of Facility: Detention Pond I'
Side Slope: 3.00 H:l�
Pond Bottom Length: 135.00 ft
Pond Bottom Width: 100.00 ft
Pond Bottom Area: 13500. sq. ft
Top Area at 1 ft. FB: 19716. sq. ft
0.453 acres
Effective Storage Depth: 3.00 ft
Stage 0 Elevation: 100.00 ft
Storage Volume: 47169. cu. ft
1.083 ac-ft
Riser Head: 3.00 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 3.45 0.559
2 2.25 4.05 0.385 8.0
3 2.55 3.85 0.270 6.0
Top Notch Weir: None
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation Surf Area
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft)
0.00 100.00 0. 0.000 0.000 0.00 13500.
0.04 100.04 541. 0.012 0.061 0.00 13556.
0.07 100.07 949. 0.022 0.087 0.00 13599.
0.11 100.11 1494. 0.034 0.106 0.00 13656.
0.14 100.14 1904. 0.044 0.122 0.00 13698 .
0.18 100.18 2453. 0.056 0.137 0.00 13755.
0.22 100.22 3004. 0.069 0.150 0.00 13812.
0.25 100.25 3419. 0.078 0.162 0.00 13855.
0.29 100.29 3975. 0.091 0. 173 0.00 13912.
0.39 100.39 5373. 0.123 0.201 0.00 14055.
0.49 100.49 6786. 0.156 0.225 0.00 14200.
0.59 100.59 8213. 0.189 0.247 0.00 14344.
0.69 100.69 9655. 0.222 0.268 0.00 14490.
0.79 100.79 11111. 0.255 0.286 0.00 14636.
0.89 100.89 12582. 0.289 0.304 0.00 14783.
0.99 100.99 14068. 0.323 0.321 0.00 14931.
1.09 101.09 15568. 0.357 0.337 0.00 15080.
1.19 101.19 17084. 0.392 0.352 0.00 15229.
1.29 101.29 18614. 0.427 0.366 0.00 15379.
1.39 101.39 20159. 0.463 0.380 0.00 15529.
1.49 101.49 21720. 0.499 0.394 0.00 15681.
1.59 101.59 23296. 0.535 0.407 0.00 15833.
1.69 101.69 24886. 0.571 0.419 0.00 15986.
1.79 101.79 26493. 0.608 0.432 0.00 16139.
1.89 101.89 28114. 0.645 0.444 0.00 16293.
1.99 101.99 29751. 0.683 0.455 0.00 16448.
2.09 102.09 31404 . 0.721 0.466 0.00 16604.
2.19 102. 19 33072. 0.759 0.477 0.00 16761.
2.25 102.25 34081. 0.782 0.489 0.00 16855.
2.29 102.29 34756. 0.798 0.494 0.00 16918.
2.33 102.33 35434. 0.813 0.513 0.00 16981.
2.38 102.38 36285. 0.833 0.541 0.00 17060.
2.42 102.42 36969. 0.849 0.577 0.00 17123.
2.46 102.46 37655. 0.864 0. 623 0.00 17186.
2.50 102.50 38344. 0.880 0. 677 0.00 17250.
2.55 102.55 39208. 0.900 0.743 0.00 17330.
2.59 102.59 39903. 0.916 0.783 0.00 17393.
2.63 102.63 40600. 0.932 0.813 0.00 17457.
2.67 102.67 41299. 0.948 0.850 0.00 17521.
2.71 102.71 42001. 0.964 0.892 0.00 17585.
2.75 102.75 42706. 0.980 0.940 0.00 17650.
2.79 102.79 43413. 0.997 0.992 0.00 17714 .
2.83 102.83 44123. 1.013 1.100 0.00 17779.
2.87 102.87 44836. 1.029 1. 130 0.00 17843.
2. 91 102.91 45551. 1.046 1.150 0.00 17908.
3.00 103.00 97169. 1.083 1.210 0.00 18054.
3.10 103.10 48983. 1.124 1.740 0.00 18217.
3.20 103.20 50812. 1.166 2.640 0.00 18381.
3.30 103.30 52659. 1.209 3.790 0.00 18545.
3.40 103.40 54521. 1.252 5. 140 0.00 18710.
3.50 103.50 56401. 1.295 6.660 0.00 18876.
3.60 103.60 58297. 1.338 8.130 0.00 19043.
3.70 103.70 60209. 1.382 8.710 0.00 19210. I
3.80 103.80 62139. 1.427 9.240 0.00 19378.
3.90 103.90 64085. 1.471 9.750 0.00 19547.
4.00 104.00 66048. 1.516 10.230 0.00 19716.
4.10 104.10 68028. 1.562 10.680 0.00 19886.
4.20 104.20 70025. 1.608 11.120 0.00 20057.
4 .30 104.30 72040. 1. 654 11.540 0.00 20229.
4 .40 104.40 74071. 1.700 11.940 0.00 20401.
4.50 104.50 76120. 1.747 12.340 0.00 20574.
4.60 104.60 78186. 1.795 12.710 0.00 20748.
4 .70 104.70 80269. 1.843 13.080 0.00 20922. '
4 .80 104.80 82370. 1.891 13.940 0.00 21097. I'
4 . 90 104.90 84489. 1. 940 13.780 0.00 21273.
5.00 105.00 86625. 1.989 14.120 0.00 21450.
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 3.76 ******* 3.03 3.23 103.23 51434. 1.181
2 2.52 1.47 1.44 3.04 103.04 47950. 1. 101
3 1. 99 ******* 1.15 2.90 102.90 45935. 1.043
4 1.88 ******* 1.15 2.91 102.91 45492. 1.044
5 2.25 ******* 0.87 2.69 102.69 41709. 0.958
6 2.07 ******* 0.47 2.13 102.13 32136. 0.738
7 1.73 ******* 0.37 1.30 101.30 18722. 0.430 '
8 1.56 ******* 0.36 1.27 101.27 18293. 0.420 �I
---------------------------------- �
Route Time Series through Facility ,
Inflow Time Series File:dev.tsf ',
Outflow Time Series File:rdout I
Inflow/Outflow Analysis I
Peak Inflow Discharge: 3.76 CFS at 6:00 on Jan 9 in Year 8 '
Peak Outflow Discharge: 3.03 CFS at 9:00 on Jan 9 in Year 8
Peak Reservoir Stage: 3.23 Ft
Peak Reservoir Elev: 103.23 Ft
Peak Reservoir Storage: 51439 . Cu-Ft
. 1.181 Ac-Ft
Flow Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence Probability
CFS $ $ °s
0.020 48220 78.637 78.637 21.363 0.214E+00
0.061 3552 5.793 84.429 15.571 0.156E+00
0.101 2754 4.491 88. 920 11.080 0.111E+00
0.141 2169 3.537 92.456 7.542 0.754E-01
0.182 1541 2.513 94.971 5.029 0.503E-01
0.222 1195 1.949 96.919 3.081 0.308E-01
0.262 628 1.024 97.944 2.056 0.206E-01
0.302 485 0.791 98.735 1.265 0.127E-01
0. 343 279 0.455 99.189 0.811 0.811E-02
0.383 147 0.240 99.429 0.571 0.571E-02
0.423 128 0.209 99.638 0.362 0.362E-02
0.463 92 0.150 99.788 0.212 0.212E-02
0.504 59 0.096 99.884 0.116 0.116E-02
0.544 11 0.018 99.902 0.098 0.978E-03
0.584 4 0.007 99.909 0.091 0.913E-03
0.625 5 0.008 99.917 0.083 0.832E-03
0.665 3 0.005 99.922 0.078 0.783E-03
0.705 3 0.005 99.927 0.073 0.734E-03
0.745 3 0.005 99.932 0.068 0.685E-03
0.766 1 0.002 99.933 0.067 0.669E-03
0.826 6 0.010 99.943 0.057 0.571E-03
0 .866 6 0.010 99.953 0.047 0.473E-03
0.906 5 0.008 99.961 0.039 0.391E-03
0. 947 5 0.008 99.969 0.031 0.310E-03
0. 987 2 0.003 99.972 0.028 0.277E-03
1 . 03 0 0.000 99.972 0.028 0.277E-03
1 . 07 2 0.003 99.976 0.024 0.245E-03
l. 11 2 0.003 99.979 0.021 0.212E-03
1. 15 8 0.013 99.992 0.008 0.815E-04
1. 19 3 0.005 99.997 0.003 0.326E-04
1. 23 0 0.000 99.997 0.003 0.326E-04
1.27 0 0.000 99.997 0.003 0.326E-04
1 . 31 1 0.002 99.998 0.002 0.163E-04
1. 35 0 0.000 99.998 0.002 0.163E-04
1 . 39 0 0.000 99.998 0.002 0.163E-04
1 . 43 0 0.000 99.998 0.002 0.163E-04
Duration Comparison Anaylsis
Base File: predev.tsf
New File: rdout.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New $Change Probability Base New �Change
0.444 � 0.32E-02 0.27E-02 -15.2 � 0.32E-02 0.444 0.434 -2.2
0.523 � 0.23E-02 0.11E-02 -53.6 � 0.23E-02 0.523 0.459 -12.3
0.602 � 0.16E-02 0.85E-03 -46.4 � 0.16E-02 0. 602 0.478 -20.7
0.681 � 0.12E-02 0.78E-03 -36.0 I 0.12E-02 0. 681 0.498 -26.8
0.760 I 0.86E-03 0.67E-03 -22.6 I 0.86E-03 0.760 0.600 -21 . 1
0.839 I 0.51E-03 0.54E-03 6.5 I 0.51E-03 0.839 0.854 1. 8
0.918 � 0.34E-03 0.36E-03 4.8 I 0.34E-03 0.918 0. 940 2. 4
0.997 I 0.28E-03 0.28E-03 0.0 I 0.28E-03 0.997 1.04 4 .2
1.08 I 0.15E-03 0.24E-03 66.7 I 0.15E-03 1.08 1. 14 5.5
1.15 � 0.11E-03 0.65E-04 -42.9 I 0.11E-03 1.15 1. 14 -1. 6
1.23 I 0.65E-04 0.33E-04 -50.0 � 0.65E-04 1.23 1. 18 -4 .2
1.31 � 0.33E-04 0.16E-09 -50.0 I 0.33E-04 1.31 1.30 -0. 9
1.39 � 0. 16E-04 0.16E-09 0.0 � 0.16E-04 1.39 1.44 3.4
Maximum positive excursion = 0.123 cfs ( 9.4g)
occurring at 1.32 cfs on the Base Data:predev.tsf 'I
and at 1.49 cfs on the New Data:rdout.tsf '
Maximum negative excursion = 0.205 cfs (-28. 10)
occurring at 0.728 cfs on the Base Data:predev.tsf
and at 0.523 cfs on the New Data:rdout.tsf
Route Time Series through Facility II
Inflow Time Series File:dev.tsf
Outflow Time Series File:rdout I�
Inflow/Outflow Analysis '
Peak Inflow Discharge: 3.76 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 3.03 CFS at 9:00 on Jan 9 in Year 8
Peak Reservoir Stage: 3.23 Ft
Peak Reservoir Elev: 103.23 Ft �
Peak Reservoir Storage: 51434. Cu-Ft I�
. 1.181 Ac-Ft I
Flow Duration from Time Series File:rdout.tsf I
Cutoff Count Frequency CDF Exceedence Probability
CFS $ $ $
0.020 48220 78.637 78.637 21.363 0.214E+00
0.061 3552 5.793 84.429 15.571 0.156E+00
0.101 2754 4.491 88.920 11.080 0.111E+00
0.141 2169 3.537 92.458 7.542 0.754E-01
0.182 1541 2.513 94.971 5.029 0.503E-01
0.222 1195 1.949 96.919 3.081 0.308E-01
0.262 628 1.024 97.944 2.056 0.206E-01
0.302 485 0.791 98.735 1.265 0.127E-01
0.343 279 0.455 99.189 0.811 0.811E-02
0.383 147 0.240 99.429 0.571 0.571E-02
0.423 128 0.209 99.638 0.362 0.362E-02
0.463 92 0.150 99.788 0.212 0.212E-02
0.504 59 0.096 99.884 0.116 0.116E-02
0.544 11 0.018 99.902 0.098 0.978E-03
0.584 4 0.007 99.909 0.091 0.913E-03
0.625 5 0.008 99.917 0.083 0.832E-03
0.665 3 0.005 99.922 0.078 0.783E-03
0.705 3 0.005 99.927 0.073 0.734E-03
0.745 3 0.005 99.932 0.068 0.685E-03
0.786 1 0.002 99.933 0.067 0.669E-03
0.826 6 0.010 99.943 0.057 0.571E-03
��.
0.866 6 0.010 99.953 0.047 0.473E-03
0.906 5 0.008 99.961 0.039 0.391E-03
0. 947 5 0.008 99.969 0.031 0.310E-03
0.987 2 0.003 99.972 0.028 0.277E-03 ��
1.03 0 0.000 99.972 0.028 0.277E-03 '
1.07 2 0.003 99.976 0.024 0.245E-03
1.11 2 0.003 99.979 0.021 0.212E-03
1. 15 8 0.013 99.992 0.008 0.815E-04
1.19 3 0.005 99.997 0.003 0.326E-09
1.23 0 0.000 99.997 0.003 0.326E-04
1.27 0 0.000 99.997 0.003 0.326E-04
1.31 1 0.002 99.998 0.002 0.163E-04
1.35 0 0.000 99.998 0.002 0.163E-04
1.39 0 0.000 99.998 0.002 0.163E-04
1.43 0 0.000 99.998 0.002 0. 163E-04
----------------------------------
Route Time Series through Facility
Inflow Time Series File:dev.tsf
Outflow Time Series File:rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 3.76 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 3.03 CFS at 9:00 on Jan 9 in Year 8
Peak Reservoir Stage: 3.23 Ft
Peak Reservoir Elev: 103.23 Ft
Peak Reservoir Storage: 51434. Cu-Ft
. 1.181 Ac-Ft
Flow Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence Probability
CFS $ $ $
0.020 48220 78.637 78.637 21.363 0.214E+00
0.061 3552 5.793 84.429 15.571 0. 156E+00
0.101 2754 4.491 88.920 11.080 0.111E+00
0.141 2169 3.537 92.458 7.542 0.754E-01
0.182 1541 2.513 94.971 5.029 0.503E-01
0.222 1195 1.949 96.919 3.081 0.308E-01
0.262 628 1.024 97.944 2.056 0.206E-01
0.302 485 0.791 98.735 1.265 0. 127E-01
0.343 279 0.455 99.189 0.811 O.S11E-02
0.383 147 0.240 99.429 0.571 0.571E-02
0.423 128 0.209 99.638 0.362 0.362E-02
0.463 92 0.150 99.788 0.212 0.212E-02
0.504 59 0.096 99.884 0.116 0.116E-02
0.544 11 0.018 99.902 0.098 0. 978E-03 I
0.584 4 0.007 99.909 0.091 0. 913E-03 �
0.625 5 0.008 99.917 0.083 0.832E-03
0. 665 3 0.005 99.922 0.078 0.783E-03
0. 705 3 0.005 99.927 0.073 0.734E-03
0.745 3 0.005 99.932 0.068 0. 685E-03
0.786 1 0.002 99.933 0.067 0. 669E-03
0.826 6 0.010 99.943 0.057 0.571E-03
0.866 6 0.010 99.953 0.047 0.473E-03
0. 906 5 0.008 99.961 0.039 0.391E-03 I
0. 947 5 0.008 99. 969 O.C31 0.310E-C3
� �
,� ,
0.987 2 0.003 99.972 0.028 0.277E-03
1.03 0 0.000 99.972 0.028 0.277E-03
1.07 2 0.003 99.976 0.024 0.245E-03
1.11 2 0.003 99.979 0.021 0.212E-03
1.15 8 0.013 99.992 0.008 0.815E-04
1.19 3 0.005 99.997 0.003 0.326E-04
1.23 0 0.000 99.997 0.003 0.326E-04
1.27 0 0.000 99.997 0.003 0.326E-04
1.31 1 0.002 99.998 0.002 0.163E-04
1.35 0 0.000 99.998 0.002 0.163E-04
1.39 0 0.000 99.998 0.002 0. 163E-04
1.43 0 0.000 99.998 0.002 0.163E-04
.�'_°�
Duration Comparison Anaylsis
Base File: predev.tsf
New File: rdout.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New �Change Probability Base New gChange
0.444 � 0.32E-02 0.27E-02 -15.2 � 0.32E-02 0.444 0.434 -2.2
0.523 I 0.23E-02 0.11E-02 -53.6 � 0.23E-02 0.523 0.459 -12.3
0.602 � 0. 16E-02 0.85E-03 -46.4 � 0. 16E-02 0. 602 0.478 -20.7
0.681 I 0. 12E-02 0.78E-03 -36.0 � 0.12E-02 0.681 0.498 -26.8
0.760 � 0.86E-03 0. 67E-03 -22.6 � 0.86E-03 0.760 0.600 -21.1
0.839 � 0.51E-03 0.54E-03 6.5 I 0.51E-03 0.839 0.854 1.8
0.918 I 0.34E-03 0.36E-03 4.8 I 0.34E-03 0. 918 0.940 2.4
0.997 I 0.28E-03 0.28E-03 0.0 ( 0.28E-03 0.997 1.04 4.2
1.08 I 0.15E-03 0.24E-03 66.7 I 0.15E-03 1.08 1.14 5.5
1.15 � 0.11E-03 0.65E-04 -42.9 I 0.11E-03 1.15 1.14 -1.6
1.23 � 0. 65E-04 0.33E-04 -50.0 I 0. 65E-04 1.23 1. 18 -4 .2
1.31 � 0.33E-04 0.16E-04 -50.0 I 0.33E-04 1.31 1.30 -0. 9
1.39 � 0.16E-04 0.16E-04 0.0 I 0.16E-04 1.39 1.44 3.4
Maximum positive excursion = 0.123 cfs ( 9.4g)
occurring at 1.32 cfs on the Base Data:predev.tsf
and at 1.44 cfs on the New Data:rdout.tsf
Maximum negative excursion = 0.205 cfs (-28. 1g)
occurring at 0.728 cfs on the Base Data:predev.tsf
and at 0.523 cfs on the New Data:rdout.tsf
i
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Probability Exceedence
V. Conveyance System Analysis
The conveyance system has been designed to convey the 25-year peak flows and has
been checked for flooding conditions at the 100-year event per the 1998 King County
Surface water Design Manual. See attached spreadsheets for both 25 and 100 year storm.
SECTION 3.2 RUNOFF COMPUT.4TTON rliti'D AN.ILYSIS Iv1ETHODS
FIGURE 3.2.1.0 25-YEAR?A-HOUR LSOPLWIALS '
2S �-� �� - . � SN HOYI$H GOUNTY
2 " .:.,��� � .� �� ��� _ ��_ � �.�� �� �� KING COLINTY
stl_t a ;
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�. vienee counrr
WESTERN � '�<;-:.,, ' �
KING COUNTY `,Y`' - 55
N _ � s.o
�
25-Year 24-Hour `' 4.s-
�• � ` � ��.
�• � �
Precipitation � �, ---, ;=;_�_�
in Inches ° -�M`�es `�' �•�� � �-
�_�
�
9/1/98 1998 Surface Water Design Manual
3-16
LOT AREAS CALCULATiONS
TOTAL
TOTAL LOT TOTAL IMPERV.,SF
LOT # AREA,SF PERV.,SF(25%) (75%)
LOT#1 4896 1224 3672
LOT#2 3801 950 2g5t
LOT#3 3801 950 2851
LOT#4 3801 950 2851
LOT#5 3801 950 2851
LOT#6 3801 950 285�
LOT#7 380'I 950 2851
LOT#8 3326 832 2495
LOT#9 3326 832 2495
LOT#10 3326 832 2495
LOT#11 4753 1188 3565
LOT#12 5215 1304 3911
LOT#13 5979 1495 4484
LOT#14 5870 1468 44D3
LOTt#15 4926 1232 3695
LOT#16 3829 957 2872
LOT#17 3852 9fi3 2889
LOT#18 3819 955 2864
LOT#19 3907 977 2930
LOT#20 3984 996 2988
LOT#21 4863 1216 3647
I.OT#22 5132 1283 3849
LOT#23 4861 1215 3646
LOT#24 4750 1188 3563
LOT#25 4750 1188 3563
LOT#26 4750 1188 3563
LOT#27 4750 1188 3563
LOT#28 4750 1188 3563
LOT#29 5220 1305 3915
LOT#30 4690 1173 3518
LOT#31 3844 961 2583
LOT#32 3848 962 2886
LOT#33 3851 963 2888
LOT#34 4835 1209 3626
LOT#35 3590 898 2693
LOT#36 3440 860 2580
LOT#37 3304 826 2478
LOT#38 3741 935 2806
LOT#39 4676 1169 3507
LOT#40 4676 1169 3507
LOT#41 4068 1017 3051
LOT#42 4215 1054 3161
LOT#43 4826 1207 3620
LOT#44 4826 1207 3620
LOT#45 3861 965 2896
LOT#46 3398 850 2549
LOT#47 3483 871 2612
LOT#48 3604 901 2703
LOT#49 5396 1349 4047
LOT#50 3561 890 2671
LOT#51 3838 960 2879
LOT#52 5063 1266 3797
LOT#53 5363 1341 4D22
LOT#54 4980 1245 3735
LOT#55 5040 1260 3780
LOT#56 4613 1153 3460
LOT#57 3800 950 2850
LOT#58 4750 1188 3563
LOT#59 3800 950 2850
LOT#60 4624 1156 3468
LOT#61 4183 1046 3137
LOT#62 4226 1057 3170
LOT#63 4895 1224 3671
LOT#64 5816 1454 4362
TOTAL 278364 69591 208773
TOTAL AREAS SUMMARY CALCULATIOtVS
TOTAL TOTAL PERVIOUS IMPERVIOUS PERVIOUS IMPERVIOUS
AREA AREA(SF) AREA(AC) AREA{SF) AREA(SFj AREA(AC) AREA(AC)
SB#1 26247 0.603 4465 21783 0.102 0.500
SB#1A 3786 0.087 3786 0 0.087 0.000
SB#2 1757 0.040 1757 0 0.040 0.000
SB#2A 20923 0.480 4472 16452 0.103 0.378
SB#3 16392 0.376 3846 12546 0.088 0.288
SB#4 2520 0.058 2520 0 0.058 0.000
SB#4A 14240 0.327 2875 11365 0.066 0.261
SB#5 1222 0.028 1222 0 0.028 0.000
SB#5A 23839 0.547 5498 18342 0.126 0.421
SB#6 20028 0.460 4241 15787 0.097 0.362
SB#6A 17931 0.412 3683 14248 0.085 0.327
SB#7 6939 0.159 1156 5783 0.027 0.133
SB#7A 13783 0.316 2851 10932 0.065 0.251
SB#8 3277 0.075 3277 0 0.075 0.000
SB#8A 19612 0.450 4075 15537 0.094 0.357
SB#9 15570 0.357 3590 11980 0.082 0.275
5B#9A 2209 0.051 2209 0 0.051 0.000
SB#10 8474 0.195 1224 7250 0.028 0.166
SB#10A 10904 0.250 2106 8798 0.048 0.202
SB#11 16232 0.373 3326 12906 0.076 0.296
SB#�1A 18068 0.415 3790 14278 0.087 0.328
SB#12 2074 0.048 2074 0 0.048 0.000
SB#12A 11065 0.254 2071 8994 0.048 0.206
SB#13 14709 0.338 2886 11823 0.066 0.271
SB#13A 22965 0.527 4868 18098 0.112 0.415
SB#14 1980 U.045 1980 0 0.045 0.000
SB#14A 1471 0.034 1471 0 0.034 0.000
SB#15 15377 0.353 2944 12433 0.068 0.285
SB#16 20800 0.478 4228 16572 0.097 0.380
SB#17 8055 0.185 1054 7001 0.024 0.161
SB#18 1589 0.036 1589 � 0.036 � �.000
TOTAL LOTS AND ROADS
AREAS 364038.00 8.36 91130.50 272907.50 2.09 6.27
oETENTION FACILITIES 4748Q.00 1.09 27012.00 2Q4S8.00 0.62 0.47
TOTAL SITE AREA(TRACT
B32,627 SF NQT
INCLUDED) 411518.00 9.45 118142.5Q 293375.50 2,71 6.73
CATCHBASINS TABLE
ca��, �rrPE i) ce��2, (rrPE r}
STA. 20+17.90, 16.00'R S TA. 33+13.38 16.00'L
.., RIM=402.26 RIM=401.35
��.
,. -.�-. . _ ,
, . . l.E. 12" N=397.96 l,E. 12" E=397.19
� 1.E. 12" E=397.96 l,f. 12" S=397.19
1.E. 8" S=398.29
� - I.E. 12" W=397.96
C8,�12A, (TYPE 1)
S8 f�8A � �• EA . C8�7A, (TYPE 1) STA. 33+13.38 16.00'R
� SB#5A I SB#6A � I I ( SB#7A I I I AREA= I � 9 ! RIM=402.26 90, �s.00'L RE 8 ONE5398.t2
( 23839 � AREA= C��A� � ( I 37 3 I CB#8A, � 19612 �CB#l8, � 1.E. 8"NN=398.89 I.E. 12" W-397.79
SB#5 f 7931 � PE I) CB�7 AY TYPE I) TYPE l� i.E. t2 s=398.56 �
AREA= ' �13, (TYPE �)
�222 (TYPE 1 _ C8�8, (TYPE I) STA. 11+94.03, 16.00'R I�,
� �:ur _ _ _ _ - - - - - ' '� - - - - - - - -
��� STA. 21t3i.80 16.00'R RIM=395,39 i
� F R1M=404.54 I.E. 8" N=391,88
` � : N .� f.E. 12" N=400.24 I.E. 12" 5=391.55
� � � N.E. 2ND CT ;. o � �.E. �2' w=400.24 i
: _ .. . . • _. . , E
.._ . .
CB�13A, (TYP I)
� �: ,�� ci�� 153LF 12" '; cn 114LF 12" �; � SB#8 AR = _ � cs�sA, (r�E r) sra. tt+s4.o3, fs.00'c
�` _ ' A 0 16 00 L 9 �
CTB1'#P5E'! � „'-` - � ` SB �; .. "' :; . ._: � :., . . . ._ . � RI M=404.54$ �E. 8" S 391.43
� � �D� ,� Aaorao�a - - - - � , _ _ - f l.E. 12" E-391.f 0
, ' 0 ; AREA= ` ; ; �.; � SB#17 t ►.F. S" NE=401.17 LE 12" N=391.f0
. . .,� � 1 ��� 6939 � CB�B, . AREA= �.E. f2" s=400.84 ►.E. �2" W=391.l0
� i
_ . =0.010 � �E, �) CB#7, a.. (TYPE 1) 8055 �:
CB J� I ( � � (TYPE !) � - - I C6�9, (TYPE I) � C8�14, (TYPE J) ,
# � STA. 13+52,05 16.00 L STA. 10+42.95, 16.00 R
� (�SB �T�E �� � Sg� � � #� - � I SB#12A RrM=393.65 RlM=397.66
AREA= . # EA " � " I.E. 12" NE=393.83
- 8 12, I.E. 12 S£=388.87 „
W' 25 � 74 ` � I �f065 CB#l7, I.E. 15" SW=388.62 I.E. 12 5=393.83
20028 1PE 1) ° - TYPE 1
SB#4A � � � � � � I :.
AFZEA= � ,. ` ;� � � CB 9A, (TYPE !) CB�14A, (TYPE I)
._ ;
I � A
� �� ._ _ _ ... . � _: . :: _- ..:.._. . _ .. _ _ ,.... . . - . . . �+� ;.. .._ ._ _- _ _ _ . 8.42, 14.12�L STA. i 0+42,95, 16.00'L
_ �4 + CB 4 ; ST 29+7 RIM=397.66
4 : � 1� ' S .0 CB#12A � • RlM=394.04 I.E. 12" N=393.38
� (TYPE 1) ' SB#16 I.E. 8" S=389.77
� � ; ;:� (T Y P E 1) AREA= I I r.E. i 2" W=3 9 3.3 8
I � � R I.E. 1 2" N E=3 89.4 4
C B 4 A ` �: � � 2 0 8 1 2 � I� l.E. ;2» E=389.9 4 4
# , i ' _ _ ' r.E. 2 Nw�.3s .
(TYPE 1) OL ' 12 - - ��. � I C8,�15, (7YPE �)
_ _ � � :..� � ' STA. 18+50.57, 16.00'L
_ � ` SB#3 ;� SB#�1 I r� � I - - - - - -� � CB�iO. (TYP£ 1) RlM=398.97
AREA= - AREA= SB 1lA , �.E. t2 N=394,34
I I � # I STA. 30+56.i5, 16.00L �,E. 12" SW=394,34
` 11 16392 16232 �� O I AREA= I � RIM=393.52 l.f. 8" W=394.67
�i _ _ _ _ 1 _ _' ��__ �� � _ _ 1�� _ _ _ _ I.E. 12 NE=390.82
f.E. 12" SF=390.82
- - MAT' LNVE SEE PAC�iE Q _ _ _ r.E. �2" SW=390.82 ce,�i6, (rr�E �i 4s�m� '
� � +� � + - - I.E. 8" NW�391.15 STA, 20+02..83 16.00't
SB#2A � ,,, � - � CB#16, RIM=402.60
AREA= �� � ; � � CB#11A, (�YPE 1) CB�toA, (71'i°E ►) �.E, �2" N=396.63
�nq�� ,, CB#3, - - i��TYPE l� �+ = STA. 30+56.15, 16.00'R 1.E. 12" 5=396.63
ATCHBA3INS TA RIM=393,52 I.E. 8" W=396.96
CB�1, (TYPE 1) C8,�2A, (TY►'E f) CB,�4A, (TYPE 1) C8,�6, (TYPE 1) � I.E. 8",.5E=390.85
STA. 14+38.09, f6.00'R STA. 15+26.76, 16.00'L STA. 16+71.00, 16.00't STA. 18+65.04 16.00R I.E. 12 NW=390.52 C8�17 (TYPE !) �
RIM=393.42 RlM=393.72 RIM=399.20 T STA. 21+52.83 16.00 L
RIM=395.40
l,E. 8 NE=389.73 I.E. 8 W=390.85 » 1.£. 12" N=394.90 L. RIM=407.58
» „„ I.E. 8 W=392,25 � C8,�11, (TYPE !) I.E. 12" N=403.57
l.E, 15 SW=389.15 I.E. 12 NE=390.52 �,E !2" E=391.92 1•E. 12 E=394.90
l.E, 15" NW=389.15 I.E. 8" 5=395.23 SC�E; 1•s�� STA. 31+83.27, 16.00'L I,E. 12" 5=403.57
CB#3, (TYPE !) CB�S, (TYPE !) � �.E. l2" SW=394.90 R/M=397.01 •
CB�'f A, (TYPE 1) STA. f6t 11.89, 16.00'R STA. 17+89.27, 16.00 R l.E. 12" N=393.38 ��£. 8 W=403.90
STA. f4t38.09, 16.00'L RIM=394.54 RlM=397.68 CB A, I.E. 12" SE=393.38
RIM=393.42 I.E. 8" NE=391,4f 1� (TYPE I)
I.£. 12" NE=392.81 STA. 18+65.04 16.00'L f.E. 12" SW=393.38 C8�18, (TYPE 1)
1.£. 15" SW=388.79 �•E. f5" SE=390.83 I.E. 15" S=392.56 RlM=399.20 I.E. 8" NW=393,71 STA. 20+02..83 16.00'L
l.E, 15" NW=388.79 I.E. 15" NW=390.83 �,E, �2" ry�3g2,g� l.E. 8" N=395.50 RIA,1=408.85
» r.E. i 2" 5=405.35
I.E. 12 E=395.83 CB�11A, (TYPE !)
C8�2, (TYPE !) CB 4, (TYPE 1) CB�SA, (TYPE /) ,
STA. 15+26.76, 16.00R � � STA. 17t89.27, 16.00'L R1M�397.01�2�' �6.00R
STA. 16t 71.00, 16.00 R ' I
R/M=393.72 R!M=395.40 RIM=397.68 SVB-BASINS MAP 1.E, 8'� SE=394,31 �
1.E. 15 SE=389.97 f.E. 15" N=391,37 l.E. 8 W=393.44 LE. 12" NW=393.98 .:�. �
I,E. 12" SW=390.22 I.E. 15" SE=391.37 ��E, J2" E=393,11
I.E. 15" NW�389.97 l.E. 12" W=39l.62 PAC�E 1 OF 2
MATCH UNE SEE PAQE f CATCHBASlNS TABLE
, �� �- - L. _ _ . _ �; i �,��J.,n , � � ■ ��
c, 1 - - ' �V � cs,��, �rrnE i) ce,��2, (rrPf r)
STA. 20+17.90, 16.00'R S TA. 33+13.38 i 6.00'L
- - � o �� � �Q - - - - - ,.�I) RlAI=402.26 RIAI=401.35
SB#2A \ ' ' � � CB#16, l.E. 12» N�397.96 I.E. 12M E=337.19
CB 3, � Ce#��A' l.E. 12 E=397.96 I,E J2 S=397.f9
AREA= � ':Q �E �) (TYPE I) 1.E. 8" s=3ss.2s
20923 � �, �` T� � 3 ;� � . �.F. t2" W�397.ss
- - � � 1 - - W CB,�12A, (TYPE r)
�p\�, ' � -� � � • CB�7A, (TYPE I) STA. 33+13.38 16.00'R
��� o SB#2 CB#11, z STA. 20tl7.90, 16.00'L RlA�/=401.35
CB 2A, _ AREA= ��E 1) SB#15 I ` RIM=402.26 i.E. s" NE=398.t2
# 1757 SB#10 -.� _ AR A_ I '�' ' l.E. 8" N=398.89 I,E. 12" W=397.79
(TYPE 1) \ AREA= 77 ---� II '' W �.E. �2" s=398.56
� � ' . � SB#10A 153 � ( � ce��3, (rrPE i)
'� 1 / 8474 iV C8 TYPE 1 STA. 1i+94.03 16.00'R
pL �. p � AREA= � Q �. ( ) �
\ �� ��E/ 1� � O ,: f 0904 F R/M=404.54 80 16.00'R R� 8 9N 3391,88
� cA 0 � =' � I.E. 12 N=400.24 l.E 12 5-391.55
- ° \\ / (7 � i I �: � 1.E. 12" W=400.24
� � a �' �► � SB#� � �'+ C8�'13A, (TYPE 1)
- _ T� ��� " �`� AREA=�8�10, � ` � I� � � ;� � CB�SA, (TYPE l� STA. 11+94.03, 16.00�L
TYPE 1 =E � � ' STA. 21+31.80 16.001 RlM=395.39
� _:. � �•. 2624J!� ) I # W
RIM=404.54 I.E. 8" S=391.43
� , � � �CB 15, � l.E. 12" E=391.10
� � g 3p CB#10A, - SB 13
�`��� ' � � ' l (TYPE 1) ( AREA=� �TYPE 1) � �.E. 8"�NE=401.�7 �.E. 12y N=391.f0
�� • 1� � (TYPE 1) �2 ' � � (TYPE �1) 14709 ` W l.E. 12 S=400,84 I.E. !2 W=391.10
����� x �
0
� � � � I C6�/14, (TYPE 1)
CB#1A, ^ O - - - - - - D���/�� �F 4 '_: � S�A9�13+52E05 16_00'L STA. 10t42.95, 16.00'R
;. �TYPE l� �. ;�' , r. RIM=397.�
S8 1 A � . - .- RE - . RIM=393.65
.
..
.� , # � << �� /�� 198 �.E. �2" sE=3ss.s� . . t �� _
,.
F 2 N 393.83
AREA= � " __ " ` : �- . �. � _ ._. . - ,.1+. `� 1 V.E 2N� L/V �� �` I.E. 15 SW=388.62 l.E. 12 S=393.83
� ��..- . .. "
�:. 5j » :,: . -- -_._ _. . J " _.�• -�--? ,r- ,�._ ...
. .
�"�p� .:: � �7$� -;: :. - - . - _ �F 12 ; 106LF 12" S=0.0143 � � 153LF 12" S=0.0150 CB#14, ` � ce�9a, (TrnE 1) , ca,�i4a, (rrpE �) ,
�> � `� - `� � �'�', � , . , - - . - - - STA, 29t78.42, 14.12 L STA. J0+42.95, 16.00 t
_ �
`�s`, ' `ae� 388.30 / � - - - - -
. .. , . __ 9
RIM 394.04 RIM 3 7 66
�388.15 : - CB#9, - - - - � - - - - - - - � � I.E. 8"uS=390.37 I.E. !?" W=393.8
TYPE ! CB 13A ' � �.E. 12 NE=389.�
.3es� � { � C8#9A, � , I.E, 12" E=389.44
� �TYPE l� �TYPE 1 I.E, f2" NW=389.44 C6,�15, (TYPE I)
_ __,� � � � � CB#14A, � SB#14A RIM=398.90.57, 16.00'c.
- � SB#g ( SB#9A � SB#13A � (TYPE 1) � AREA= � C8�t0. (TYPE 1) , �.E. 12" N=394,34
AREA= sTA. 30+56.15, �s.00�
AREA= I ,�
AREA= �° l.E, 12" SW=394.34
22�9 f 471 � ;� R/M=393,52
155 70 22965 s „ �.E, 8" W=394.67
� :� I.E. 12 NE=390.82
; � I.E. 12" 5E=390.82
�' l.E. 12" SW=390.82 C8�16, (T1'�°E 11 48"�)
_. � �
. - � °> - - _ I.E. 8" NW=391.15 STA. 20+02..83 f6.00'L
RIM=402.60
CATCHBASINS TABLE ;=Y -� � CB�10A, (TYPE !) I.E. 12" N=396.63
`� STA. 30+56.15, 16.00'R t.£. 12" Sa396,63
RIM=393.52 I.E. 8" W=396.96
C8�1, (TYPE I) CB�2A, (TYPE 1) (TypE �� I.E. 8" 5E=390.85
STA. 14+38.09, 16.00'R STA. 15+26.76, 16.Q0'L C8�4A, (TYPE 1) � CB�6, „
R!M=393.42 RIM=393,72 STA, 16+71.Q0, 16.00L
STA. 18+65.04 16.00'R /.E. 12 NW=390.52 CB,�17 (i'YPE !)
RIM=399.24 � STA. 21+52.83 16.002
I,E. 8" NE=389.73 l.E. 8" W=390.85 R/M=395.40 �,E. 12" N=394.90 RfM=407,58
» „ I.E. 8" W=392,25 CB�11, (TYPE 1) I.E. 1?" N=403.57
l,£. 15 SW=389,15 l.E. 12 NE=390.52 I.E. 12" E=394.90 ,
» J.f. 12" E=39f.92 „ STA. 31+83.27, 16.ODL � a
I,E. 15 NW=389.15 I.E. 8 S=395.23 . I.E. 12 5 403.57
CB�tA, SCBTA.3�lfi�89 16.00'R CB�S. (TYPE 1) � I.E. f2" SW=394.90 'SCALE' r=� RlM=397.01 I,E, 8" W=403,90
(TYPE 1) STA. 17+89.27, 16.00 R l.E. 12" N=393.38
STA. 14+38.09, 16.QO�L RIM=394.54 RIM=397.68 C@�q, (rypE �) I.E. 12" SE=393.38
RIM=393.42 I.E. 8" NE=391.41 l,E. 12" NE=392.81 SFA. 18+65.04 16.00'L I.E. 12" SW=393.38 CB�18, (TYPE 1)
I.E. 15" SW=388,79 1.E• 15" SE=390.83 I.£. 15" S=392.56 RIM=399,20 l.E. 8" NW=393.71 STA. 20+02..83 16.00'L
1.£. 15" NW=38g,7g l.f. 15" NW=390.83 I.E. 12" N�392.81 I.E. 8" N=395.50 RIM=408.85
~ CB�I fA, (TYPE t) I.E. 12" S�405.35
C8�2� �rn°E �� CB�4, (TYPE I) C8�5A, (TYPE 1) I.E. 12 E=395.83 �
S TA. 15+26.76, 16,00'R � STA. 17+89.27, 16.00'L STA. 31+83.27, 16.00 R
STA. 16+71.00, 16.00 R R!M=397.01 , , ;
RIM=393.72 RIM=395.40 RIM=397.68 SUB-BASINS MAP
I.E, 8" 5E=394,31 -' ::fx"
I.E. 15" SE=389.97 /.E. 15" N=391.37 l.E. 8" W=393.44 I.E. f2" NW=393.98
I,E. 12" SW=390.22 !_E. 15" 5E=391.37 /.E, 12" £=393,11 PAC1E 2 �F 2
._.. N,,. �,,,, �_ _
-.. 1% !^./� , ,6�
CONVEYANCE SYSTEM AND SIZING TABLE USING THE MODIFIED RATIONAL METHOD
_ - - � -- - - - ---- ------
RATIONAL METHOD PEAK RAINFALL INTENSITY ' Q=CIR A � �
_ - - ' - - - --. ---- -
--- --- �' - 25 Ente�10 or 25'� T�T - .
- -�--T--- �- ---- _
---ci -_m. P - 3.4 I �. � _
24 hr9. re p.(' ) i R' _ _ � i I �-- - i -- - �.- -
es� _n storm (years - _
P � T�
LOCATION Sub- AREA Sum Tc i� I, Q, pipe dia. slope n Qw„ V�„�i QIQ�,ii V at f� pipe leng travel time
from to basin# acres C C-A C-A min cfs in. ft/ft) cfs ff/s ff/s) ft min
� i � �
FROM CB#18 TO CB#9A '1 T-T- . : --- - I i ----�- � �
SB#18 CB#18 18 r 0.036 � - --
- ' - -
_ -_ 0.25 0.009 ' 0.009 6.3 0.80 2.73 0.02 � ' � _ . - ,
--- j -��,-� -� I----- - -- �
. -- � 0.012 4.64 5.91 0.01 1.21 ' 124 1.7
I' � I- _� __ _
CB#18 � CB#17 � 12 0.0144 � I
--- --- I, -��- I _ � �---�--� _!- '� -- �-- __ 1 �_ i
SB#17 ' CB#17 ', 17 � 0.185 0.81 0.150 '� 0.159 8A_ ; 0.69 f 2.34 � 0.37 _ _ , -� , --+
-----
CB#17 � CB#16 �
12 0.0463 � 0.012 8.33 10 60 � 0.04 ; 4.25 150 0.6
r -- - -+ -r- i _ - _i I--t---
� 1 � _ _
' SB#16 I CB#16 16 i 0.478 i- 0.77 0.36� 0.527 { 8.6 _0.66 2.23 - ---- ' ----- I . --- � � -
� -,-T- ', � 1.18 �_ - � - -
CB#15 �I - �_ � j 12 ' 0.0150 � �-
��- 1
_ 0.25 4.19 153 0.6
_ _ � - --
CB#16 i , -_ 0.012 4.74 6.04 I
�
; � � i
,; , �----- ,---
, � - _ _ __ � ._ _ ---, _
CB#15� CB#14 ` 15_� 0.353 0.78 0.275 �, 0.802 9.2 0.63 2.14 �� 1.71 12 0.0124
_ .�-.___ ___-----
�- --
-_. _ - � �-- 1
- -
' � 0.012 , 4.31 +5.49 0.40 � 4.28 , 41 0.2
__ _ __ �-- - - _ i _ ; , �
-�- I � � I
, � , , , �,
. _i-�---- - --- -� _ -- i -- - � _-- ---
CB#14A CB#14A t 14A ' 0.034 ' 0.25 0.009 0.009 6.3 ' 0.80 2.73 i 0.02 I �', ' � 1
- �
r- . -T- - -- � -�--
t CB#14 � �� 12 0.0100 i 0.012 � 3.87 ; 4.93 0.01 1.03 I, 30 � 0.5
- �- - - - _�- - - _ _ �--�-- _
--,- �_- � � ---�- � :. I�-- -- -�-7--- , �I �, _ ,-�
_ i
�-
-
I_ 14 � 0.045 � 0.25 0.011 � 0.822, 9.4� 0.62 � 2.11 1.74 �
SB#14 CB#14 !
CB#14 CB#13 � -__ � 12 0.0150 0.012 � 4.74 6.04 , 0.37 4.59 � --152 0.6
I i ,
�
- -. _ ' � �- --�--{ -__ �, -- -
I I I I,
SB#13 CB#13 13 0.338 0.77 0.260 ! 1.082 � 9.9 0.60 ' 2.04 _ __'_ -- - '�----
- - - �I y
- - - ; � -+---, �
- ;---- � 2.20 12 , 0.0150 I - j -- --�---
CB#13 CB#13A � { _--_ _-_ _-,_ I { 0.012 + 4.74 6.04 0.46�1 4.97 30 0.1
,----- - � - - �
', � � � � � � - �,--
SB#13A. CB#13A 13A 0.527
- - ; �---�- � - ' -�-1-- -- - -- - .------
' I 0.76 0.401 1.483 10.0 0.59 2.02 3.00 '
- --�----- _ _ --- _- - _
, _ - - --
CB#13A CB#9A 12 I 0.0100 � 0.012 ; 3.87 i 4.93 0.77 4.73 106 I 0.4
0.54
CB#12A� � , �--� __ _ , T� - _ '___ ; 0.10 3.86 30_ 0.1
__ CB#12 12A 0254 I _
-- -
---- - F_ ___-�- +
� � -- _ , , -�---
C 12 ' 0.0200 ' 0.012 5.47 6.97 ,
i ��
�..A�
I -
SB#12 .,�„r12 _12 0.048 0.25 , 0.012 ' 0.210 ' 6.4 0.79 2.70 U.57
�- Y ' - -- --- ---
�-- � - ---r---- --
�-- , �--- �_ 0.012_: 6.7_0 I 8•54 __0.08 4.47 i 127 0.5
CB#12 CB#11 r _ -� __ 12 ' _0.0300T�, � I i --- __
__ -- f --•---- �- ---__,_ _ ; - � �-------�-�
----
SB#11A'�CB#11A _ f I 0.315 ' 6.3 � 0.80 273 0.86 _ i___ - --- _--__
11A �0.415i 0.76 0.315
CB#11A _ � - � -T- -�'`-_ _I• � � _-+ � 0.012 5.47 6.97 ; 0.16 � 4.43_-_�' 30 � 0.1
, CB#11 _ 12 0.0200y___ : -__�_
� �--�----�--- � � ----- _ _ _:� ; ', � --' -
�- _ --'' ' '
_ I --
' � - _.
_ CB#10 --- - �2 T _--
CB#11 ' CB#11 11 0.373 0.77 l 0.287 ;_0.813 + 6.9 0.76 � 2.58 I 2.09 � 0.0247 r 0 012 6.08_T 7.75 �.34 578 28 � 0.4
-- � , -- I , -
- i � - - ! -r-----i--�- ' � �- ' i
SB#10A CB#10A 10A 0.250 0.77 , 0.193 0.193 6.3 0.80 2.73 , 0.53 -- - -
- --- - - -- -- -- -� _ _ � _
CB#10A CB#10 T 12 0.0100 ' 0.012 3.87 4.93 0.14 3.02 30 0.2
- --r - __�_. _�, ; -r-- - ; _ _---_ - -• ---- -�----_
SB#10 . CB#10 10 �� 0.195 , 0.81 ~0.158 - { - -----�- I ; _ - --- - . _� ___
� ._ - I- ---}-- _ _ { i - I:- � I - �- -
CB#10 CB#9A �- - � � _' I - 12 I 0.0100 i 0.012 3 87 4.93 0.75 I, 4.68 � 78 0.3
--' 1.163 7.3 0.73 2.49 ' 2.90 _ �
� ! I
_ _ � -� � � r-_
j ' � , _
SB#9A _ -i - -� ---- r - { -- T --�- � --
--- -----�--
CB#9A - � � :_ , .-- - -
_ CB#9A 9_�_� 0.25 �� 0.013 ��__ - 0.0100 0.012 3.87 � 4.93 0.74�_ 4.66 57 ---_ 0.2
1.176 i -
---� � ..-- � � ; -7.6 OJ1 2.43 2.86 I _- - -- -----
CB#9 � � t '12 �
i , � , , ;
� � __-;-__ _ i ---_j ; _ -------�----...__�_ � -- � �----�-- � ----
SB#9 CB#9 9 0.357 0.75 0.268 2.926 10.4 0.58 1.98 578 �-
_ --- ----
- • - -- - -_
CB#9 TO THE POND 15 0.0100 0.012 7.02 5.72 0.82 �, 5.62 47 0.1
TOTAL FROM CB#18 TO THE POND 2,926 10.5
, � '
--- _ __ i , _
_ , _ _�. _�_ _
__ 0.342 6.3 0.80 2.73 0.94
----� _ _ �- - -- i - �----
- -_ _
CB#8A �A 8A 0.450 . � _�__ _ � _�__ 12_ 'TO 0200 : 0.012_ 5.47_j_6.97 ' 0 17 I___4.51 , _30 � _ 0.1
OJ6 0.34
� , , - - - I _ , _
- -- - � - - �_ I -� --- _ -- I --�I--- ----_i-_ i �-- j_ -- --- -
SB#8 _ CB#8� 8 � 0.075 ' 0.25 ~ 0.019 0.361 r 6.4 � 0.80 2.70 0.98 �, �_ _ ' --_-- � ---
CB#8---CB#7 , - --� ' , f 'i 12 �, 0.0200 0.012 t 5.47 �i 6.97 ; 0.18 i 4.54_, 114 ', 0.4
' - - - � -- , _
' 1 - �, ' - - --1-- -
SB#7A � CB#7A 7A �' 0.316 0.77 0.243 ', 0.243 6.3 � 0.80 ' 2.73 0.67 , ! �
T- - -- -?- ,
, �-� i _ _ i _ i - -- � - � --
CB#7 i ---- 12 0.0200, 0.012 5.47 ' 6.97 0.12 4.13 30 0.1
CB#7A _�
- � �---T-- , , _ -- -- -- -
, �
--- � �
SB#7 CB#7 7 0.159 - - - + ---�--
�----
--
, 1.89 ;
CB#7 ' CBii� ' � ' 12 0.0200 �
-
___i � 6.� 0.76 2.59 '---
-�- +- I -- , 0.79 +0.126 0.730 i;�- -' � _ 0.012 �8.47 F 6.97 _ 0.35 5.21 ', 153 0.5
+ -
_ � _ __ .. , _ ,
` � } � _ ; .� - -- -
�- ' -- ---- --;
I ; __ _�_ -- ,_
SB#6A CB#6A �_ 6A i_0.412 ; 0.77 �0.317 . 0.317 I, 6.3 i 0.80 i 2.73 j_ _0.87 - _ }- _�___�-_ � _ � � --; __--- I
CB#6A�_ CB#6 i _�_-f ---T --_I - __ -- 12 ! 0.0200 ' 0.012 T 5.47 i 6.97 0.16 � 4.43_ I 30 -_r 0.1
, I --
-- - � - I -- � - ---'-- -1- -�------�-
_ C.__
SB#6 CB#6 6 0.460 0.76 0.350I � � ', �
� � _1.397 , 7.3 � 0.73 2.48 ' 3.46 � -_ II � -� -
_ __._. I
---
CB#6 CB#5 ' � _ !�i 12 0.0445 , 0.012 8.16 10.40 0.42 ' 8.29 47 0.1
�
� �� -.--,-1.12
--- - ---- ! , _ -- - _ -t- -- -- - -----� _ , _ _ _
--
�,wf� . . .4 .4 . 0. 2.
, �__ 0.012 3.87 4.93 � 0.29 3.52 30 0.1
- -�- _ _--. ._ _
i___ _ _ i _ I I �--*--- __ - __._ ' ' , �---
CB#5A CB#5 12 � 0.0100 ,
_ i �_
SB#5 ', CB#5 If 5 � 0.028 �! 0.25 ! 0.007 ; 1.814 7.4 ' 0.72 � 2.46 4.4E ' . - T-- -
--- � --- , ._ ,
�-- ; T--- - -
CB#5�_CB#4_ ___ _ _ I__ 15 I 0.0100 , 0.012 I 7.02 � 5 72 0.64 5.20 I 119 0.4
- �
--- _�
,
- � _ .._. _- ----
--- •----� : ;
,
�
-- - . �-- -�-- �- -
-T-- -fi-- - - - ------ - -
CB#4A ; C� 4A i 0.327 � 0.77 0.252 ' 0.252 I 6.3 0.80 � 2.73 0.69 _ 12 0.0100 - - ---
-- � .
_ _,___ _. _
, _ � � 3.87_�4.93 � 0.18 ' 3.21 30 0.2
0.012
-�- - , -- -T _ _ ._ ,
SB#4 CB#4 ' 4 I 0.058 0.25 0.015 2.080 ' 7.�0.70 2.38 --� -
- --- 4.95 --
CB#4 �' CB#3 -T - I 15 I 0.0100 �--- _ _!- --}---_ !- --�___-
-� - � �-- I
_; ; ' _ , 0.012 7.02 572 0.71 5.34 54 0.2
, �- �--_ , _ , . . '�---�.- -�--
�
- - -- --- � - -
SB#3 � CB#3 3 0.376 � 0.75 , 0.282 � 2.362 ' 8.0 0.69 2.35 ' S.55 � I i
. �- --- -----..___
r-- - ,
--. -- �' - ----- - --� ----- �
i CB#3 � C 2 ' � -� . t � 15 0.0100 0.012 7.02 5.72 i 0.79 ; 5.53 I 86 0.3
SB#2A � CB#2A � 2A 0.480 0.76 I 0.365 - - � , �__ I�-
-�-- '- 0.365 �_ 6.3 I 0.80 2.73 . 1.00 - �I---�----�-_-. ' _ I:---
--- � I I �- ,_ , _--�--
CB#2A CB#2 ' ' ' ', 12 ' 0.0100 0.012 , 3.87 , 4.93 0.26 3.44 ' 30 � 0.1
,
SB#2 CB#2 , 2 0.040 I 0.25 0.010 I �-- -
r---�-- ♦ I ---� -37 , 8.2 I 0.68 1i 2.30 � '� I -
� �
--- -,- �-- � -- -- i ` i j ---� _ 0.012 7.02 � 5.72 � _0_90 �' 5.84 � 82 0.2
-- - -.-. --
� - - f---- �--- ^ fi---
CB#2 CB#1 15 0 0100 I _
- -�- I �
------- -� - r � I , --- ! ----1--- - ----i-- --
SB#1 ^_ CB#1_ _ 1 0.603 t 0.79 . 0.476 3.213 8.5 , 0.66 , 2.26 , 7.25 __-T-- - � _�_--
--- i 0.0120 0.012 7.69 6.26 0.94 � 6 52 30 0.1
- ?- --f-*----�---+-- _ . , ; I i , - i-- _�_- • -_-- -t
1 1A 15 �
' ,
_-- - ' ----- -- .. .- . _ . -- - _ _ __r_ - -_ -- -----; -
CB#1A TO THE POND I 3.235 8.5 0.66 2.24 ' 7.26 ' ;
---�-- ___ _ -'"�- -_
I' ' i I 15 � 0.0120 � 0.012 ! 7.69�6.26 0.94 6.52 41 0.1
TOTAL 8.357 6.161 10.5 0.58 7.96 12.07
Project: "ELMHURST'RESIDENTIAL SUBDIVISION Calcs By:TLR Job No.02054
Location: SEC.15,TWP.23 N.,RNG.5 E.,W.M. I , �i i ' Date:03110/OS Revised:04/25/OS � '
I
3.2.1 RATIONAL MET'HOD
FIGi1RE 3.Z.1.D 100-YEAR 24-HOUR ISOPLUVIALS
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f998 Suriace Water Desisn Manual 9/1/98
3-17
CONVEYANCE SYSTEM AND SIZING TABLE USING THE MODIFIED RATIONAL METHOD
RATIONAL METHOD PEAK RAINFALL INTENSITY j Q=CIRA i ', � �
--- ------ -
- - �_
� lY 1 ----; _� 2 or 100 i-- - I --�-- - I _ } ._ _ ----- I ---
_ ---- � i_ _ ---r--+----+---- --- - - �-- � I I I
_ �_----
t---
24 hr. reci m. , 100 Enter i , -�
- - P P•(� 1 R- 3.9
- P , -; -- ---- __=_
es� n storm ears R__
; �,
LOCATION 3ub- AREA Sum Tc i� I, Qr pipe dia. slope n Q�,�� V�,�, Q/('�,,,, V at Q, pipe leng travel time
from to basin# (acres) C C-A C-A min cfs in. ff/ft) (cis) ff/s ff/s ft min
FROM CB#18 TO CB#9A -�----� ' r - '' � ' '
--- � --- -�---- �
, 1 -T-- � __
,� ---- -
' 0.03
SB#18 CB#18 18_ 0.036 025 0.009 I 0.009 6.3 ; 0.82 3.19 � __ . --__
� �
- .-- ,
,
�
CB#18 CB#17 - _� ; _ ! � �_- - 12 , 0.0144 0.012 ', 4.64 6.91 0.01 '� 1.25 _�124 _ 1.7
SB#17 CB#17 17 I� 0185 ! 0.81 0.150 _ 0_1591 8.0 t 0.71 2.76 0.44 I I,� � - � - �-_�-� _ _
, ,
_ � _ i
CB#17 CB#16 -�-- -- '��_ _12 � 0.0463 i 0.012 8.33 10.60 I_ 0.05 4.56 150 ' 0.5
; �__ fi ---��- -- - - � { -�-- --�---�--
�
, _ _ __ __-�--- � -
CB#16 , CB#15 0.527 8.5 0.68 2.64 -T-- ---�-
--- -j 1.39 -_ --�
i
� ; ' 0 012� 4.74 � 6.0�4 .0 29 � 4.33 ' 153 0.6
SB#_ 16 CB#16 16 0.478 0.77 0.368 ' 12 0.0150 , � -_- _- �-----_�_�_--
i __ _� � �i i
�' 0.802 �r
SB#15 CB#15 15 �' 0.353 ; 0J8 � 0.275 _ _� _ I � � _
� -- , ,
9.1 0.65 ' 2.53� 2.03 I -� �
---- �---r--� ' _ - .--- - � � �
_, -- � -�--r--
CB#15 �CB#14 ^�_--- �- _____- � � �- 12 0.0124 0.012 �; 4.31 5.49 0.47 4.55 � 41 � 0.2
- -- - -- � �- -- �-- --i � ' -
SB#14A CB#14A 14A 0.034 0.25 ' 0.009� 0.009 6.3 0.82 3.19 ' 0.03 � '
- -. _ � __ _ -T , � �-
T-- !
r CB#14 �_ � 12 0.0100 0.012 _3_87 ' 4.93 0.01 1.06 30 0.5
CB#14A, ' � ; �
-T -- -----�----� I __ _ --+---� -- -�---� --- -�---
-�-- � ,i i � i
. _ - --'� -- I -- -' - ; . { , - � �
- - -- - --
SB#14 ' CB#14 '` 14 0.045 I 0.25 ' 0.01�0.822 9.2 0.64 2.51 ' 2.06 � I� _
CB#14� CB#13 , 1 � � , 12 � 0.0150 I 0 012� -.'___ i i I _ �'�____
I - � i 4.74 � 6.04 i 0.43 4.86 152 0.5
,. -_ i - --- --�---r- -
---- � - , ,--- _ -r----I � _ _ � - f-- i
� I � I I �
- __
}---�---- -�� � i � --�--- - ----L-- }- -- I!
SB#13 ' CB#13 '' 13 ', 0.338 ', 0.77 � 0.260 1.082 ', 9.8 ' 0.62 2.42+_ 2.62 - , :_ , � '
- - ------ -�_ -- I � _�T i 0.012 I 4.74 6.� 0.55 _5.28 30 0.1
CB#13 CB#13A _-- + ___ - , _ ! 12 � 0.0150 ' .
�
� CB#13A � 13A �' 0.527 0.76 0.401 1.483 9.9 0.62 � 2.41 I 3.57 ; - -- �- �-I � � ---
SB#13A �
_ ---- --- _ , , _ _ _ _ _ _ .- - -
CB#13A CB#9A 12 0.0100 ' 0.012 3.87 4.93 0.92 5.09 106 0.3
SB#12A CB#12A 12A 0.254 0.78 0.198 0.198 ' 6.3 0.82 3.19 0.63
_ _T - �- -- , -- , 5.47 6.97 0.12 , 4.07 30 0.1
-- --- -�--- - - --- i
CB#12A CB#12 12 0.0200 0.012
-- - _ � _
�
-�
SB#12 CB#12 12 0.048 0.25 � 0.012 � 0.210 � 6.4 0.81 3.15 ' 0.66 �
- ----�- ---
�__ - �__ ---� - - -
CB#12 , CB#11 _� �_�__--� j i , 12 0.0300 0.�6.7_0 f 8.54 r 0.10 * 4.73 i 127 0.4
SB#11A CB#11A 11A 0.415�--- i --^ , --- - - -- I �-� I � _ __
� -�- -_�-_ ' _i , _------_ _--- - -� ---- � � - : -
CB#11A' CB#11�__ OJ6 0.315 0.315 6.3 0.82 3.19 1.01 12 0 0200 0.012 � 5.47 6.97 0.18 , 4.57 �� 30 � 0.1
SB#11 CB#11 ' 11 ' 0 373 - - _ ___ _ --__ T - '- - -i --
�-- - - �
�, , 6.9 078 3.02 2.46 � � ----_I
---- , ' 0.77 0.287 0.813 �',, __ -- 1 ---
CB#11 I' CB#10 -~ - - 12 I 0.0247 0 012 � -� � �
-+-- �
_-, __- � , _ 6.08 � 7.75 ; 0.40 � 6 08 � 128 � 0.4
� I . , � � , -- ---- -- �-, �
- r -- � � �
---- -----�-- �. .. _ .: , ; , _
SB#10A, CB#10A , 10A ; 0.250 , 0.77 0.193 0.193 6.3 0.82 3.19 0.61
--- --- � ----� - � � -
CB#10A'�
CB#10 ; � - - 12 , 0.0100 0.012 3.87 4.93 0.16 3.13 30 0.2
_ �---- -- -- I ----- ----- ---�- - ---
, -�-�--
, , �
--- ---- ---+- . � 4 �
SB#10 CB#10 -10 - � 0.195 I 0.81 0.158 1.163 7.2 0.75 2.93 ' 3.41 -' � � --- .'
CB#10 CB#9A r -r- - _ . � 12 0.0100� T =---T--T ;----. --
, � - -- --- ---T.
� ' 0.012 ' 3.87 4.93 � 0.88 ' 4.99 78 ' 0.3
_ _ _ ' I� _ _- _ --+-------- , i --- -i ----�---
� - � -� -� -�-
SB#9A �I, CB#9A '_ 9A i 0.051 I 0.2 0 013 ', 1.176 , 7.5 0.73 2.86 � 3.37 ' � �- _
- --
CB#9A �, CB#9 .� � --_ � ', , 12 0.0100 , 0.012 ! 3.87 4.93 � 0.87 ' 4.97 57 � 0.2
-*------ i ! 0.357 i _. , -- �--�--- --- _ -�-__ - I �-�
+- - ,-
SB#9 ' CB#9 9�- � 0.75 0.268 2.926 10.2 0.60 II 2.36 �! 6.89 ' ; , , , ' . -_ --
, _ :- � r -- - 7.02 �� 5.72�.98 ' 5.95 47 0.1 -
, . � _rt__- - -- -j ,------ -----rt 0_0100:-T-�- �-- ,- ___ --
CB#9 TO THE POND 15 0.012
TOTAL FROM CB#18 TO THE POND 2.926 10.3
; , _
SB#8A CB#SA 8A 0.450 0.76 0.342 0.342 6.3 0.82 3.19 1.09
- -- -r---t �- --t � , , --
-- ---� �_- _ � t 1 !i 0.012� 5.47 6.97 _0.20 4.65 � 30 i 0.1
CB#SA CB#8
-- -- _� _ --- - -
- - -- 12 ' T � � � --r---
,
___- _ _ ._-- _ . , _� . . ,-- - _---_. -_
----r- - - -_- _ -� 1.14 ---- � __ �
-T -- - - - - --- I 0.0200 ', 0.012 . 5.47 6.97 0.21 �
SB#8 B#8 8 0.075 0.25 0.019 0.361 .4 . 1 � � _
CB#8 -CB#7 ' 12 l � 4.68 114 0.4
� I- --T - I --- �-- -- -- , --- -
SB#7A CB#7A 7A 0 316 0.77 0.243 T� �
t , ;
I
- -- - - -+- -r - - 0.243 � _ - _� --- -_ ----
_ J ; i +_ i
, - - � ^ _6.3 � 0.82 � 3.19 0.78 I'� ' i _
- � ; ~ � - T,_--�--_� �' __-- � 0.012 � 5.47 I 6.97 0.14 4.31 , 30 0.1
- -�--- ' �', � ; -
CB#7A CB#7 12 I0.0200
i
- --_ _ _ _-- • ---_ . ; , _: _---_ _= _--� - ---_ _ _
- _ 0.730 6.8 0.78 3.04 2.22 t-_____r_
�----
7 I . _�.
._ -
. ,_ rt-- ---- --
_-_
�-- �---- �
CB#7 I CB#6 ; ' ' 12 : 0.0200 I 0.012 � 5.47 6.97 0.41 � 5.47 � 153 0.5
, ��--- - , - �--
- i I � -
CB#6A CB#6 _
, �I- --; I . - - ---- --i- - -
_��__ 0.412 i_ 0.77 0.317 0.317 6_3 0.82 3.19 1.01 12 00 200 ` I
SB#6A CB#6A 6A�_ - - _
� -+----- - -T -
� � �! 0.012 5.47 � 6.97 0.19 4.58 30 ' 0.1
F--- �-r --------- - , , , _.- - -- - --- -
SB#6 I CB#6 � 6 0.460 0.76 0.350 --- ; _ _ i , , �
� _ �_- � .---. __ .
, � -_ �
1.39�_7.3 0.75 2.91 ; 4.07 i, F _
- -� _ - ----�----..
,. _ CB#6 I CB#5 ' ' ' � _ _ 8.16 10.40 0.50 � 8.78 . 47 0.1
� ' 0.012
, 12 0.0445 ',
- -� �- - - -- � � -�- -- -
-- --__.. - � ----- -
� -- , _ �
°'.� � � � I �� � �� � ,
SB#5A GB#5A � 5A_ 0.547 � 0.75 I 0.410 , 0.410 6.3 �� 0.82 3.19 1.31 __- _ ' ' � _ -
CB#5A;._CB#5 ' � _ j ,--- I-T�--�-- 12 I 0.0100 _ � ~ � - 30 0.1
---� _�-___ ' t 0.012 � 3.87 � 4.93 0.34 3.66 �
� ,
- --�-- -�--- , _� -- - � �-� - . -- � •
�- � _ ! ---fi---r- , - -- -- -j - - - - -- -- - -
_�_ 0.25 0.007 1.814 7.4 0.74 2.89 . 5.25 _
CB#5 CB#4 5 0 028 ; - ' i 15 I 0.0100 0.012 ' 7.02 ' 5J2 075 ' 5.42 119 0.4
,-- -- ' --�
_ � � �-- ---�- ,
', --, __. _ _ _ �
� �
SB#4A ! CB#4A �_ 4A ; 0.327 0.77 0.252 0.252 6.3 i 0.82 i 3.19 � 0.80 � --_ � -�_ _ ! �-__
�- --_ , _�-- � � 0.012 3.87 I 4.93 0.21 3.31 30 � 0.2
_C��- _C�
' - r
; 12 0.0100
,
.__ .. _ _ , . ,___ -� -- --
� , , , I
-- � �
� �---_ ' - ; � ;-- ---� ,
-T - . , _
-
%-- I 8 5� 15 ! 0.0100 I
SB#4 CB#4 4 � 0.058 0.25 0.015 � 2.080 7J
_ � i i • - - ; , - ^ -
CB#4 CB#3 � r��-.0.72 �
�
� 0.012 7.02 '. 5.72� 0.83 ! 5.64 i 54 0.2
� - ---- _ _. .._ . _
I- -- _ _ � F-
-r-�- --- - I
- - - -- i-
�---- � _
SB#3 CB#3 3 , 0.376 0.75 , 0.282 : 2.362 7.9 0.71 2.77 �'� 6.54 - .
, �
- - . _�_ � __,- _ _T ,_ . , - - � - -
CB#3 CB#2 __ --� _ r _ i , 15 __T0.0100�0.012 7.02 �5J2 0.93 � 5.93 � 86 �_ 0.2
--+---- ; - - , I =-----
' �_ I- _ -�
SB#2A CB#2A 2A 0.480 0.76 0.365 ! 0.365 � 6.3 0.82 �3.19 ' 1.16 I''
, , -�----�- -
, -- 'I -�--}- ! - - --� 0.012 3.87 4.93 0.30 3.55 I 30 0.1
t � � - - � j . -- ---
CB#2A CB#2 I�-�- ' _ I i 12 0 0100 T- � �
i
SB#2 ' CB#2 2 I 0.040 0.25 0.010 ' 2.737 i 8.1 0.70 2.72 i 7.44 � -- � -
_ _ I
--� -- -- - - - - - , -- - � -
---�-__-- - - -_ 'E 0.012 7.02 � 5.72 � 1.06 '� 5.40 ' 82 � 0.3
; - - � � � _-- - �-__-�-_-__
CB#2 CB#1 i 15 0.0100
� - - -'- - -- i i- - - - T �--- --
CB#1 ' CB#1A 1 0.603 r 07� 0.476 � 3.213 8.4 0.68 2.67 8.57 15 � 0.0120 ---- � _ --- -�
--- --�-- f -�------
_ �__ ' 6.26 1.11 4.53 30 0.1
--�- .._ I � � ---�- �L � �_0.012 � 7.69 , I -
--- -�- - ', !
i
-. _- � --- - -r � ------
SB#1A CB#1 1A 0.087 0.25 ' 0.022 3.235 8.5 0.68 2.64 8.55
CB#1A TO THE POND � , --. . 15 0.0120 0.012 t_ . � ---�-- - -�---
' � 7.69 6.26 1.11 ' 4.59 41 0.1
TOTAL 8.357 6.161 10.3 0.58 2.27 14.00
Project: "ELMHURST"RESIDENTIAL SUBDIVISION Calcs By:TLR Job No.02054
Location: SEC.15,TWP.23 N.,RNG.5 E.,W.M. � I ', Date:03N0/05 Revised:04/25/05
VI. Erosion / Sedimentation Control Design
Erosion and sedimentation control will be provided by utilizing BMPs selected from the
� 1998 King County Surface Water Design manual. These BMP's will include, but aze not ',
necessarily limited to, a sediment pond, silt fencing, construction safety (NGPE) fencing,
interceptor v-ditches, rock check dams,plastic sheeting of stockpiles, straw mulch, and '
hydro-seeding.
A Temporary Erosion Control Plan is included as part of the construction documents
detailing the means by which site-specific sediment and erosion control will be handled
during construction.
Note:
Due to the size of the site, a National Pollution Discharge Elimination System(NPDES)
permit, and a Storm Water Pollution prevention Plan(SWPPP) will be required and
provided prior to the commencement of construction.
�'^
J;�
VII . Special Studies and Reports
This section includes studies and reports pertinent to the Elmhurst Residential
Subdivision project. Included in this section are the following reports:
• Revised Geotechnical Engineering Study prepared by Earth Consu}tants Inc.
dated August 30, 2004 and revised December 2, 2004.
• Elmhurst Residential Subdivision Traffic Impact Analysis prepared by
Transportation, Planning&Engineering, Inc. dated December 2, 2004 .
• Wetland and Stream Reconnaissa.nce prepared by Shannon & Wilson, Inc. dated
December 22, 2004.
• Buffer Mitigation Alternatives prepared by Shannon & Wilson, Inc. dated
February 1, 2005.
���
Revised Geotechnical En�ineerin� Studv prepared bv
Earth Consulta�ts Inc. dated Au�ust 30, 2004
and revised December 2, 2004
--1 .
REVISED
GEOTECHNICAL ENGINEERING STUDY
PROPOSED ELM HURST
- RESIDENTIAL SUBDIVISION
201 BREMERTON AVENUE
RENTON, WASHINGTON
E-11251
August 30, 2004
Revised December ? ?�nn.
PREPARED FC:��.
LIBERTY RIDGE, LLC
7t�Z�l��
,�'v/ Scott S. Riegel
Sta f ist
���,I�ARIF�
�ti �o� W''�syl tc'�
Y �� �� �oC�
w �� x
�q r �
'�°p ,�, 33182 0 �'J
F�r��
N
��Z/ay
�x�ii�.Fs �.-�9-0
Kristina M. Weller, P.E.
Project Manager
Earth Consultants, Inc.
1805 - 136th Place Northeast, Suite 201
Bellevue, Washington 98005
(425) 643-3780
Toll Free 1-888-739-6670
� �
�
IMPORTANT INFORMATION
ABOUT YOUR
GEOTECH�IICAL ENGINEERIN� REP�RT
More construction problems are caused by site subsur- technical engineers who then render an opinion about
face conditions than any other factor. As troublesome as overall subsurface conditions,�their likely reaction to
subsurface problems can be, their frequency and extent proposed construction activity,and appropriate founda-
have been lessened considerably in recent years,due in tion design. Even under optimal circumstances actual
large measure to programs and publications of ASFE/ conditions may differ from those inferred to exist,
The Association of Engineering Firms Practicing in because no geotechnical engineer,no matter how '
the Geosciences. qua[ified,and no subsurface exploration program, no ,
The following suggestions and observations are otfered matter how comprehensive,can reveal what is hidden by '
earth, rock and time. The actual interface between mate-
to help you reduce the geotechnical-related delays, I
cost-overruns and other costty headaches that can rials may be far more gradual or abrupt than a report '�
occur during a construction project. indicates.Actual conditions in areas not sampled may
differ from predictions. Notfiing can be doae to prevent the
unanticipated, but steps can be taken to help minimize their �
A GEOTECHNICAL ENGINEERING ►mpact. For this reason, rnost experienced owners retain their
REPORT IS BASED ON A UNIQUE SET 9Qotechnical consultants through the construction stage,to iden-
tify variances, conduct additional tests which may be
OF PROJECT SPECIFIC FACTORS needed,and to recommend solutions to problems
A geotechnica( engineering report is based on a subsur-
encountered on site.
face exploration plan designed to incorporate a unique SUBSURFACE CONDITIONS
set of project-specific factors.These typically include:
the general nature of the structure involved, its size and CAN CHANGE
configuration;the location of the structure on the site
and its orientation; physical concomitants such as Subsurface conditions may be modified by constantly-
access roads, parking lots, and underground utilities, changing natural forces. Because a geotechnical engi-
and the level of additional risk which the client assumed neering report is based on conditions which existed at
by virtue of limitations imposed upon the exploratory the time of subsurface exploration,construction decisions
program. To help avoid costly problems,consult the should not be based on a geotechnica(engineering report whose
geotechnical engineer to determine how any factors adequacy may have heen a(fected by time. Speak with the geo-
which change subsequent to the date of the report may technical consultant to learn if additional tests are
affect its recommendations. advisable before construction starts.
Unless your consulting geotechnical engineer indicates Construction operations at or adjacent to the site and
other�Nise, your geotechnical engineering report shoufd not natural events such as floods,earthquakes or ground-
be used: water fluctuations may also affect subsurface conditions
•When the nature of the proposed structure is and,thus, the continuing adequacy of a geotechnical
changed, for example, if an office building will be report. The�eotechnical engineer should be kept
erected instead of a parking garage, or if a refriger- apprised of any such events, and should be consulted to
ated warehouse will be built instead of an unre- determine if additional tests are necessary.
frigerated one:
•when the size or configuration of the proposed GEOTECHNICAL SERVICES ARE
structure is altered; PERFORMED FOR SPECIFIC PURPOSES
•when the location or orientation of the proposed
structure is modified; AND PERSONS
•when there is a change of ownership,or Geotechnical engineers' reports are prepared to meet
• for application to an adjacent site. the speci€ic needs of specific individuals. A report pre-
Geotechnical engineers cannot accept responsi6itity for problems Fareci for a consuiting civil engineer may not be ade-
which may develop i�they are not consuited a/ter fattors consid- quate for a consvuction contractor,or even some other
ered in their report's development have changed. corisulting civil engineer. Unless indicated otherwise,
this report was prepared expressly for the dient involved
and expressly for purposes indicated by:he client. Use
MOST GEOTECHNICAL "FINDINGS'� by any other persons for any purpose,or by the client
ARE PROFESSIONAL ESTIMATES for a different purpose, may result in problems. No indi-
vidual other than the client should apply this report/or its
Site exploration identifies actual subsurfaee conditions intended purpose without�irst conferring with the geotechaical
on ly at those points where samples are taken, when engineer. No person should apply this report/or any purpose
they are taken. Data derived through sampling and sub- other than that originally conternplated without first conferring
sequent laboratory testing are extrapolated by$eo- with the geotechnical engineer. �-�
..� ,
�
A GEOTECHNICAL �NGINEERING der the mistaken impression that simply disclaiming re-
REPORT IS SUBJECT TO sponsibility for the accuracy of subsurface information
MISINTERPRETATION always insulates them from attendant liability. Providing
the best available information to contractors helps pre-
Costly problems can occur when other design profes- vent costly construction problems and the adversarial
sionals develop their plans based on misinterpretations attitudes which aggravate them to disproportionate
of a geotechnical engineering report. 'Ib help avoid scale.
these problems, the geotechnical engineer should be �D �SPONSIBILITY
retained to work with other appropriate design profes-
sionals to explain relevant geotechnical findings and to CLAUSES CLOSELY
review the adequacy of their plans and specifications
relative to geotechnical issues. Because geotechnical engineering is based extensively
on judgment and opinion,it is far less exact than other
. design disciplines.This situation has resulted in wholly
unwarranted daims being[odged against geotechnical -
BORING LOGS SHOULD NOT BE consultants. 7b help prevent this problem,geotechnicat
engineers have developed model clauses for use in writ-
SEPARATED FROM THE ten vansmittals.These are not exculpatory dauses
ENGINEERIIVG REPORT designed to foist geotechnical engineers liabilities onto
someone else.Rather,they are definitive clauses which
Final boring logs are developed by geotechnical engi- identify where geotechnical engineers'responsibilities
� neers based upon their interpretation of field logs begin and end.Their use helps all parties involved rec-
(assembled by site personnel)and laboratory evaluation ognize their individual responsibilities and take appro-
of field samples. Only finat boring logs customarily are priate action. Some of these definitive clauses are likely
included in geotechnical engineering reports.These logs to appear in your geotechnical engineering report,and
should not under any circurnstances be redrawn for inclusion in you are encouraged to read them dosely.Your geo-
architectural or other design drawings, because drafters technical engineer will be pleased to give full and frank
may commit errors or omissions in the transfer process. answers to your questions.
Although photographic reproduction eliminates this
problem,it does nothing to minimize the possibility of OTHER STEPS YOU CAN TAKE TO
contractors misinterpreting the logs during bid prepara-
tion.When this occurs, delays,disputes and unantici- REDUCE RISK
pated costs are the all-too-frequent result. Your consulting geotechnical engineer will be pleased to
To minimize the likelihood of boring log misinterpreta- discuss other techniques which can be employed to mit-
tion, give contractors ready access to the compiete geotechnical igate risk. In addition,ASFE has developed a variety of
engineering report prepared or authorized for their use. materials which may be beneficial. Contact ASFE for a
Those who do not provide such access may proceed un- complimentary copy of its publications directory.
Published by
THE ASSOCIATION
OF ENGINEERING FIRMS
PRACTICING IN THE GEOSCIENCES
8811 Colesville Road/Suite G 106/Silver Spring, Maryland 20910/(301) 565-2733
���
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0788/3M
Earth Gonsultant� Inc.
��,;���&�,�,g„��,� Established 1975
OorLstlucYbn T�ting&IC�O/WA80 Inspectbfl Servioes
August 30, 2004
Revised December 2, 2004 E-1 1251
Liberty Ridge, LLC
9125 Tenth Avenue South
Seattle, Washington 98108
Attention: Mr. Gary Merlino
Dear Mr. Merlino:
Earth Consultants, Inc. (ECI) is pleased to submit our report titled "Geotechnical
Engineering Study, Elm Hurst Residential Development, 136th Avenue Southeast, Renton,
Washington". This report presents the results of ECI's field exploration and engineering
analyses.
Based on the results of this study, it is ECI's opinion the construction of single-family
residences and associated infrastructure elements, at this site, is feasible from a
geotechnical standpoint. Support for the residences should be provided using
conventional spread and continuous foundation systems bearing on competent site soils
or on granular structural fill used to modify site grades. Slab-on-grade floors should be
similarly supported.
Due to the variability and extent of fill encountered at our test pit locations, the suitability
of site soils for use as structural fill should be further assessed at the time of
construction. Portions of the existing site soils may be deemed unsuitable, and would
require replacement with a granular structural fill. In addition, the soils in the vicinity of
the proposed detention tract are generally unsuitable; therefore we recommend the pond
be lined.
Specific recommendations regarding structural fill placement, detention pond
construction, and the suitability of the existing site soils, as well as pertinent, project-
related geotechnical recommendations are discussed further in this report.
��j
1805136th Place N.E.,Suite 201,Bellevue,WA 98005 Other Locations
Bellevue(425)643-3780 FAX(425)746-0860 Toll Free(888)739-6670 Fife
Liberty Ridge, LLC
August 30, 2004 E-1 1251
Revised December 2, 2004 Page 2
ECI appreciates this opportunity to be of service to you. If you have any questions or if
we can be of further assistance, please call.
Respectfully submitted,
EARTH CONSULTANTS, INC.
�������/
Kristina M. Weller, P.E.
Project Manager
SSR/KMW/ddw
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Earth Consultants, Inc. r�
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TABLE OF CONTENTS
E-11251
PAGE
INTRODUCTION ..................................................................................................... 1
General ............................................................................................................. 1
ProjectDescription............................................................................................. 1
_ Scope of Services .............................................................................................. 2
SITECONDITIONS.................................................................................................. 3
Surface............................................................................................................. 3
Subsurface........................................................................................................ 3
Groundwater .................................................................................
.................... 4
DISCUSSION AND RECOMMENDATIONS................................................................. 4
General ............................................................................................................. 4
Site Preparation and General Earthwork ............................................................... 5
Stripping ...................................................................................................... 5
StructuralFitl ................................................................................................ 6
Compacted Berms and Till Liners .................................................................... 6
Rockeries and Modular Block Walls................................................................. 7
Foundations ...................................................................................................... 7
Retaining and Foundation Walls........................................................................... 9
Slab-on-Grade Floors .......................................................................................... 9
Seismic Design Considerations .......................................................................... 10
GroundRupture ........................................................................................... 10
Liquefaction................................................................................................. 10
GroundMotion............................................................................................. 11
Excavations and Slopes..................................................................................... 1 1
SiteDrainage.................................................................................................... 1 1
UtilitySupport and Backfill................................................................................. 12
PavementAreas ............................................................................................... 13
LIMITATIONS........................................................................................................ 14
AdditianalServices ........................................................................................... 14
Earth Consultants, Inc. � g
TABLE OF CONTENTS, Continued
E-11251
ILLUSTRATIONS
Plate 1 Vicinity Map
Plate 2 Test Pit Location Plan
Plate 3 Retaining Walf Drainage and Backfill
Plate 4 Typical Footing Subdrain Detail
APPENDICES
Appendix A Field Exploration
Plate A1 Legend
Plates A2 through A11 Test Pit Logs
Appendix B Laboratory Test Results
Plates B1 and B2 Particle Size Distribution Reports
Earth Consultants, Inc. ��
GEOTECHNICAL ENGIN��RING � _ ; ';-'.'
PROPOSED ELM HURST
RESIDENTIAL SUBDIVISION
201 BREMERTON AVENUE
RENTON, WASHIIVGTON
E-11251
INTRODUCTION
General
This report presents the results of the geotechnical engineering study completed by Earth
Consultants, Inc. (ECI) for the proposed Elmhurst residential subdivision in Renton,
Washington. The general location of the site is shown on the Vicinity Map, Plate 1 . The
purpose of this study was to explore the subsurface conditions at the site and, based on
the conditions encountered, develop geotechnical recommendations for the proposed site
development.
Project Description
Based on review of the preliminary site plan, the site development will include up to sixty-
four (64) residential lots, associated access streets, and drainage facilities. At the time
this study was performed, the site, roadway locations, and exploratory locations were
approximately as shown on the Test Pit Location Plan, Plate 2.
The currently proposed development plan includes construction of up to sixty-four (64)
single-family residences with an asphalt paved access roadway system. In order to
provide roadway and adjacent building lot grades, grading of the existing site contours
will be necessary. Based on the existing site topography, we anticipate site grading will
be minimal, with cuts and fills of less than approximately four feet generally required,
except in relation to the detention pond, where fills may be as deep as seven feet in some
places.
We anticipate the proposed residences will be of relatively lightly loaded, wood-frame
construction, with a combination of slab on grade and wood joist floors.
A stormwater detention pond/facility will be constructed in the southwest potion of this
site within proposed Tract A. A combination of cuts and fills will be used in the
construction of that pond/facility.
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GEOTECHNICAL ENGINEERING STUDY
Liberty Ridge, LLC
August 30, 2004 E-1 1251
Revised December 2, 2004 Page 2
If the above design criteria are incorrect or change, ECI should be consulted to review
the recommendations contained in this report. In any case, ECI should be retained to
perform a general review of the final design.
Scope of Services
Our scope of services for this project included excavating a series of test pits with client-
provided track-hoe and operator, and the preparation of this report, which specifically
addresses:
• Surface and subsurface soil and water conditions;
• Site preparation, grading and earthwork procedures, including stripping depth
recommendations, details of structural fill placement and compaction;
• Suitability of existing on-site materials for use as structural fill, or
recommendations for imported fill materials;
• Pavement subgrade preparation recommendations;
� Utility trench excavation and backfill recommendations;
• Seismic design criteria;
• Short-term and long-term groundwater management and erosion control
measures;
• Foundation design recommendations, including bearing capacity and lateral
pressures for walls and structures;
• Estimates of potential total and differential setttement magnitudes; and
� Temporary and permanent slope recommendations.
Earth Consultants, Inc. � �
GEOTECHNICAL ENGINEERING STUDY
Liberty Ridge, LLC
August 30, 2004 E-1 1251
Revised December 2, 2004 Page 3
- SITE CONDITIONS
Surface
The subject site is located on the southwestern terminus of B�emerton Avenue Northeast
(formerly 136t'' Avenue Southeast under the King County addressing system), in Renton
(see Plate 1 , Vicinity Map). The site is roughly rectangular in shape with an area of
approximately ten acres. The site is bordered on the north and south by residential
development, to the east by Bremerton Avenue Northeast (the southerly portion of which
is currently being improved in conjunction with the Laurelhurst residential subdivision),
and to the west by a stream/drainage channel, which was dry during our July 2004 field
investigation.
The site topography gently descends to the southwest with approximately 20 feet of
elevation change across the site. The existing topography is largely the result of past
filling and grading activities.
The surrounding topography to the south and west is lower in elevation than the
existing site. There are a few large stockpiles of soil located in the northwest corne� of
the site.
There are three residential buildings and other buildings located in the northeast
portions of the site.
The site contains little existing vegetation. Some trees and brush lie along portions of the
site perimeter.
Subsurface
Subsurface conditions were explored by excavating ten test pits to depths of up to
seventeen (17) feet below existing grades. The approximate locations of the test pits are
shown on Plate 2. Please refer to the Test Pit Logs, Plates A2 through A 1 1 , and
Appendix B for a more detailed description of the conditions encountered at each location
explored. A description of the field exploration methods is included in Appendix A. The
following is a generalized description of the subsurface conditions encountered.
Earth Consultants, Inc.
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GEOTECHNICAL ENGINEERING STUDY
Liberty Ridge, LLC
August 30, 2004 E-1 1251
Revised December 2, 2004 Page 4
The test pits indicate that the majority of the site is immediately underlain by fill with
depths varied up to fifteen (15) feet and generally increasing in depth towards the south
and west site boundaries. The fill consisted of inedium dense silty sand with gravel
(Unified Soil Classification SM) and contained variable amounts of construction debris and
organic matter such as tree limbs and trunk pieces.
The native soils underlying the fill in the majority of the exploration sites consist primarily
of inedium dense to dense poorly graded sand with gravel (SP), silty sand (SM), silty sand
with gravel (SM) and well graded gravel with sand (GW). ,
Review of the King County Soil Survey indicates the site is immediatel underlain b I
Y Y
Alderwood series glacial till soils. However, we encountered native soils in several of the
exploration sites that are consistent with outwash sand and gravel soils. The Soil Survey
map for the subject area indicates isolated areas of Everett series soils to the northeast of
the subject site. The native soil encountered in the majority of the site is interpreted to
be Alderwood series glacial till soils while the native soil encountered in isolated areas of
the explorations sites is interpreted as Everett series outwash soil.
Groundwater
Groundwater seepage was not encountered at our test pit locations at the time of our
fieldwork in July 2004. However, the contractor should be made aware that
groundwater is not static. There can be fluctuations in the level depending on the
season, amount of rainfall, surface water runoff, and other factors. Generally, the water
level is higher and the seepage rate is greater during the wetter months of the year
(typically October through May).
DISCUSSION AND RECOMMENDATIONS
General
Based on the results of this study, it is ECI's opinion that the construction of single-family
residences with associated infrastructure is feasible from a geotechnical engineering
standpoint. Support for the residences should be provided using conventional spread and
continuous foundation systems bearing on competent site soils or on granular structural
fill used to modify site grades. Slab-on-grade floors should be similarly supported.
Earth Consultants, Inc. � ��
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GEOTECHNICAL ENGINEERING STUDY
Liberty Ridge, LLC
August 30, 2004 E-11251
Revised December 2, 2004 Page 5
Medium dense to dense fill was encountered at the majority of the exploration sites
varying in depths up to over fifteen 115) feet. Portions of the fill also contained varying
amounts of organic and construction debris. Those portions of the fill may be unsuitable
for use as structural fill and will require replacement with a granular structural fill.
This report has been prepared for specific application to this project only and in a manner
consistent with that level of care and skill ordinarily exercised by other members of the
profession currently practicing under similar conditions in this area for the exclusive use
of Liberty Ridge, LLC and its representatives. No warranty, expressed or implied, is
made. This report, in its entirety, should be included in the project contract documents
for the information of the contractor.
Site Preparation and General Earthwork
Based on the preliminary plat site drawing, it appears that site earthwork will consist of
installing erosion control measures, stripping the site, cutting and filling the site to provide
street and building pad grades, installing underground utilities, constructing the storm
water detention pond, and preparing curb, gutter, sidewalk and roadway subgrades.
Stripping
Silt fencing should be installed on the downslope portions of the property and
construction fence should be installed in other areas. We recommend ECI be contacted
once the site clearing limits are flagged to walk the site with the contractor to provide
additional geotechnical and erosion control recommendations, as necessary.
The proposed grading areas of the site should be stripped and cleared of surface
vegetation, organic matter, and other deleterious material. Existing concrete structures
can be considered for use as an additive to structural fill provided it is reduced to a
maximum aggregate grain size of four inches. Existing utility pipes to be abandoned
should be plugged or removed so that they do not provide a conduit for water and cause
soil saturation and stability problems.
Stripped materials should not be mixed with materials to be used as structural fill. A
representative of ECI should be on site periodically during stripping to observe the
stripping operation and provide additional recommendations for stripping depths, if
needed. Stripped materials may be considered for use in non-structural fill areas.
Earth Consultants, Inc.
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GEOTECHNICAL ENGINEERING STUDY I
Liberty Ridge, LLC I
August 30, 2004 E-1 1251
Revised December 2, 2004 Page 6
Structural Fiil I
Structural fill is defined as compacted fill placed under buildings, roadways, slabs,
pavements, slope areas, or other load-bearing areas. Structural fill should be placed in
horizontal lifts not exceeding twelve (12) inches in loose thickness. Fill materials should
be placed at or near their optimum moisture content. Structural fill should be compacted
to a minimum of 95 percent of its laboratory maximum dry density determined in
accordance with ASTM Test Designation D-1557-00 (Modified Proctor).
The suitability of the existing fill soils for use as structural fill should be further evaluated
at the time of construction. Some of the existing fill soils may not be suitable for use due
to the presence of organic debris. Based on the conditions observed in the test pits, we
anticipate the fill soils that are suitable for structured fill will be near the optimum
moisture content provided the grading operations are conducted during dry weather.
Moisture conditioning of the soils may be necessary depending on the conditions
observed during construction.
Compacted Berm and Till Liners
In our opinion, the existing site soils observed at the test pit locations should generally
be suitable for the detention pond berms. However, due to the amount and extent of
debris and organic matter encountered in our test pits in the vicinity of the proposed
detention pond, the suitability of using the existing soils for use in pond berms should
be further assessed at the time of construction. Portions of the soil may be deemed
unsuitable, in which case the soils would require removal and replacement with an ,
approved fill material. ��
Earth Consultants, Inc.
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GEOTECHNICAL ENGINEERING STUDY
Liberty Ridge, LLC "
August 30, 2004 E-1 1251
Revised December 2, 2004 Page 7
In addition, we recommend that the pond be lined. At the time the soils are placed,
the moisture content of the soils should be at or slightly above the optimum moisture
content. Moisture conditioning of the soil may be necessary prior to placement. The
soil used for the compacted till liner should meet the following gradation:
Till Liner Gradation
Sieve Size Percent Passin
6-inch 100
4-inch 90
No. 4 70 - 100
No. 200 20 - 100
The thickness of the compacted till liner should be at least eighteen (18) inches, the I
soil should be placed in six inch lifts, and compacted to a relative compaction at least
95 percent (ASTM D-1557-00). ECI should observe the placement of the till liner and
provide testing of the compacted soil.
Rockeries and Modular Block Walls
In our opinion, the use of rockeries or modular block walls at the site is feasible from a
geotechnical standpoint. If walls or rockeries that exceed four feet in exposed height
are utilized, an engineered design will need to be completed. ECI can provide an
engineered design for site rockeries or modular block walls, if requested. At a
minimum, due to the variability of the site soils, ECI should review the layout of the
proposed walls and the proximity of foundations to the walls. Supplement
geotechnical recommendations can then be prepared, if necessary, to address wall
design and surcharge loading.
Foundations
If the site is prepared in accordance with the recommendations provided above, it is ECI's
opinion the proposed residences can be supported on a conventional spread and
continuous footing foundations bearing on competent site soil or on granular structural
fill. Large debris or excessive organic debris should be removed and replaced with
granular structural fill if encountered in structural area excavations.
Earth Consultants, Inc.
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GEOTECHNICAL ENGINEERING STUDY
Liberty Ridge, LLC
August 30, 2004 E-11251
Revised December 2, 2004 Page 8
With foundation support obtained as described, for design, an allowable soil bearing
capacity of two thousand (2,000) pounds per square foot (psf) for structural fill or
competent site soil should be used. Continuous and individual spread footings should
have minimum widths in accordance with local building codes. Loading of this magnitude
would be provided with a theoretical factor-of-safety in excess of 3.0 against shear
failure. For short-term dynamic loading conditions, a one-third increase in the above
allowable bearing capacity can be used.
For frost protection considerations, exterior foundation elements should be placed at a
minimum depth of eighteen (18) inches below final exterior grade. Interior spread
foundations can be placed at a minimum depth of twelve (12) inches below the top of
slab or on competent soils exposed in the crawl space surface, except in unheated areas,
where interior foundation elements should be founded at a minimum depth of eighteen
(18} inches.
With structural loading as expected, total settlement in the range of one inch is
anticipated with differential movement of about one-half inch. Most of the anticipated
settlements should occur during construction as dead loads are applied.
Horizontal loads can be resisted by friction between the base of the foundation and the
supporting soil and by passive soil pressure acting on the face of the buried portion of the
foundation. For the latter, the foundation must be poured "neat" against the competent
native soifs or backfilled with structural fill. For frictional capacity, a coefficient of 0.35
should be used. For passive earth pressure, the available resistance should be computed
using an equivalent fluid pressure of three hundred fifty (350) pounds per cubic foot ipcf).
These lateral resistance values are allowable values, a factor-of-safety of 1 .5 has been
included. As movement of the foundation element is required to mobilize full passive
resistance, the passive resistance should be neglected if such movement is not
acceptable or if the ground surface around the residence slopes away the foundation at a
gradient steeper than 5H:1 V (Horizontal:Vertical).
Footing excavations should be observed by a representative of ECI, prior to placing forms
or rebar, to verify that conditions are as anticipated in this report.
Earth Consultants, Inc.
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GEOTECHNICAL ENGINEERING STUDY
Liberty Ridge, LLC
August 30, 2004 E-11251
Revised December 2, 2004 Page 9
Retaining and Foundation Walls
Retaining walls, and foundation walls that act as retaining walls, should be designed to
resist lateral earth pressures imposed by the retained soils. Walls that are designed to
yield should be designed to resist the lateral earth pressures imposed by an equivalent
fluid with a unit weight of thirty-five (35) pcf. If walls are to be restrained at the top
from free movement, the equivalent fluid weight should be increased to fifty (50) pcf.
These values are based on horizontal backfill andr assume that surcharges due to backfill
slopes, hydrostatic pressures, traffic, structural loads or other surcharge loads will not act
on the wall. If such surcharges are to apply, they should be added to the above design I
lateral pressure. The foundation bearing, passive pressure, and friction coefficient
previously provided in the Foundations section are applicable to retaining walls.
In order to reduce the potential for hydrostatic forces building up behind the walls, I
retaining walls should be backfilled with a suitable free-draining material extending at
least eighteen (18) inches behind the wall. The free-draining material should consist of '
washed drain rock or pea gravel. The remainder of the backfill should consist of
structural fill. A perforated drainpipe should be placed at the base of the wall and should
be surrounded by a minimum of one cubic foot per lineal foot of pea gravel. A typical
detail is attached as Plate 3.
Slab-on-Grade Floors
Slab-on-grade floors should be supported on competent existing site soil or on granular
structural fill. Disturbed or unstable subgrade soil must either be recompacted or replaced
with structural fill.
Slab-on-grade floors should be provided with a minimum of four inches of free-draining
sand or gravel. In areas where slab moisture is undesirable, a vapor barrier such as a 6-
mil plastic membrane should be placed beneath the slab. Two inches of damp sand may
be placed over the membrane for protection during construction and to aid in curing of
the concrete or the concrete may be poured directly on the vapor barrier.
Earth Consultants, Inc. �, �
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GEOTECHNICAL ENGINEERING STUDY
Liberty Ridge, LLC
August 30, 2004 E-1 1251
Revised December 2, 2004 Page 10
, ,,
Seismic Design Considerations
The Puget Lowland is classified as a Seismic Zone 3 in the 1997 Uniform Building Code
(UBC?. Earthquakes occur in the Puget Lowland with regularity. However, the majority
of these events are of such low magnitude they are not detected without instruments.
Large earthquakes do occur, as indicated by the 1949, 7.1 magnitude earthquake in the
Olympia area, the 1965, 6.5 magnitude earthquake in the Midway area, and the 6.8
magnitude earthquake of February 28, 2001 , in the Nisqually area.
There are three potential geologic hazards associated with a strong motion seismic event
at this site: ground rupture, liquefaction, and ground motion response.
Ground Rupture
The strongest earthquakes in the Puget Lowland are widespread, subcrustal events,
ranging in depth from thirty (30) to fifty-five (55) miles. Surface faulting from these deep
events has not been documented to date. Therefore, it is ECI's opinion, that the risk of
ground rupture during a strong motion seismic event is negligible.
Liquefaction
Liquefaction is a phenomenon in which soils lose all shear strength for short periods of
time during an earthquake. Groundshaking of sufficient duration results in the loss of
grain-to-grain contact and rapid increase in pore water pressure, causing the soil to
behave as a fluid. To have a potential for liquefaction, a soil must be cohesionless with a
grain size distribution of a specified range (generally sands and siltl; it must be loose to
medium dense; it must be below the groundwater table; and it must be subject to
sufficient magnitude and duration of groundshaking. The effects of liquefaction may be
large total and/or differential settlement for structures founded in the liquefying soils.
Based on the density and gradation of the site soils and the absence of a shallow
groundwater table, it is ECI's opinion the potential for liquefaction at the site during a
seismic event is negligible.
Earth Consultants, Inc.
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GEOTECHNICAL ENGINEERING STUDY
Liberty Ridge, LLC
August 30, 2004 E-1 1251
Revised December 2, 2004 Page 1 1
Ground Motion Response
In accordance with Table 16-J of the 1997 UBC, soil type Sc, or Site Class C from the
International Building Code (IBC) Table 1615.1 .1 , should be used in design, as
appropriate.
Excavations and Slopes
The following information is provided solely as a service to our client. Under no
circumstances should this information be interpreted to mean that ECI is assuming
responsibility for construction site safety or the contractor's activities; such responsibility
is not being implied and should not be inferred.
In no case should excavation slopes be greater than the limits specified in local, state
(WISHA) and Federal (OSHA) safety regulations. Based on the information obtained from
the field exploration, the existing site soils would be classified as Type C WISHA/OSHA.
Temporary cuts greater than four feet in height in Type C soils should be sloped at an
inclination of 1 .5H:1 V. If slopes of this inclination, or flatter, cannot be constructed,
temporary shoring may be necessary.
Permanent cut and fill slopes should be inclined no steeper than 2H:1 V. Cut slopes
should be observed by ECI during excavation to verify that conditions are as anticipated.
Supplementary recommendations can then be developed, if needed, to improve stability,
including flattening of slopes or installation of surface or subsurface drains. In any case,
water should not be allowed to flow uncontrolled over the top of slopes.
Permanent slopes should be hydroseeded with a fiber matrix and native seed species to
reduce erosion and improve stability of the surficial layer of soil.
Site Drainage
During site construction, storm water must not be allowed to stand in areas where
structural fill will be placed or in building or pavement areas. Loose surfaces should be
sealed by compacting the surface to reduce the potential for moisture infiltration into the
soils. Graded areas should be sloped towards interceptor swales to prevent ponding of
water.
Earth Consultants, Inc.
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August 30, 2004 E-11251
Revised December 2, 2004 Page 12
The appropriate locations of subsurface drains, if needed, should be established during
grading operations by ECI's representative at which time the seepage areas may be more
clearly defined.
Groundwater seepage was not encountered in our test pits at the time of our fieldwork in
July 2004. However, if seepage is encountered in foundation excavations during
construction, the bottom of the excavation should be sloped to one or more shallow
sump pits. The collected water can then be pumped from these pits to a positive and
permanent discharge, such as a nearby storm drain. If significant seepage is
encountered, ECI should be contacted to provide additional drainage recommendations.
Footing drains should be installed around the residence perimeters, at or just below the
invert of the footing, with a gradient sufficient to initiate flow. A typical detail is provided
on Plate 4. Under no ci�cumstances should roof downspout drain lines be connected to
the footing drain system. Roof downspouts must be separately tightlined to discharge.
Cleanouts should be installed at strategic locations to allow for periodic maintenance of �
the footing drain and downspout tightline systems.
Final site grades must allow for drainage away from the residence foundations. The
ground should be sloped at a gradient of 3 percent for a distance of at least ten feet
away from the buildings.
Utility Support and Backfill
We anticipate that storm drains, sewer, water, and franchise utilities will be installed on-
site and within the proposed roadway rights-of-way. The site soils exposed by utility
excavations should generally provide adequate support for utilities. Caving in the native
poorly graded sand and gravel soils should be expected if utility trenches encroach into
this soil layer. ECI should be on site full-time during utility excavation and backfill to
obtain representative tests on the backfill soils.
Earth Consultants, Inc.
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GEOTECHNICAL ENGINEERING STUDY
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August 30, 2004 E-1 1251
Revised December 2, 2004 Page 13
Utility trench backfill is a primary concern in reducing the potential for settlement along
utility alignments, particularly in pavement areas. It is important that each section of
utility line be adequately supported in the bedding material. The material should be hand
tamped to provide support around the pipe haunches. Fill should be carefully placed and
hand tamped to about 12 inches above the crown of the pipe before heavy compaction
equipment is brought into use. The remainder of the trench backfill should be placed in
lifts having a loose thickness of less than twelve (12) inches. Trench backfill within
roadways should be compacted in accordance with the City of Renton standards.
Pavement Areas
To provide a properly prepared subgrade for pavements, the subgrade should be treated
and prepared as described in the Site Preparation and General Earthwork section of this
report. This means the subgrade should be compacted to 95 percent of the maximum
dry density (per ASTM D-1557-00).
The subgrade should be proof-rolled with a loaded dump truck under the observation of
an ECI representative prior to the placement of the crushed rock base. Soft, wet or
unstable subgrade should be removed and replaced with granular structural fill or crushed
rock.
The following minimum pavement section is suggested for the site roadways:
• Two inches of asphalt concrete (AC) over four inches of crushed rock base (CBR),
or
• Two inches of AC over three inches of asphalt treated base (ATB) material.
Pavement materials should conform to WSDOT specifications. The use of ATB is
recommended for residential developments and should be installed prior to the end of
October. If ATB is used, the final lift of asphalt concrete pavement should be installed
following building construction on-site.
Earth Consultants, Inc.
��:.
GEOTECHNICAL ENGINEERING STUDY
Liberty Ridge, LLC
August 30, 2004 E-11251
Revised December 2, 2004 Page 14
LIMITATIONS
ECI's recommendations and conclusions are based on the site materials observed, our
engineering analyses, and the design information provided us, and our experience and
engineering judgment. The conclusions and recommendations are professional opinions
derived in a manner consistent with that level of care and skill ordinarily exercised by
other members of the profession currently practicing under similar conditions in this area.
No warranty is expressed or implied.
The recommendations submitted in this report are based upon the data obtained from the
test pits. Soil and groundwater conditions between test pits may vary from those
encountered. The nature and extent of variations between exploratory locations may not
become evident until construction. If variations do appear, ECI should be requested to
reevaluate the recommendations of this report and to modify or verify them in writing
prior to proceeding with the construction.
Additional Services
As the geotechnical engineer of record, ECI should be retained to perform a general
review of the design and specifications to verify that the earthwork and foundation
recommendations have been properly interpreted and implemented in the design and in
the construction specifications.
ECI should also be retained to provide geotechnical services during construction. This is
to observe compliance with the design concepts, specifications or recommendations and
to allow design changes in the event subsurface conditions differ from those anticipated
prior to the start of construction.
Earth Consultants, Inc.
��
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Rgfgrg(�Cg: Georechnical Enninerriib.Geology.Ern�ironmental Sciences
Ca�struction Testing N.ICBO/WABO Inspection Sen�ices
King County
Map 656
By Thomas Brothers Maps Vicinity Map
Dated 2005 Elm Hurst Residential Development
Renton, Washington
NOTE: This ptate may contain areas of color.
ECI cannot be responsible for any subsequent Drvvn. GLS Date July 2004 Proj. No. 11251
misinterpretation of the information resulting Checked SSR Date 7/26/04 Plate 1
from black&white reproduciions of this plate.
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LEGEdQ I
TP-1—�— Approximate Location of
ECI Test Pit, Proj. No.
E-11251, July 2004 Not-To- Scale
� - - �
� ; subject site � Earth Consultants, Inc.
'_._ �__. ��'"��`9 Geacxhnical Engineering.Geology,Enviraimeival Sciences
_"`'� Conslniction Tesling t4 ICBO/WABO Inspection Services
Existing Building
__ Proposed Lot Number Test Pit Location Plan
Elm Hurst Residential Development
Renton, Washington
NOTE: This plate may contain areas of color.
ECI cannot be responsible for any subsequent Drwn. GAP Date Dec. 2004 Proj. No. 11251
misinterpretation of the information resulting Checked SSR Date 12/2/04 Plate 2
from black 8 white reproductions of this plate.
/" �
Free Draining 18 inches min.
�o� Backfill
;:'t.: . . °''� „ �:�: 111=�=111=
„ o° • ::;.:i::r:;::�`;::: 'r:';::;_".::�;:r;;: —III III
Min 2 Dia. o0 0� �c 12 inches ";,;: ;;,;}�;: ;;y;::•:sti�:;;�~ III
Weep Hole o e°�'� �f� ��'�' '���'�� `•�
a •'��� ��•' :L' �v':� � '. ._
0 0 0� ''•Q.. . O O� OOo o•.ti��'•••�'�•
o� � �O. ��p ��00� °op0000 '.r�0: 'O
o° � ° C 00° � U o—Oo0p0 •.���:j '
0o a o o � ' '��'
C O OOa . ���..p .
Min. 6" $+oo oo�' 1"Drain oo�oo ° o0o gbo o �o}'.• �=�
o � o
°o o a o` Rock �° °o 0 0 °°�a�� ;,rp;;:� Excavated Slope
IIIIIIIII o0 00 0� o0 00 0 0�0 0 00 0o a;: .o�•
oo�o�° aao � • .
�o � o o p Doo
� oo pooO �o o �.o:.'O
�o �poop °opoao�p rp.•�
00° � � 0�00�000 �� �•,�
1NEEP HOLE DETAIL °°� ° � °o��°O° '-��a-
�oo�Op ° o°� �oo �--.
00 0° �o 000�,00 PerforatedPipe
111=111�11 00 °o�o o°o 0 0° o .°:: Wrapped with
lfoot min. °o"'�°`� �� � ° Filter Fabric
a
1 foot min. Compacted Subgrade
I
�
STANDARD NOTES t F�FNn
' 1) Free Draining backfill should consist of : �:=: Surface Seal; Native Soil or other Low
granular soil having no more than 5 "%-:=�:�:i Permeability Material
percent passing the#200 sieve and
no particles greater than 4 inches in °o o°o Free Draining Backfill -Washed Drain
diameter. The per�centage of particles ° ° � Rock or Pea Gravel
passing the #4 sieve should be between
25 and 75 rcent. ���� �
Pe ��=;:�: Structural Fill compacted to 90 percent
' - • ' relative compaction
2) Structural backfill should be free of
organics, clayey soils, debris and other 000000°oo0 1 inch Drain Rock
deleterious materials. It should be ° °° `
placed at or near the optimum moisture
content.
SCHEMATIC ONLY- NOT TO SCALE
3) Where weep holes are utilized, surround NOT A CONSTRUCTION DRAWING
each weep hole with 3 cubic feet of 1 inch
drain rock. Maximum horizontal spacing
of weep holes should be 6 feet. EaI'trl COC1SUItc�tltS, Inc.
Grotrciuilcal Englneers Geolu^�sts t4 Envlronn�enlal Sdeaitlsts
4) Drain pipe; perforated or slotted rigid Consmialai Testln�^,a ICBO!H'r.e0 ins�xalon�rvbes
PVC pipe laid with perforations or slots
� facing down;tight jointed; with a positive RETAINING WALL DRAINAGE AND BACKFILL
gradient. Do not use flexible corrugated Elm Hurst Residential Development
plastic pipe. Drain line should be bedded Renton, Washington
on and surround with free draining 1 inch
drain rock. The drain rock may be
encapsulated with a geotechnical drainage Drwn. GLS Date Aug. 2004 Proj.No. 11251
fabric at the engineers discretion.
(;hecked SSR pate 8/27/04 Plate 3
� �:
f
i
`� Slope To Drain .�.,
.;,.:: ::::::''•�;ti��::;':'„� �
.��r.�;:. �.�� ,�: '.t�r.��:: S,�:;��•�
.. �•:: �'�::,,����.;•� :7
•'y;� ��y;�r::'�.f�::;• � '•:�7
'i •��• '� •�i�•:� �:�.. .•i.� �i�•����. •'�
6 inch min. :%r' '' � •fr'• •. '• :�: ''�
,�: ;:: . .,.� . ;::; `.• ,.: ;:.�
:L� '• :.ti '•�.'• .: „ti':1:•�.:'!�:;'�•.;':'
'i�:i •i•�f���;�•`i i��i�-�.':�:�., �.r�.1���� � �' •.'�:'�.
•o• ' •O,'`'e�vo�.�•,o• �a�•�''��p0�'•-'-J0=•dODoo
• �o 0o O p Oo O� �oo�0�0 p Oo O� ��o� o O p Oo
o�b ���� °�004>° 000� 00 0�� o00 18inch
0 op0 0000� o oOp 0000� o oO�o
oQ'°o�o°o a 000°�O°';o�oo 0 00,p�oo�o
min.
0�000000° � � o�OoDoOp° 0 O a�pooa
00 o p a o0 0 �p � o0 0 �
� p oo � O � � p o o °O � � p o 0
0°08�000�0p°o°� �000°p ° 00004, �
4inchmin. 000,oa e 000000,00 °° � °oo�o
O � o O Op�O � Q ° � O p0�p � O ° o
Diameter o°°°,o o ,°°o°o°a o 0 0
a�
Perforated Pipe °o 0 0 0° o 0 0�°0�o�°
Wrapped in Drainage �° � °o°°o °�o o� o �o
Fabric o �o° ° � °�oo 000 0� o
4,a ,oq, o 0
00 �o o �
0 0
o ��,r �
�
_ �
2 inch min./4 inch max.
2 inch min.
12 inch
min.
tFrFNn
:;..;..: Surface seal; native soil or other SCHEMATIC ONLY-NOT TO SCALE II
�: low permeability material. NOT A CONSTRUCTION DRAWING
0
°o° °°° 1"Drain Rock
a
°°�o
0
Drain pipe; perforated or slotted rigid
O PVC pipe laid with perforations or Earth Consultants, lI�1C.
slots faeing down; tight jointed; with a ceoierhnical en„ineers.ceologlsts R Envlraiinenral Sclentists
positive gradient. Do not use flexible ���,Gn���no�,T�S��„��.��Bo�����8��„5`�0�,�`w`es
corrugated plastic pipe. Do not tie TYPICAL FOOTING SUBDRAIN DETAIL
building downspout drains into footing
lines. Wrap with Mirafi 140 Filter Fabric Elm Hurst Residential Development
or equivalent. Renton, Washington
Drwn. GAP Date Aug. 2004 Pr�j. No. 11251
Checked SSR Date 8/27/04 Plate 4
�
r� f
� `
APPENDIX A
FIELD EXPLORATION
E-11251
Fieid exploration was performed by Earth Consultants, Inc. (ECI) on July 16, 2004.
Subsurface conditions at the site were explored by excavating ten test pits to a maximum
depth of seventeen (17) feet below the existing grade using a client-provided track hoe
and operator.
Approximate test pit locations and relative elevations were determined by interpolation
from site features. The locations and elevations of the test pits should be considered
accurate only to the degree implied by the method used. These approximate locations
are shown on the Test Pit Location Plan, Plate 2.
The field exploration was continuously monitored by a geologist from our firm who
classified the soils encountered, maintained a log of each test pit, obtained representative
samples, measured groundwater levels, and observed pertinent site features. Samples
were visually classified in accordance with the Unified Soil Classification System, which
is presented on Plate A1, Legend. Representative soil samples were placed in closed
containers and returned to our laboratory for further examination,
Test Pit Logs are presented on Plates A2 through A11 . The final logs represent our
interpretations of the field logs and the results of the laboratory tests of field samples.
The stratification lines on the logs represent the approximate boundaries between soil
types. In actuality, the transitions may be more gradual. The consistency of the soil
shown on the logs was estimated based on the effort required to excavate the soil, the
stability of the trench walls, and other factors.
Earth Consultants, Inc.
��.
MAJOR DIVISIONS GRAPH LETTER TYPICAL DESCRIPTION
ISYMBOL SYMBOL
GW Well-Graded Gravels,Gravel-Sand
Andve1 Ciean Graveis Q �Q �4 � 9W Mixtures, Little Or No Finea
Gravelly (little or no fines) � Gp Poorly-Graded Gtavels,Gravel-
Coarse Soiis • � ■
Grained � � � gp Sand Mixturea,Little Or No �ines
Soils More Than
GM Sitty Gravels,Gravel-Sand-
�096 Coerse Gravels With grr� Silt Mixtures
raction Fines(appreciable
Retained On amount ot fines) CiC � Clayey Gravels,Gravel-Sand-
No.4 Sieve gC Clay Mixtures
Sand ��e o�o �a SW Well-Graded Sands, Orav�lly
And Clean Sand o a o o SW Sands, Little Or No Pines
Ssndy (��ttle or no /Ines)
More Than ' ���g SP Poorly-Graded Sands, Gravelly
50% Material Sp Sands, Little Or No Fines
Larger Than More Th'an
No.200 Sieve �% CoBrse SM Silty Sands, Sand- Silt Mixtures
s12e Fractfon Sands With S(Yl
Passing No.4 Fines(appreciable
Sieve amount of fines) SC SC Clayey Sands, Sand-Clay Mixtures
I M� Inorganic Silts&Very Fine Sands,Rock Flo�r,Silty-
ry��' Clayey Fine Sands;Clayey Sitts w/Slight Plasticity
Fine Silts Liquid Limit CL Inorganic Clays Of low To Medium Plasticity,
Soilsed C ys Less Than 50 ^ C� Gr,aveily Clays, Sandy Clays, Silty GaYs, Lean
� I � I � I QL Organic Silis A�d Organic
1 I 1 O� Silry Clays Of Low Plasticity
I., i � l �
M�-{ Inorganic Silts, Micaceous Or Diatomaceous FieE '
More Than fTlfl Sand Or Silty Soils
50% Mater�al Silts
Smaller Than A�d Liquid Limit C�..� Inorganic Clays Of Hiqh
No.200 Sieve Clays Greater Than 50 C�'1 Plasticity, Fat Clays.
Size �// //
����� �H Organic Clays Of Medium To High
Ofl Plasticity, Organic Silts
Highiy Organic Soils
`��� �`-'� �'� pT Peat, Fiumus, Swamp Soils
i, ��+, �ti�, ���• �Jt 1Nith High Organic Contents
Topsoil 'y�'y�'� Humus And Duff Layer
Fill Hlyhly Varlable Constituents li
The discussion in the text of this report is necessary for a proper understanding of the nature
of the material presented in the attached logs.
DUAL SYMBOLS are used to i�dicate borderline soil claasHication.
C TORVANE READING,tsf I Y O.D. SPLIT SPOON SAMPLER
qu PENETROMETER READING,tsf
W MOISTURE,%dry weight � 24"I.D. RING OR SHELBY TUBE SAMPLER
P SAMPLER PUSHED
' SAMPLE NOT RECOVERED i WATER OBSERVATION WELL
pcf DRY DENSITY, Ibs.per cubic ft.
LL LIQUID LIMIT,96 Q DEPTH OF ENCOUNTERED GROUNDWATER
PI PLASTIC INDIX DURING D(CAVATION
Z SUBSEQUENT GROUNDWATER LEVEL W/DATE
;
Earth Consultants Inc. LEGEND
cK�u�«i�nir.a Uiglncers.e:[x>k�Lsis&l�rviru�mx:n�;d scknils�s
Proj. No. 112si Date July 2ooa Plate ni
<J-, ��
Test Pit Log
Project N�ne: Sheet af
Elm Hurst Residential Dev�el ment 1 1
Jab No. La9Ded bY Date: Test P�No.:
11251 SSR 7116l04 TP-1
E�acavation CorMador: Ground Surfaoe Elevation:
Client Provided 100'
Notes:
� — N surtaoe conaieons: Sparse Grass and Grav�el
� W �'� ��i E U E
Nates (%) � cn a u� � u�i
SM Brown silty SAND with grav�el, medium dense to dense, damp(Fill)
�
2 -brick
-increase silt content
3 -increase organics
26.4 4 -loose
5 SM Gray brown silty SAND with grawel, medium dense, moist
15.3 6
� -d@�S@
Test pit terminated at 7.0 feet below e�dsting grade. No groundwater
encountered during ezcavation.
NOTE:
Test pit elevations relativ�e to each other.
�
0
0
�
�
a
� Test Pit Log �
Earrh Consulranrs Inc. Elm Hurst Residential De�elopment
3 �",���'�`"�'R.�.�°�,""'""„"`°�s`"�",� Renton,Washington
r
s
� Proj.No. 11251 own. GLS Date Ju1y2004 Checiced SSR �ate 7/26/04 P�te A2
Subsurface condRions depicted represent our observations at the time and location of this e�loratory hole,modified by engineering teats,analysis and
�udgment. They are nd necessanly representative of dher times and locations.We c�nnd accept responsibdrty for the use or interpretatlon by others aF
�nfnrmdinn nroanM�i nn{hie IM �t .
'�
Test Pit Log
Project Name: SheeR d
Elm Hurst Residential Develo ment 1 1
Job No. Logged by. Date: Teat Pit No.:
11251 SSR 7/16/04 TP-2
F�"Avabon Contactor: Ground Su�faoe FJev�t;on:
Client Provided 100'
MoGes:
� — Q � SurFeoe conditions: Gravel
Naes W � �n 8 � a� ' E
SM Brown silty SAND with grav�el, medium dense, moist(Fill)
�
2
-gray mottling
3 �Splla�t p16C@S
-increase or anics and silt
4 SM Brown silty SAND with grav�el, medium dense, moist
15.2
5
6
� GM Brovm w�ell graded GRAVEL with sand,dense, moist
3.s 8 -1.8% fines
Test pit terminated at 8.0 feet below e�dsting grade. No ground water
encourrtered during e�avation.
�
0
0
�
�
a
� Test Pit Log
Earth Consultants Inc. Elm Hurst Residerrtial Development
� Ge,oa�c.Yrcdr.alFnghxeas,Cr.M�5A8Fmlmronenral5cieiNLSfr: Renton,Washington
J
`a
W Proj.No. 11251 Dwn. GLS Date July 2004 Chedced SSR �ate 7/26/04 Plate A3
Subsurface condRions depicted represent our observations at the time and location a(this e�loratory hole,modit'�ed by engineering tests,analysis and
�udpment. They are not neoessarily represerrfative of other times and locations.We cannot acoept responsfbflity for the use or interpretation by others of
If�I�IMOIIM MpCplt�p/I M I{'110�M
� S�
Test Pit Log
Pro�a r�: sn� or
Elm Hurst Residential Develo errt 1 1
Jab No. Logged by: Date: Teet F�it No.:
11251 SSR 7h6/04 TP-3
Ezcavation Car�c�ar: Ground S�ufaoe Elevffiion:
Client Provided 100'
n�s:
y� — � surfaoe Ca�d�ians: Graviel
� w �E �'�i E� V E
Notes (%) � � a � � N
SM Brawn silty SAND witl�grav�el, medium dense, mast(Fill)
t
-bark/wood layer at 1.5'
s.e 2 -asphalt pieces and brick
3
4 -21.4°/a fines
18.9
5 SM Brovm silty SAND with gravel, medium dense, moist(Fill)
�0.2
s �lense
� ��Y
8 -large concxete piece
-brick fragment, incnease organics,asphalt pieces
9 SM Brown silty SAND with grav�el, medium dense to dense, moist
`a"$ �� SP Brown poa1Y 9raded SAND with grawel,dense, moist �
3A o ,'
�� Test pit terminated at 11.0 feet below e�asti
ng grade. No groundwater
encountered during e�acavation.
�
0
0
�
w
�
a
� Test Pit Log
- Earth consu�tanrs Inc. Elm Hurst Residential Dev�elopment
�'°""'""�'�'"'����'"''"""'"'�'�"""�'' Renton,Washington
`a
� Proj.No. 11251 Dwn. GLS Date July 2004 Checked SSR oate 7/26/04 Plate A4
Subsurface condilions depided reExesertt our observations at the time and location of this e�loratory hde,modfiied by engineering teats,anelysls and
�udgment. They are nat neoessariy r�epresentative af other times and locations.We cannat accept respo�ibility for the use or interpretatan by dhers af
�nfivmaf'v.n r�rueenrerl M fhie IM �
��
Test Pit Log
Prolea r�ne: snee� o�
Elm Hurst Residential Dewelo ment 1 1
Job No. �o89ed by: oa�e: rest P�No.:
11251 SSR 7/16104 TP-4
Ez�rdtion Cartador: Ground Surfaoe Ele+�ation:
Client Provided 100'
Nates:
� — � � surface c:ona�ti«�s: Gravel and Brush
� � �E ��i E � E
( ) c� m � u°� � u�
SM Brown silty SAND with gravel, medium dense, moist(Fill)
1
2 -asphalt,concrete and brick
-mottled te�Qure
3 -inc,�ease silt content
4 -increase organic zone
22.8
5
6
� -iron pipes
-large concrete slabs
e
s
�� -construction debris
��
12 SM Brown silty SAND, dense, moist
12.4 �
13 Test pit teRninated at 13.0 feet below e�6sting grade. No groundwater
encountered during e�acavation.
�
0
�
�
�
a
0
� Test Pit Log
� Earth Consultants Inc. Elm Hurst Residential Dev�elopment
3 �"�'""`a'�,�'�.`"'`���""�„"""d's°�"�' Renton,Washington
's
� Proj.No. 11251 �wn. GLS D-ate July 2004 Chedced SSR Date 7/26/04 P�ate A5
Subeurface oonditions depicted represent our observations at the time and location of this e�loratory hole,modified by engineering tests,analysis and
�udgment. They are nd neoessarily representative d other tlmes and bcations.We cannd aocept r�esponsibllity for the use or interpretation by others oi
�nfnm+�flnn nrecanforl nn►hic IM �-y �_.,
.J "�.
Test Pit Log �
�x r�,�e: sneec o� �
Eim Hurst Residential Devel ment 1 1
Job No. LogBed by. Date: Test P'it No.: �
11251 SSR 7/16/04 TP-5 !
E�a�vation Contactor: Ground Surfaoe Ete�tian:
Client Provided 100'
Notes:
� Suriece Conc�tions: Gfass!&ush
� L �
Notes' % �° E °1 "' a � �
( ) � y o m � u�
SM &awn stlty SAND with grav�el, medium dense, moist II
�
2
3 -CO�Cf@tG'SIBbS WI$1�@��
4
11.6 I
5 -19.7°k fines
s
I
� -�nrood debris I
8 -concrete slabs 'I
s
-tire and plastic
�a
��
12 SM Brown silty SAND, dense, moist to w�et
14.1
13 Test pit terminated at 13.0 feet below e�dsting grade. No groundwafier
encountered during e�acavation.
�
0
�
U
W
-�
a
� Test Pit Log
Earth COtlsultatltS Ir1C. Elm Hurst Resident�l Dev�elopment
3 cmoxc.Ymkal Fnglnern'�.G�.�s&Rmlmnnx•rral Sckrn�a� Renton,Washington
a
w Proj.No. 11251 Dwn. GLS Date July 20Q4 Chedced SSR Date 7/26/04 Plate A6
Subsurfaoe conditions deplcted represerrt our obsenrations at the tlme and location of this�loratory hole,modfled by engineering tests,�alysis and
�udgment. They�e not neoessarily r�atire of dher times and locatlons.We cannat accept responsibility for the use or interpre�tation by athers of
���vm�finn nrnceMorl nn ihie liv. �+�, � I
Sri"��
�� �
Test Pit Log
Frojed Nlame: s't,eet of
Elm Hurst Residenfial Devel merit 1 1
.)ab No. �ogged hy: Date: rest�it►�o.:
11251 SSR 7/16/04 TP-6
Ezcavaakion Contador: Grourxf Surfaoe E7evation:
Client Provided 100'
Nates:
� — L o � surface conditions: Grav�l
� � � E e � � � E
(°) � � o � � y
SM Brown siNy SAND vwth grav�el, medium dense, moist(Fill)
�
2
3 -trace organics and construction debris
13.9 4
5
6
7
-If1Cr2'dS@ 0�2f11C:.S
8
9 -6"thick layer of concrete wash
�� -concrete slabs and chunks
�� -wood debris
�
12
i3
-dense
14
15
�s SM Brown silty SAND with grav�el,dense, moist
14.1 :
�� Test pit terminated at 17.0 feet befow e�asting grade. No groundwater
� encouritered during e�aeavation.
�
0
c�
U
w
�
a
�
� Test Pit Log
- Earth Consultants Inc. Elm Hurst Residential Dev�efopment
Cxxxixtmkal Fn(�ir..C�fk�N',L�&F]�vlrmmr.rNal SClr.nibTs
Renton,Washington
a
WFroj.No. 11251 anm. GLS Dace July 2004 cnedced SSR Date 7/26/04 t�late A7
Subsurface condftions depicted represent our observations at the time and location of this e�loratory hole,mod�ed by engineering tests,analysis and
judgmerrt. They are not necessariy representatiNe of other times and locations.We pnnot accept responsibility for the use or interpretation by others af
infnnr��iinn r�ruennlerl nn{Mie IM �� +�
'..�;, s...
,'ai
Test Pit Log
�n�: sn� or
Elm Hurst Residen6al Devel errt 1 1
Job No. Logged by: Date: Test Pit No.:
11251 SSR 7/16/04 TP-7
Ezcavation Cantactor: Ground Surface Etev�ion:
Client Provided 100'
Notes:
Sz — £ m � surfaoe conditions: Gravel
n Ti « a U
� w � E o LL p j E
� � � N
SM Brown silty SAND with grav�el, medium dense, moist(Fill)
�
2
3 -91c1j/fT10�1�19
��y
11.7 4 -2�.0%f1�12S
5
6
7
8
9 -txick pieces
�o
��
�2
� 13
14
�5 SM Brown silty SAND with graviel, dense, moist
5.5
16 Test pit terminated at 1fi.0 feet below e�dsting grade. No groundwater
encountered during e�acavation.
�
0
�
U
W
�
a
� Test Pit Log
Fa.rth Consultants Inc. Elm Hurst Residential Development
G�dNc.YmkalPnghxnrwGFnk�glsl�&FTv�mnnxMalSckTMkA Renton,Washington
a
W Proj.No. 11251 Dwn. GLS Date July 2004 Ct�edced SSR Date 7/26/04 �ate A8
Subsurfaoe cond�tions depicted represerrt our observations at the time and location of this e�loratory hole,modified by engineering tests,analysis and
�udgment. Theyr are not necessariy representatiwe of other times and locations.We cannot accept responsibility for the use or interpretation by others of,._. ,.
infnrmolinn�vxunla�nn 1F+ie Irv�
v��:, �
Test Pit Log
�n�ea r�ame: sneec ot
Elm Hurst Residential Develo ment 1 1
Jab No. Logged 6y. Date: Test P'it No.:
11251 SSR 7/16/04 TP-S
F�ration Cantacbr. Ground Su►faoe Elevafion:
Client Provided 100'
Nates:
c�eneral w t S � �n $ S"rfaoe�°"d'ti°"s: Graded Fill
a �y .: U
NO�ES �%� (9 N O � N � �
SM &wim silty SAND with grav�el, medium dense, moist(Fill)
t
2
3 -mottled te�dure
7.6
4
5
-construction debris
s
�
a
9
9.7 �� .
11
12
13
-barbed wire
14
15 SM Red brown sr�ty SAND, dense, moist
s�
Test p�terminated at 15.5 feet below e�asting grade. No groundwater
encourrtered during e�avation.
�
0
�
�
" Test Pit Log I'
�
[7 Earth Consultants Inc. Elm Hurst Residential Development
D GaoMCYmlr.al Fi�txx�rt,Ccx�s t FnNmnnr.nr�l Sc6xNLs�
� Renton,Washington
a
� Proj.No. 11251 Dwn. GLS Date July 2004 chedced SSR Date 7/26/04 Plate A9
Subsurfaoe conditions depided t our observa�ions at the time and location of this e�loratory hole,modified by engineering tests,analysis and
�uclgne�. They are nd neoessari representatiwe d dher times and locations.We canrrot acoept responsibility for the use or inte�pretation by others
��fivmafinn nrmenldl nn Ihle IM
��!
Test Pit Log
Pralea Man,e: sr,ee� af
Elm Hurst Residenfral Develo ent 1 1
Job No. �ogped by. Dete: rest P�No.:
11251 SSR 7/16/04 TP-9
F�ation CoMactor: Ground Surface Elevation:
Ciient Provided 100'
r�s:
� — t o � $ surface C«,d�ions: Graded FII
Nofes W � E p � w j i.
� � � N
SM Brown siity SAND with grav�el,dense, moist(Fill)
�
2 ��y
-pieces of brick
9.3 3 -16.3�a fines
4 -slight organic and constructan debris throughout fill zone
5
6
7
8
9
10
11
12
13
14
5.6 15
Test pit terminated at 15.0 feet below e�dsting grade. No groundwater
encountered during e�acavation.
� �
�
o �
0
U
w
�
a
�
;� Test Pit Log
3 Farth Consultants Inc. Elm Hurst Residential Dev�elopment
�
�"°k"��`a'�,�'�°"�`��"''m"""`"�'�"Y"�' Renton, Washington
a
W Proj.No. 11251 own. GLS oate July 2004 chedced SSR oate 7/26/04 P�ate A10
Subsurface oonditions depicted represent our observations at the time and location of this e�loratory hole,mod'rfied by engineering tests,analysis and
�udgrr�ent. They are nat neoessarily rep�sentative of other t'snes and locations.We cannot accept responsibility for the use ar interpretation by dhers d
�n�nrmefi�n nrocan�orl M 4hie IM �` ....
4A3 �R
.. i.
Test Pit Log
Pro�c r�: sr� o�
Elm Hurst Residential Dev�elo errt 1 1
Job No. l.ogged by. Darte: resc P�z No.:
11251 SSR 7/16/04 TP-10
Ezcavation Contscdor: Ground Surface Elavation:
Client Provided 100'
�:
y� — m � surface cand�ions: Graded Fill
c�i w �E �� � � �
No� �%� � vai a cAn � �'i
SM Brown silty SAND with grav�el, medium dense, moist(Fill)
�
2
8.3 3 -cable at 3.5'
4
5
6
7
a SM Red brown silty SAND with grav�el, dense, mast
7.3
9
Test pit terminated at 9.0 feet below ebsting grade. No groundwater
encourrtered during e�acavation.
�
0
�
�
�
a
� Test Pit Log
- �lrtrl CO�1SUltc'�I1tS jI1C. Elm Hurst Residential Dev�elopment
3 �"""'`''"'�"�'�"�'A'`�'`�'"'�„»""�5""""� Renton,Washington
a
� Praj.Na. 11251 Dwn. GLS �ate July 2004 Chedced SSR oate 7/26/04 Plate A11
Subsurfaoe conditions depicied represent our obsenrdtions at the time and location of this e�loratory hole,modffied by engineering tests,anatysis and
�udgment. They are not necessarly represeMatnre af olher times and loc�bns.We cannot accept responslb�lity for the use a interyretation by others of
nfnrmelinn nroeun{er1 M lhie IM
,'.,d
APPENDIX B
LABORATORY TEST RESULTS
E-11251
Earth Consultants, Inc.
r '
,»
' Particle Size Distribution Report
5
o � � c F � c 9� t i � $ � � � � �
100
90
�
70
�
W gp
Z
�
� �
W
W �
a
so
zo
�o
0
200 100 10 1 0.1 0.01 0.001
GRAIN SIZE- mm
96 COBBLES %GRAVEL %SAND %SILT 96 CLAY USCS AASHTO PL LL
0 50.1 48.1 1.8 GW
❑ 35.1 43.5 21.4 SM
0 18.6 61.7 19.7 SM
SIEVE PERCENT FINER SIEVE PERCENT FINER SOIL DESCRIPTION
��e O ❑ � "O� O ❑ � O TP-2:7.5'-GW
Brown well graded Gravel wtih send;3.9%
1.5 100.0 100.0 100.0 #4 49.9 64.9 81.4 mo;g� ,
3/4 92.7 69.1 100.0 #8 34.5 60.4 72.4 ❑'I'p_3:4'-SM
3/8 64.2 69.1 9l.9 �16 24.7 56.4 66.9 ���,�ty sand�,;9,gevet;18.9°�
#30 15.6 49.8 58.7 ��
#50 9.0 38.4 43.4 p Tp_5:4.5'-SM
#100 3.0 27.3 27.8 ���,9���ve1;11.6%moisdue
t1200 1.8 21.4 19.7
GRAIN SIZE REMARKS:
�s0 8.26 2.20 0.649 o Tech:.TNC
�30 1.79 0.183 0.169
D70 0.335 ❑Tech:JNC
COEFFICIENTS
Cc 1.16 �Tech:1NC
�u 24.67
o Source: Sample No.:TP-2 Elev./Depth:7.5'
❑Source: Sample No.:TP-3 Elev./Depth:4'
o Soum,e: Sample No.: TP-5 Elev./Depth:4.5'
EARTH �"�'t:
Project: Elm Hurst �
�-� �
CONSULTANTS INC. ` �
� Pr ' No.: E-11251 Plate B� �
1 'n n N � � r'� � it � Q a� � tt Tt 1�
100 I
90
80
70
�
W gp
Z
�
H � !
Z
W
W � II
a
�
zo
�o
0
200 100 10 1 0.1 0.01 0.001
GRAIN SIZE- mm
96 COBBLES %GRAVEI %SAND %SILT %CLAY USCS AASHTO PL LL
0 35.8 44.2 20.0 SM
❑ 22.9 60.8 16.3 SM
0 20.2 53.9 25.9 SM
SIEVE PERCENT FINER SIEVE PERCENT FINER �IL DESCRIPTION
'"� O ❑ � "�` O ❑ 0 O TP-7:4'-SM
Dark gay silty Sand with gravel;11.7%
1.5 100.0 100.0 100.0 #4 64.2 77.1 79.8 ma;�
3/4 100.0 100.0 100.0 #8 57.7 70.2 71.2 ❑Tp_9:3'-SM
3B 72.1 88.5 91.5 #16 52.8 65.3 65.8 �y�ty,Sand q,;�t,�rave��9.3%moisture
#30 46.5 56.7 58.8
#50 36.0 38.0 46.4 p Gs-1':o�-SM
�!100 25.5 22.5 3 3.6 �y��,sand with gravel;.9"/o moisdue
#200 20.0 16.3 25.9
GRAIN SIZE REMARKS:
�so 3.00 0.721 0.656 o Tech:.TNC
�30 0.208 0.220 0.113
p10 ❑Tech JNC
COEFFICIENTS
C� �Tech:7NC
Cu
o Source: Sample No.:TP-7 Elev./Depth:4'
o Source: Sample No.:TP-9 Elev./Depth:3'
o Source: Sample No.: GS-1 Elev./Depth:0'
EARTH �''�'t:
Project: Elm�Iwst
CONSULTANTS, INC. p •�No.: E-11251 PlateB2 ��-
Elmhurst Residential Subdivision Traffic Imuact Anatvsis prepared
bY Transportation, Plaonin� & En�ineerin�, Inc.
dated December 2, 2004 .
: a ;;r
ELMHURST RESIDENTIAL SUBDIVISION
TRAFFIC IMPACT ANALYSIS
CITY OF RENTON I
Prepared for
LIBERTY RIDGE L.L.C.
9125 10t" Ave. South
Seattle, WA 98108
December 2, 2004
� � � . �
� . � i • " •
2223 - 112th Avenue N.E., Suite 101
Bellevue, Washington 98004-2952
Telephone: (425) 455-5320
Facsimile: (425) 453-5759
� z.�
_ ,
ELMHURST RESIDENTIAL SUBDIVISION
TRAFFIC IMPACT ANALYSIS
CITY OF RENTON
Prepared for
LIBERTY RIDGE L.L.C.
9125 10th Ave. South
Seattle, WA 98108
Prepared by
TRANSPORTATION PLANNING & ENGINEERING, INC.
2223 - 112th Ave. N.E., Suite 101
Bellevue, Washington 98004
� Telephone - (425) 455-5320 ,
� FAX - (425} 453-5759
, December 2, 2004
��R H. BIS
5,��,�o�wAsy�c��
� - .�,
y :� �z��/o�
�
.d, �o�w � ,�
r0'���ISIE� G�l�"
ONp�,E�
IXPIiiES s�2�tti�
��
i
TRANSPORTATION PLANNING & ENGINEERING, INC.
2223-112'"AVENUE N.E.,SUITE 101 -BELLEVUE,WASHINGTON 98004-2952
VICTOR H.BISHOP,P.E.Prealdenl
TELEPHONE (425)455=5320
DAYID H.ENGER,P.E.Vlce Presldent December 2� 20�4 FACSIMiLE (425)453-5759
LIBERTY RIDGE L.L.C.
9125 10'h Ave. South
Seattle, WA 98108
Attn: Mr. Michael Merlino
Re: Proposed "Elmhurst" Residential Subdivision — Renton, WA
Traffic Impact Analysis
Dear Mr. Merlino:
We are pleased to present this traffic impact analysis report for the proposed 64-lot
"ElmhursY' Residential Subdivision located on the west side of Bremerton Avenue N.E.
immediately south of the site of the proposed "Ridgeview Court" Residential Subdivision
(preliminary plat application pending at the City of Renton) and west of the "Laurelhurst"
Residential Subdivision in the Ciry of Renton. Access to and from the site will be via Bremerton
Avenue NE.
' The scope of this analysis is based upon the preliminary plat site plan, the Citv of
Renton Policv Guidelines for Traffic Impact Analvsis for New Development and the minutes of
the February 19, 2004 pre-application meeting at the City of Renton attached in the technical
appendix. Based on information from these sources, the NE 4th Street/Union Avenue NE, NE
4"' Street/Bremerton Avenue NE, and NE 4t'' Street/Duvall Avenue NE intersections are
analyzed in this report.
Our summary, conclusions and recommendations begin on page five of this report.
PROJECT DESCRIPTION
Figure 1 is a vicinity map showing the location of the site and the surrounding street
network.
Figure 2 shows a preliminary site plan. The site lies in the City of Renton. Bremerton
Avenue NE will abut nearly all of the site's east edge.
Internal access streets will connect to Bremerton Avenue NE at two locations.
Bremerton Avenue shall be improved to City of Renton standards along the site frontage.
Improvernents to Bremerton Avenue NE to the north planned as part of the Ridgeview Court
subdivision shall provide a connection to NE 4"' Street to the north of the site. Improvements to
the Elmhurst site's Bremerton Avenue NE frontage atong the west side of the street will be
constructed in conjunction with the Elmhurst subdivision. Improvements to the east side of
Bremerton Avenue opposite roughly the south half of the Elmhurst site are already being
constructed in conjunction with the Laurelhurst subdivision. NE 2"d Street from Bremerton
Avenue NE east to Duvall Avenue NE is already under construction as part of the Laurelhurst ,,� ,
subdivision. _ ��
C:Wr%cfsIR061160041R06116ElmhurslTlA(2J.D2.doc
� �
LIBERTY RIDGE L.L.C.
Attn: Mr. Michael Merlino
December 2, 2004
Page 2
Fuil development of the Elmhurst proposal is expected to occur by the year 2006 or
early 2007. Therefore, for purposes of this study, 2007 is used as the proposal's horizon year to
insure a conservative analysis.
EXlSTING PHYS/CAL COND1TlONS
There are three existing single-family structures within the boundaries of the project site
as well as other buildings that have been used in the past in conjunction with construction
businesses that have operated on portions of the site. All of those existing structures will be
removed from the site to make way for the proposed development.
Street Facilities
Figure 3 shows existing traffic control, number of street lanes and other pertinent
information.
The primary roads in the study area are classified per the City of Renton Comprehensive
Plan as follows:
N.E. 4�' St. Principal Arterial
Union Ave. N.E. Minor Arterial
Duvall Ave. N.E. (north of N.E. 4�') Minor Arterial
Jericho Ave. N.E. Collector Arterial
Duvall Ave. N.E. (south of N.E. 4`h) Unclassified local access
Bremerton Ave. N.E. Unclassified local access
Bremerton Avenue NE (south of NE 4th Street in the vicinity of the project)was originally
constructed as a two-lane rural type road and as such does not currently have sidewalks. A
sidewalk along the west edge of Bremerton Avenue NE is planned to the north of the Elmhurst
site in conjunction with the proposed Ridgeview Court subdivision.
EXIST/NG TRAFFIC CONDITIONS
Traffic Volumes
Figure 4 shows existing PM peak hour traffic volumes at the pertinent intersections
affected by site-generated traffic. The traffic counts are included in the Technical Appendix.
Level of Service Analysis
Level of Service (LOS) is a qualitative measure describing operational conditions within
a traffic flow, and the perception of these conditions by drivers or passengers. These conditions
include factors such as speed, delay, travel time, freedom to maneuver, traffic interruptions, ��
C:�Projects�R06 1 1 60041FcG6116E;mhurstTfA(2).D2.doc
� �
LIBERTY RIDGE L.L.C.
Attn: Mr. Michael Merlino
December 2, 2004
Page 3 �
comfort, convenience, and safety. Levels of service are given letter designations, from A to F,
with LOS A representing the best operating conditions (free flow, little delay) and LOS F the
worst (congestion, long delays). Generally, LOS A and B are high, LOS C and D are moderate
and LOS E and F are low.
Table 1 shows calculated ►evels of service (LOS) for existing conditions at the pertinent ,,
street intersections. The LOS's were calculated using the procedures in the Transportation
Research Board Highwav Capacity Manual 2000. The LOS shown indicates overall intersection
operation. At intersections, LOS is determined by the calculated average control delay per
vehicle. The LOS and corresponding average control delay in seconds are as follows:
TYPE OF A B C D E F
INTERSECTION
�
� Signalized < 10.0 >10.0 and <20.0 >20.0 and <35.0 >35.0 and <55.0 >55.0 and <80.0 >80.0
' Stop Sign Control <10.0 >10 and <15 >15 and <25 >25 and <35 >35 and <50 >50
Accident Historv
We have field reviewed the site and nearby street system. Based on the field review
and discussion with City of Renton staff, there are no readily apparent safety issues that will be
left unresofved with the required project street frontage improvements to City of Renton
standards.
FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT
Figure 5 shows projected 2007 PM peak hour traffic volumes without the project. These
volumes include the existing traffic volume counts, traffic anticipated to be generated by the
Laurelhurst and Ridgeview Court subdivisions plus background traffic growth. The background
growth accounts for traffic volumes generated from approved but unbuilt subdivisions and
general growth in traffic traveling through the area. A 2% per year annual background growth
rate is used in this report and is compounded over a three-year period to project the 2004 traffic
volumes to the 2007 horizon year volumes (except for the 2003 traffic volume count at the
Bremerton Avenue NE/NE 4"' Street Intersection, which was compounded over a four-year
period to 2007).
IVE 3RD— NE 4r" CORRIDOR lMPROVEMENTS
The Ciry of Renton is in the process of evaluating potential transportation improvements
to the NE 3`� — NE 4'n Street corridor between Sunset Blvd. and the eastern City limits. The
planned improvements are intended to increase roadway capacity, reduce accident potential,
enhance neighborhood livability and provide safe and efficient access to business and future
development. One of the potential improvements is installation of a traffic signal at the
Bremerton Avenue NE/NE 4t'' Street intersection, which would improve existing and future levels -v--��
Q :-h�,
C:IProjectslR06f 160041R06116EImhurstTlA(2).D2.doc
� �
LIBERTY RIDGE L.L.C.
Attn: Mr. Michael Merlino
December 2, 2004
Page 4
of service. For the purposes of this study, we assumed the intersection to remain unsignalized
because the traffic signal is not currently funded and is not included in the next two years of the
Transportation Improvement Plan (TIP)according to City staff.
- TRIP GENERATION AND D1STRlBUTION
The 64 single-family units in the proposed Elmhurst Property Plat are expected to
generate the vehicular trips during an average weekday and during the street traffic peak hours
as shown below:
Time Period Trip Rafe Trips Trips Tofa/
Entering Exiting
306 306
Average Weekday 9.57 612
50% 50%
AM Peak Hour 0.75 25% 75% 48
PM Peak Hour 1.01 64% 36% 65
A vehicle trip is defined as a single or one direction vehicle movement with either the
origin or destination (exiting or entering) inside the study site.
The trip generation is calculated using the average trip rates in the Institute of
Transportation Engineers (ITE) Trip Generation, Seventh Edition, for Single Family Detached
Housing (ITE Land Use Code 210). These trip generation values account for all site trips made
by all vehicles for all purposes, including resident, visitor, and service and delivery vehicle trips.
Figure 6 shows the estimated trip distribution and the calculated site-generated traffic
volumes. The distribution is based on the characteristics of the road network, existing traffic
volume patterns, the location of likely trip origins and destinations (employment, shopping,
social and recreational opportunities), expected travel times, and previous tra�c studies. '
FUTURE TRAFFIC COND1710NS W/TH PROJECT
Figure 7 shows the projected 2007 PM peak hour traffic volumes with the proposed ,
project. The site-generated PM peak hour traffic volumes shown on Figure 6 were added to the
projected background traffic volumes shown on Figure 5 to obtain the Figure 7 volumes. i
Table 1 shows calculated LOS for future with and without-project conditions at the I
pertinent street intersections. The study intersections operate at an acceptable LOS for future I
2007 conditions including project-generated traffic. '�
� r:� ��
, �
C:lProjects1R061160Q41R06116ElmhurstTlA(2).D2.doc
� �
LIBERTY RIDGE L.L.C.
Attn: Mr. Michael Merlino
December 2, 2004
Page 5
TRAFFIC M1TIGATION REQUIREMENTS
The City of Renton requires a Transportation Mitigation Fee payment of$75 per new
daily trip attributed to new development. The net new daily trips due to this development are the
610 trips per day generated by the proposal minus 29 existing trips generated by the three
existing residences resulting in a net increase of 583 daily trips. The estimated Transportation
Mitigation Impact Fee is thus $43,725 (583 daily trips X $75 per daily trip).
Full width street improvements to City of Renton Standards including curb, gutter and
sidewalk, are required on all internal plat streets. Half street improvements are required along
the site's Bremerton Avenue NE frontage.
SUMMARY, CONCLUSIONS AND RECOMMENDATIONS
We recommend that the Elmhurst Residential Subdivision be constructed as shown on
the site plan with the following traffic impact mitigation measures:
• Construct the street improvements including curb, gutter and sidewalk in
accordance with applicable City of Renton standards.
• Contribute the approximately $43,725 Transportation Mitigation fee to the City of
Renton.
No other traffic mitigation should be necessary. If you have any questions please call
Vincent J. Geglia or me at (425) 455-5320.
Very truly yours,
TRANSPORTATION PLANNING
8� ENGINEERING, INC.
'�G'`^'�
Victor H. Bishop, P.E.
VJG: President
�'as.� � ',
; t� I
C:�ProjectslROB116004�RG611 EE/mhursfTlA(2).D2.doc
� II
�
TABLE 1
PM PEAK HOUR LEVEL OF SERVICE SUMMARY
ELMHURST RESIDENTIAL SUBDIVISION
TRAFFIC IMPACT ANALYSIS '
INTERSFCTlON EXlSTING 2007 WlTHOUT 2007 W1TH
PROJECT PROJECT
N.E. 4�' St./Union Ave N.E. C 26.7 C 28.2 C 28.6
N.E. 4"' St./Bremerton Ave. N.E. NB Left(D 29.0) NB Left (E 36.3) NB Left(E 40.3)
N.E. 4th St./Duvall Ave. N.E. C 28.3 C 30.9 C 31.2
♦ Number shown is the average stopped delay in seconds per vehicle for the intersection
as a whole, which determines the LOS for intersections per the Transportation Research
Board Highwav Capacity Manual (HCM)- Special Report 209, 3rd Edition updated
December 1997.
(XX) LOS and delay for the worst approach or movement at an unsignalized intersection
,� ,�
C�!Prcjects�R06116004V706116BmhurstTlA(2J.D2.doc �'
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VICINITY MAP FIGURE
ELMHURST PLAT - CITY OF RENTON 1
TRAFFIC iMPACT ANALYSIS .'� �
1� �
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SITE PLAN FIGURE
ELMHURST PLAT - CITY OF RENTON 2�� �
TRAFFIC {MPACT ANALYSIS ��
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LEGEND
O Traffic Control Signal
�I Stop Sign
XX mph Posted Speed Limit
-i Approach Lane & Direction
XL Number of Roadway Lanes !
EXISTING CONDITIONS FIGURE �
ELMHURST PLAT - CITY OF RENTON 3,� 3 li�
TRAFFIC IMPACT ANALYSIS , ; '`� !
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June 25, 2004 Dec. 16, 2003 June 17, 2004
4:00 — 5:00 PM 4:�0 — 5:00 PM 4:00-5:00 PM '
��° �72 N� �3 N�� �173 I�,,
� � � �127 � � �3235 � � � �g09 N.E. 4th St. �
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865� � � 1120—+ 906--► � �
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rnc00 � NNN
�
LEGEND
X—► PM Peak Hour Traffic Volume & Direction
EXISTING PM PEAK HOUR TRAFFIC VOLUMES FIGURE
ELMHURST PLAT - CITY OF RENTON 4
TRAFFIC IMPACT ANALYSIS ;_��
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LEGEND
X—► PM Peak Hour Traffic Volume & Direction
2007 PM PEAK HOUR TRAFFIC VOLUMES WITHOUT PROJECT FIGURE
ELMHURST PLAT - CITY OF RENTON J< < � �
TRAFFIC IMPACT ANALYSIS ° ��'
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� ���� � TOTAL 65
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Project Site
� N
� N.E. 2nd St. i
1�
LEGEND
xx� Site Trip Distribution Percentage
X—� PM Peak Hour Traffic Volume & Direction
TRIP DISTRIBUTION AND ASSIGNMENT FIGURE
ELMHURST PLAT - CITY OF RENTON 6
TRAFFIC IMPACT ANALYSIS �`*�";�
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LEGEND
X—► PM Peak Hour Traffic Volume & Direction
2007 PM PEAK HOUR TRAFFIC VOLUMES WITH PROJECT FIGURE
ELMHURST PLAT - CITY OF RENTON 7
TRAFFIC IMPACT ANALYSIS ;��`"
TECHNICAL APPENDIX
���h.
>> �
�ciri D1 : LHYY vrrtVta; 'L5� 'LI'L ytl/ti 4;NUV-L4-U4 lU:�tiAM; rAVt 2/4 I
. �
CITY OF RENTON MEMO
pvsLic wortxs
To: Susan Fiala
From: Juliana Fries (425)430-72'18 '
Datc: Fcbruary l9, 2004
Subject: PreApplication Review Commeuts PREAPP No. 04-018 I
Elm Hurst Preltminary Plat
NOTE ON PRELIMINARY REVIEW C.OMA'[�NTS CO:VTAINED TN THIS REPORT:
The following comments on development and perinitting issues are based on the pre-application
submittals made to the Clty of Renton by the applicant_ The applicant is cautioned that information
coatained in this summary may be subjeet to modifieation and/or concurrence by o�cial decision makers I,
(e.g. Heariug Examiner, Boards of Adjustment, Board of Public �Vorks aad City Councfl). Review
comments may also need to be revised based on site planning and othcr design changes required hy the
City or made by the applicant. I
I have reviewed the preiiminary application for this plat, located at 13209 136"' Ave SE and 201 & i
257 Bremerton Ave NE. The subject site consists of three tots that are tocated outsidc of the City's �
boundaries. The following comments would be requirements upon site's annexation into the City of
1Zenton_
WATER
1. There is an existing 8-inch water main in Bremerton Ave NE (Dwg W-0626), stubbed to the
north of the parcel No. 1523059030(adjacent to Bremerton Ave NB).
2. '1'here is an 8-inch water main stubbed to the west of parcel No. 5182100050 — NE 2"`� Place
(private street-Dwg W-4505).
3. I'here is an 8-inch water main stubbed to the west of parcel No. 5 1 82 1 0005 1 (Dwg�V-2045).
4. There is an 8-inch water main stubbed to the South East of parcel No. 1523459051 (Dwg W-
0756).
5. VVater mains extension within the new streets inlenor to the plat will be required for this groject.
A connection to the existing dead-e;nd 8-inch water main in NL 2"d Plaee will be required_
Extension of the proposed watcr mains between lots 5-1 U and Iots l 1-16 to the n�rth property
iine will also be required.
6. Al] new conshuction niust have a fire hydrant capable of delivering a minimum of 1,000 gpm
and must be located within 300 feet of the smictures. Fire hydrants are required for this project.
Existing hydrants will require a quick disconnect Stor�fitting,if not already in place.
7. "1'he derated fire flow in the vicinity is modeled at 2�l)0 gpm {for looped system) with a static
pressure vurying around 75 psi.
8. 'l'he proposed project is ]ocated in the �65-w�ater pressure zone and is outside lhe Aquifer
1'rotecEion Area.
9. New ���atcr sciti�ice stubs to each lot rnust bc installcd prior '.o rccorditig of the plat.
r,
, �
-1-
itN� �Y: LAW UFFICES; 253 272 9876 4;NOV-24-04 10:36AM; PAGE 3/�
Elm Hurst I'reliminary Plat 02/19/2U04 Page 2
10. The W�ter Systcm Developrnent Charge (SDC) would be tri�gered at the sinQlc-family rate �,'
$1,525 per new building lot.Ti�ese are payab3e at the time the util : , ,
SA1vITARY SEWER
1. There is an existing 24"sewer main on NE 4'' ';tr��,_' i�>���-��� � ������`i
2. Ttiere is also a 1G" (reduces to a 12-ineh) sewer main �vest u1 pa�-cels �"o. �1�Z I i)�i���� ���
51821 U005 t (Dwg 5-1488).
3. Sewer mains along the new streets will be required. The sewer main shall be instailed at a �epth
that will allow sewer mains extensions to the parcels to the east, to provide gravity sewer as far
as possible. Extension of the proposed sewer mains b etween 1 ots 5-10 a nd 1 ots 1 L-16 t o t he
north property line will also be required.
4. Existing septic systems shall be abandoned in accordance with King County Health p rior t o '�
recording of the plat. 'i
5. These parcels are subject to the East Renton Interceptor Special Assessment Dish-ict (SAD). As
of 2/19/04 this fee is $295 per new lot(accrues interest daily). Fees are collected at the time the i
utiIity construction permit is issued. '
6. The Sanitary Sev►�er System Development Charges (SDC) is $900 per lot. These are payable at II
the time the utility construction permit is issued. �I
SURFACE WATER I
1, The site drains to Maplewood Creek. Due to downstream flooding and erosion problems, staff
wilt recommend as a SEPA condition this project to comply with the I998 King County Surface '
Water Design Manual to meet both detention (Level 2 flow control) and water quality (basic) ,
improvements.
2. Aecording to City of Renton records, appears that a stream runs along parcels No. 5 1 82 1 00050,
5182100�51. The drainage report should address the drainage course, with an analysis of the
upstream tributary area and flow that currently drains through the proposed project. Storni
systems should be sized to accommodate the future land use condicion flows.
3_ The drainage report should aiso address the ordinary high water mark of the stream (Maplewood
Creek) to establish setbacks and building elevation(where the s�ream is adjacent to the project).
4. The Surface Water System Development Charges (SDC) are $715.00 per building lot.These are
nayable at the time the utiliTy construction permit is issucd.
TRAlYSP ORTATI ON
1. Traffic Mitigation Fee of$75.00 per Averase Daily Trip shail be assessed, at a rate of 9.57 trips
per d�y per new single-family lo[.
2. Private streets are allowed for access to six (6) or less lots, with no more than 4 of the ]ots not ��
abutting a public right-��f=way. Private streets are required to have a 26-feet easement t�vith a 20- I
feet pavement_ �I
A joint use driveway may be permitted for aecess to two {2) lots, The private access easeinccrt � �
shall be a minimum of 20-feet wide v��ith I Z-feet pavcd. '
;. �1 Traffic Im�act �lnalysi5 will he required. 'l he �nalysis should address �mpacts on the '
• � si��ialized iti[ersection; ��f N}i �}'�' SdY;nion :'�vc NE, NL 4`h Stli)uvall :l��e 'NL. and the
�nlersecliun uf NE 4"' SGBrcrucrtoci Ave NF(assuming this int�rsectioii wil] be signalizcd).
; � �
-2-
iENT BY: LAW OFFICES; 253 272 9876 4;NOV-24-04 10:37AM; PAGE 4/4
,
� . Elm IIurst Preliminary Plat o2!19.12004 Pagc 3
�1. A minimum 20-foot pavement and pedestrian w�alkway will be required along Bremerton Ave
NE, north of the proposed development (if no other public access to Duvall Av� NE is
proposed).
5. The proposed street sectians f or B remerton A ve N L a re n ot a cceptable. M inimum p avement
width from curb-to-curb is 32 feet. Alignment of the curb line will be required. The centerline of
pavemeni shall coincide with the centerline of R-O-W.
b. Street improvements including, but not limited to paving, sidewalks, curb and gutter, storm
drain, landscape, street lighting and street signs will b e r equired a long n ew p roposed s lreets
interior to the plat.
7. Street improvements including,but not limited to min. 28 feet paving, sidewalks, curh and gutter
(on the development side}, storm drain, landscape, street lighting will be required along frontage
of all parcels with existing and proposed right-of-way. The R-O-W for the half street
improvements shall be a minimum of 35 feet. This reduced R-O-W may be allowed when is
detcrmined that the a djacent p arcel o f p roperty h as t he p otential f or f u#ure d evelopment a iid
dedication of the R-O-W necessary for the completion of the street R-O-W.
8_ AlI wire utilities shall be installed undergraund per the City of Renton Undergrounding
Ordinance. If three or more poles necessitate to be moved by the development design, all
cxisting overhead utilities shall be placed underground.
GENERAI,COMMENTS
1. Ali plans shall be prepared according to City of Renton drafting standards by a licensed Civil
Engineer.
2. Permit application must include an itemized cost of constru�tion estimate for these
improvements.
The fee f or r evietiv a nd i nspection o f t hese impruvements is 5% of the t7rst $100,000 of the
estimated construction costs; 4% of anything over$104,000 but less than $200,000, and 3% of
anything over$200,000.Half the fee must be paid upon application.
3. If yoti have any questions, call me�tt 425-430-7278
CC: Kayren Kittrick
�,
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" ;her :SI�INY Transpartation SYsteos Oivisinn- `► 5kudy Naie: TMC4�7�P
/- ited by:lMC ! RPF Traffic dperatians ��1' Site Code : �30@88000
1 -:�:�: rd � :T-�919 2ABh 5tudies Start Da�e; 06125/A4
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X Apr. ! 39.6 18.6 40.9 a.71 13.5 7b.8 7.9 1.61 37.4 24.5 37.� 0.91 17.3 71.7 18.5 0.31 -
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' '�er :SUNNY 7rans�rrrtation 5ystP�s Divisir,n Study Nare: T!•#C07�
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"-�ther :SUTRdY Transportation fiystens D3V]SIDTf � 5tudy Naae; TMG103P
inted tiy:AEYlRPF Traf�ic Dperatians � fiite Cade : 00Q�+080
'�"_��rd � :D4-10�7 P804 5tudies � S#art Date: Q�EJ17/04
} :."'��fa�e :DRY Page : 1
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Hourl 4� 53 246 51 9 E09 17s" 141 P$ 2'v 2A 01 2s�. 9�6 44 21 2779
! I I i I
Totalt 7�1 92 493 6! 2`'s 1'�45 346 22! b5 SP .`,0 11 428 1796 87 31 54b2
% Apr. I 55.9 6.8 3b.7 8.41 1.5 76.0 Pi.l 1.31 3B,6 3B.9 C9.7 0.51 18,4 77.6 3,7 B.S I -
X Int. I 1�.7 l.b 9.0 e.13 0.4 22.) b.3 8.41 1.1 0.9 �►.9 -1 7,8 3P.8 �.5 -I -
' ! I ! I 1
I 1 • i i I
���
/...
. �
! � �
�
-6-
11/LJ/GVV4 ta:4o rAA 4L� 4sU !3ltf i(�iV'1�U1V '1'2(AIVJ. JY,. '1' L¢f UU4
, �p ',��, I
City af Renton
''--ther :SUNNY Traos r�ation
pa �y steas Division Siedy Na�e: bIC103P
nted by:AEY/RPF Traffic Qperatians Site Code : 80060000
�- _ ard � :D4-1027 2F�4 Studies 5tart Date: 06/17/A4
� rface :DRY Page : 2
' CRRS/AEIIESTRIFl�iS,HEAifY VEHICL.E$
lDUVALL AV NE INE 4T}t ST IiIEIVALL RU I� I�L 4TH Sr
tSou�h�ound INestbound INor#hbound IEasthaund
StarZ I l I t lIntvl.
Tise I Left Thra Ripht Otherl Left ��ru Riqht D�herl Left Thru Ri�ht Utherl Left Thrn Ri�i�t Ottie:�f Total
Peak Hour Anolysis By Entir•e In�ersectian for the Rer�od: ]S:NB o0 8blS7/A4 ta i6:45 an 06117;04 1
Ti�e 1 16:00 ! 1b:�8 1 15:�8 I 1b:00 I
VaL I 465 53 �46 51 9 F84 173 141 CB 26 24 01 235 906 44 '�I
�et. I 57.1 7,4 34,6 @.71 1�! 75.6 �l.4 1.71 35.9 33.3 30.7 B.�I 14 7 75,: 3.7 �A.1!
Tctal I 74►g I 8Q45 1 78 ; 118T 1 '
High I 16:4� I I6:3Li ; 16:15 I ib:38 I
Vol. I IQ+6 17 7b il @ 168 46 121 12 11 6 91 65 235 17 81
Tutal f 2N0 f 218 1 � I 317 I
F� 1 B.B86 1 0.923 I@.67� f 0.936 i
"'CARS/PE�ESTRIANS # DUUALL� AV NE I #
''HEAVY VEHI CLE5 ^' S#^' �39 I ^' S3 I^' 398 I 173 #
:• #.� 7 � ^ Q� f�--� 7 I 2E� # I
—,����#=_=== I=��_=��;�== I �3� ##
� ; � # `4b I 53 I 4�,�, I --_-- # "' 14
# I I t 431+ # ^ 14
��� # I Inbnund 7m9 #
#####�####�############t## I Q�_it bo��nd 434 ####�###k##############
h1E 4TH 5T ' Tot��1 11�3 ^' 164
24E� " 4 17�
k383 bQ+9
�;8 -----____________.__---
���`� ._��_L'—'��_����.�—'�� � ti �78 �
^' 233 '` 11 6Q�9-
235 .^ � .
Inbautid 1187 Inbound ��b;�-------______...._
--------w-=---O�a�bound . �883 O�.itbo�tr�d 1335 "' f3 . .
^' 89� Tot�I �t�70 Total 214� ^ 1 9
9@E . : � 12 " � � �
� _::za;�_�-�_���-�======
"_.......��.�.�...`���.....��,._....��.�.��_.—��.� L!+ .
N �4 906 , 1335
�f�+ '�' � 4iD5
Tnbo�s3�d 7a t�lE 4TH ra'T
�k###t�#####�#�###�######### O+_tt bo und 1�Z16 1 #########�##############
"' � # Tatai 184 I #F
? ''' # 4 4 I^' ?8 I ^' �6 I"' 2�#^' 0
Y� J� �h � ��v rh f.K �,►`.r. � � � `s �
Y.�! T�
# 9 I =--_._= � ____;� ;.___�t��-�=�� f ! \
. ' # __�.__. i �8 ! ;�E 1 �k #i 0 1
. #k 106 I ! I �� �lai^th
� # DUVAL.L. AV ME I 1 # I
, � ,
' �'�
, . [
-7-
City of Renton
Weather :OVERCAST Transportation Systeis Division Study Na�e: TMC99�F�.
Counted by:JWS/SLC 7raffic Oper,atioas Site Code : 00080000
9oarti � tT-092@ �083 S3udies Start Date: 12l1b/03
`ace iuET Page : 2
CARS/F�EDESTRIANS,HEAVY VENIELES
IBf�EMERTDN AV NE I1� 4TH 5T 18RElEATDN AV NE It� 4TH ST
ISouthbound IWestboond IMvrthhound IEastbound
Start I I I I iJ��tvl.
Ti�e I Left 7hr� Riaht Qthert Left Thru Riqht Othe�•! Left Thru RiAht dtweri Left Thr� kipt+t Otherl Total
Peak Hnur Ana}ysis By Entire Intersectinn for the Period: 15:80 on 12/t6/03 1-0 1b:45 on 12/1b/83 f
Tiae I 16aW I (6.80 f 16:00 I t6:(1S I
Val. 1 3 @ ?7 a) 3� 18�5 3 (�I 4 � !a 01 55 ;l�:i� �4 i�l
�'ct. I !0.B 0.8 9@.0 0.01 2.9 95.7 0.2 0.01 2B,5 8�0 1f.4 0.01 4..`i 93.4 c^.0 0.0!
Toiai ! 30 ; 1079 ( !4 �1 1199 I
High I 16:38 f 16:4� f ib::5 I f6:3i� I
Val. I 0 8 9 0i 10 e68 (� �LI 2 � 3 01 11 :.'43 G 01
Total I 9 I 278 I 5 i 31b I
PHF I O.B.i3 I 8.962 k 0.7�@ 1 0.949 i
"C�IR�;IF�ED�"�'TI�I�NS ' PF�Eh1ER"I'C►N F�V IVE
'''!-l�.AVY VCI•�ICL_F•:� ^' �'7 ^' �71 ^' �� .:,
:. 4� • �d ' k1 4i�
:='_'7 O .3 :.iC� �•
Tr��raun� `;.�4..�
C7�.Atbo�.�ncJ �F3
► "f o i;�1 t38 Bid�lmt Il�fifi�
�7 , '' � 3
106G 1�3; � '
!{.
.�..�."""���.. � .��- � �1�1.�,�J
. n' �j,�j . ' ' f` 1� 1��J
:3.� "^ f71
Tnbnund 11�9 � Int�nund 1070
-- ---C�u1;bn�.�rid 1�66 Ou�bound 1133 ^' 3�
"'11�E, 7ata1 :_'.'-'6� Totatl �2fL+3 •^ 0 32
11��� �' L�r
—_...__._._._�.._..--•_� � .__.__..,.___._.._.__._.– ��
^, ;��. 1 12@ 1 133
��'f� . . � 3
lnbound 14 NE 4TH 5T.
� Oittbotsnd �G
^• Toi:al '7�
., �� �F •.. �D "' 1�1+ �1i
3e� . � r, �� .., �� .:, � ! 1 \
__::::,:: _�.._�� �:_•�:��.- ��-�,�= _=r=: / I \
�i6 �� �b 1� �L� 1
� Nnr•�h
PRLMEF�701V V IVI= �
� ��
-8-
.�,.,.,�
99.��
City af kentor�
Weather :OVERCAST � Transportation SYste�s Division 5tudy Ma�e: TMC999A
:cunted by:JWS/SLC Tratfic Operations �� 5ite Code : 0000iDQ+00
'"�d � :T-B9Z8 '�'003 fitudies Start Date: 12/!6/83
'are :I�ET Page : 1
CARS/PEDESTRIANS�HERVY VENJCLES
IBR�RTON AV 1� It�E 4TH ST IBREMERTON AV NE INE �TN ST
ISouth6ound IWestbound INnr�hbound lEastbound
Start 1 I I I Ilntvl.
Ti�e I Left Thru Aioht Diher! Left Thru Riqht Other3 Left Thru Riqht Qtherl Left Thru Riqh: Qtherl Total
1�/16/03 . � �. � ' --
15:001 0 0 1B 01 8 cr'c4 1 01 4 0 2 BI t9 3@3 14 �I 585
15;151 1 0 3 BI 13 !9I � 0l 1 6 2 0l 14 2�:7 14 0i 468
15:�8: 8 0 4 01 11 2c5 0 01 � @ 4 01 15 �47 1:'. t�l 5:Q
15;45! @ 6 6 @I 9 253 7 @1 �b ' 0 2 01 12 �41 9 01 5c:3
Huurl 1 0 �3 01 41 893 4 B1 7 0 18 01 60 1�18 49 +DI 2i06
1 ; I I I
16:d81 f 0 7 01 b 259 d 01 1 0 1 01 11 2b4 7 01 557 ' '
16:15! 2 8 5 gl 9 241 1 81 � 0 3 8l 13 277 4 01 557
16:3�1 0 8 9 01 7 Zb7 � 01 9 8 y 01 17 293 6 Q►I 605
15•451 0 6 6 61 lb 268 � 61 1 � 2 01 34 286 1 . 01 594
kour! 3 6 P7 01 3� I03a 3 01 4 0 ya 01 55 112(d C4 0! 2313
I I 1 I �
Tntall 4 8 58 81 73 1928 7 01 11 0 � 01 115 �138 73 @I 4419
X Apr. 1 7.4 - 94.5 -I 3.6 96.0 0.3 -1 35.4 - 64.5 -I 4.9 91.9 3.1 -I -
% Int. 1 - - i.l -I 1.6 43.5 N,1 -1 0.2 - 0.4 -I 2.6 48.3 1.6 -I -
I I I � �
I ! i I �
Post-It�'brand fax transmittai memo 767i s or Pa9es► 2 . '.
• To '
, Vf N�GIf M'T CaG(�LI/� From��N�L� �� : ,
; co. tt P % �' co.��rY O�' IC EN'rd N
DspL Phone
. zr- 4j - 7297
; Fax N ��S� ¢S _ 5 7 r G Fax N 42s- 430- 73 76'
� rtJ
. . . . : . ' . , � '�
. -9-
gLMHURST 11/30/04
NS 4TH 'ST/UNION AVF 14 :53 :32
FXISTING
SIGNAL2000/TEAPAC[Ver 1.00.02] - Capacity Analysis Su�nary
Intersection Averages:
Degree of Saturation (v/c) 0.69 Vehicle Delay 26.7 Level of Service C+
-------------------------------------------------
Sq 16 � Phase 1 � khase 2 � Phase 3 � Phase 4 ( �
**�** -------------------------------------------------
+ * * � �
+ * * ++++ '
/ � \ <+ * *> <++++ I,
Iv ^ **** ^ �
� � ++++ v **** I
North <+ + +> ++++> ****> I
+ + + + ++++ **** �
� + + + v v �
-- -----------------------------------------------
IG/C=0.364 G/C=0.143 G/C=0. 017 G/C=0.343
G= 43 .7" G= 17.1° G= 2 .1" G= 41.2"
I Y+R= 4 .0" Y+R= 4.0" Y+R= 4 .0" Y+R= 4 .0"
I OFF= 0.0� � OFF=39.7$ OFF=57 .3$ OFF=62.4� �
-------------------------------------------------
C=120 sec G=104 .0 sec = 86.7� Y=16.0 sec = 13 .3� Ped= 0. 0 sec = 0.0�
-------------------------------------------------------------------------------
I Lane �Width/ I g/C I Service Ratel Adj I I HCM I L I Queue I
� Group � Lanes � Reqd Used i C�c cvph) C�$ vol,�►e i v/c Delay S Model 1�
-------------------------------------------------------------------------------
N Approach 33 .3 C
-------------------------------------------------------------------------------
ITH+LTI 12/1 I0 .351 I0.364 I 281 � 434 I 260 I0.598 ` 33 .3 I *C+I 324 ft �
-------------------------------------------------------------------------------
S Approach 29.7 C
-------------------------------------------------------------------------------
� TH+LTI 12/1 � 0. 313 I0.364 I 248 I 385 � 171 I0.440 I 29.7 ' C+� 201 ftl
-------------------------------------------------------------------------------
E Approach 27 .5 C+
_______________________________________________________________________________
iRT+LT I 12/1 I0.202 I0.143 I 1051 I 1236 + 134 I0.521 I 44.3 I*D+I 184 ftl
-------------------------------------------------------------------------------
W Approach 24.3 C+
-------------------------------------------------------------------------------
iRT+TH 22/2 0.335 0.394 1268 � 1329 � 1017 � 0.765 20.6 *C+� 615 ft
LT 12/1 I0.222 + 0. 193 I 93 � 338 � 220 � 0.630 ` 41.0 I*D+ � 292 ftl
-------------------------------------------------------------------------------
C.=?
� Y �
-10-
BLMHIIRST 11/30/04
NE 4TH ST/UNION AVE 14:54:32
EXISTING
SIGNAL2000/TEAPAC[Ver 1.00.02] - Display of Intersection Parameters
I � Key: VOLUMES -- >
157 79 168 I � WIDTHS
11. 0 12.0 0.0 � v LANFsS
1 1 0 --------------------
� \ 72 0 .0 0
------------- / � \ ------------------- /.\
-- 763 22 . 0 2
-------------------
209 12.0 1 / + / 127 12 .0 1 North
------------------- ___________________ � �
865 22.0 2 --
------------------- \ � / -------------
______131_-_0_0__0__� I 98 65 � 103 � Phasing: SF3QUENCB 16
I 0.0 12 .0 � 11. 0 � PERMSV Y N Y N
0 1 � 1 � OVERLP N N N N
I I I LEADLAG LD LD
���
a
-11-
ELMHURST 11/30/04
NE 4TH ST/UNION AVE 14 :51:27
FUTURS WITHOUT PROJ$CT
SIGNAL2000/TEAPAC[Ver 1.00. 02] - Capacity Analysis Summary
Intersection Averages:
Degree of Saturation (v/c) 0.73 Vehicle Delay 28 . 2 Level of Service C
--------------------------------------------- ----
Sq 16 � Phase 1 � Phase 2 � Phase 3 � Phase 4 �
**�** -------------------------------------------------
+ * * I " I
+ * * ++++ �
/•\ <+ * *> � <++++ �
Iy ^ **** I ^ I
� � ++++ v � ****
North <+ + +> � ++++> ****> I
� + + + � ++++ ****
+ + + � , v v �
-------------------------------------------------
IG/C=0.364 � G/C=0.143 � G/C=0.017 � G/C=0.343 �
G= 43 .7" � G= 17.1" � G= 2. 1" � G= 41.2" �
I Y+R= 4 .0" I Y+R= 4 .0" I Y+R= 4 .0" I Y+R= 4.0" I
i OFF= 0 . 0$ � OFF=39.7� � OFF=57.3$ I OFF=62.4�
-------------------------------------------------
C=120 sec G=104 .0 sec = 86.7� Y=16 . 0 sec = 13 .3� Ped= 0.0 sec = 0. 0�
-------------------------------------------------------------------------------
ILane IWidth/ I g/C � Service Ratel Adj � � HCM � L � Queue I
Group Lanes � Reqd Used � @C (vph) C�B Volume� v/c � Delay � S �Model 1�
-------------------------------------------------------------------------------
N Approach 35. 8 D+
-------------------------------------------------------------------------------
ITH+LTI 12/1 I0.369 � 0.364 � 273 I 422 � 281 I0.663 ' 35.9 I *D+� 363 ftl
-------------------------------------------------------------------------------
S Approach 30.7 C
--------------------------------------------------------------------
ITH+LTI 12/1 I0.329 I0.364 � 230 I 358 ` 182 I0.500 I 30.8 I C+I 220 f� l
--------------------------------------------------------------------
E Approach 27.8
-------------------------------------------------------------------------___-
IRT+LT I 12/1 � 0.203 I0. 143 I 1051 I 1236 I 143 I0 .556 I 45.3 I *D+� 199 fY
--------------------------------------------------------------------- - - -
W Approach 26.6 �
-------------------------------------�------------------------------.. _ _.
IRT+LT i 12/1 I0 . 227 0 . 193 I 1298 1338 1234 I0 . 670 I 42 . 6 I *D+ � 317 ft
-12-
ELMHURST 11/30/04
NE 4TH ST/UNION AV$ 14:51:49
FUTURE WITHOUT PROJECT
SIGNAL2000/TSAPAC[Ver 1.00.02] - Display of Intersection Parameters
Key: VOLUMES -- >
167 84 183 � WIDTHS
11.0 12. 0 0.0 v LANES
1 1 0 � --------------------
� \ 79 0 .0 0
------------- / � \ ------------------- /.\
-- 758 22 .0 2
------- .---------
222 12.0 1 / + / 136 12 .0 1 North
------------------- ___________________ �
939 22. 0 2 --
------------------- � ( / -------------
______139___0_0__0__� I 104 � 69 I 113 Phasing: S$QUENCg 16 �
� 0.0 12 .0 � 11.0 PgRMSV Y N Y N �
� 0 1 I 1 OV$RLP N N N N
I I I LEADLAG LD LD �
Y_
w., �,
-13-
SLMHIIRST 11/30/04
NE 4TH ST/UNION AVE 14:49:00
FUTURE WITH PROJF.CT
SIGNAL2U00/TSAPAC[Ver 1.00.02] - Capacity Analysis Summary
Intersection Averages:
Degree of Saturation (v/c) 0.74 Vehicle Delay 28.6 Level of Service C
Sq 16 � Phase 1 � Phase 2 � Phase 3 � Phase 4 �
**�** -------------------------------------------------
I + * * ^
+ * * I ++++
/� \ <+ * *> <++++
I � ^ **** ^
� � ++++ v **** �
North <+ + +> I ++++> ****> �
� + + + ++++ **** I
+ + + � v � v
-------------------------------------------------
� G/C=0.364 I G/C=0 .143 � G/C=0.017 I G/C=0.343 �
G_ 43 .7" i G= 17 .1" � G= 2 .1" G= 41.2" j
Y+R= 4.0" Y+R= 4.0" Y+R= 4.0" � Y+R= 4.0" � '
OFF= 0.0� I OFF=39.7� I OFF=57 .3� � OFF=62.4� �
-------------------------------------------------
C=120 sec G=104 . 0 sec = 86.7� Y=16 . 0 sec = 13 .3� Ped= 0 . 0 sec = 0. 0�
-------------------------------------------------------------------------------
� Lane IWidth/ I g/C I Service Ratel Adj � I HCM I L I Queue �
� Group Lanes Reqd Used � C�C (vph) C�E Volume � v/c � Delay ( s �Model i
-------------------------------------------------------------------------------
N Approach 36 . 8 D+
-------------------------------------------------------------------------------
� TH+LT' 12/1 I0.375 I0.364 I 274 I 423 � 291 ' 0. 685 I 36.9 , *D+ � 381 ft+
-------------------------------------------------------------------------------
S Approach 31. 1 C
-------------------------------------------------------------------------------
ITH+LTI 12/1 I0.333 � 0.364 I 223 I 348 � 182 ' 0.513 I 31.1 � C+I 222 ft�
-------------------------------------------------------------------------------
$ Approach 28.0 C
-------------------------------------------
____________________________________
IRT+TH � 12/1 � 0 .204 I0.143 i 1051 ' 1236 I 144 I0.560 I 45�4 I *D+I 200 ft +
-------------------------------------------------------------------------------
W Approach 27.0 C+
-------------------------------------------------------------------------------
IRT+LT , 12/1 I0.227 I0.193 � 1293 � 1338 I 1234 I0 . 670 I 42.6 � *D+I 317 ft �
-------------------------------------------------------------------------------
-14-
$LMHUR3T 11/30/04
NE 4TH ST/UNION AV$ 14:49 :31
FUTi7RE WITH PROJECT
SIGNAL2000/TEAPAC [Ver 1.00.02] - Display of Intersection Parameters
Key: VOLUMBS -- >
167 � 87 189 I � WIDTHS
11.0 12.0 0.0 I v LANES
1 1 I D I \ ---81---0.0--0------ . �
------------- / � \ ------------------- / \ �,
-- 765 22 .0 2
___________________ ------------------- �
222 12.0 1 / + / 137 12 .0 1 North �,
------------------- ___________________ � '
952 22 .0 2 --
------------------- \ � / -------------
139 0 .0 0 \ � � �
-------- ------------ I 104 � 69 I 115 Phasing: SEQUENCS 16
0.0 � 12.0 � 11.0 PERMSV Y N Y N
II 0 I 1 i 1 i OVERLP N N N N
LRADLAG LD LD
�� L�
t;'` t
-15-
TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
�nal st VG Intersection 4
°��nc /Ca urisdiction
e Performed 11/30/04 nal sis Year EXISTING
anal sis Time Period PM PEAK
. 'ro'ect Descri tion Elmhurst
East/West Street: NE 4TH ST North/South Street: BREMERTON AVE
�tersection Orientation: East-West Stud Period hrs : 1.00
Jehicle Volumes and Ad'ustments
Ma"or Street Eastbound Westbound
lovement 1 2 3 4 5 6
L T R L T R
olume 55 1920 24 32 1035 3
�eak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
lourly Flow Rate, HFR 57 1978 25 33 1089 3
Percent Heavy Vehicles 0 - -- 0 - -- '
ledian Type Two Way Left Tum Lane
T Channelized 0 0
Lanes 1 2 0 1 2 0
onfiguration L T TR L T TR
stream Si n�l 0 0
Minor Street Northbound Southbound
lovement 7 8 9 10 11 12
L T R L T R
olume 4 0 10 3 0 27
our Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
=1ow Rate, HFR 4 0 10 3 0 28
Percent Heavy Vehicles 0 0 0 0 0 0
�rcent Grade (%) 0 0
ared Approach N N
Storage 0 0
T Channelized 0 0
�anes 9 0 1 1 0 ?
Configuration L R L R
ela , Queue Len th and Level of Service
pproach EB WB Northbound Southbound
^"ovement 1 4 7 8 9 10 11 12
�ne Configuration L L L R L R
v (vph) 57 33 4 10 3 28
(m) (vph) 647 587 154 448 192 487
_c 0.09 0.06 0.03 0.02 0.02 0.06
95% queue length 0.29 0.18 0.08 0.07 0.05 0.98
�ntrol Delay 11.1 11.5 29.0 13.2 24.0 12.8
�uS B B D B C 8
��proach Delay -- -- 17.7 13.9
� �proach LOS -- -- C 8
��,5 � Copynght C�2000 i:niversity of Florida,All Rights Reserved Version 4.1a
. ,' �
: c'� -
-16-
TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
4nal st VG Intersection 4
nc /Co. urisdiction
; Performed 111/30/04 nalysis Year UTURE WITHOUT
4nal sis Time Period PM PEAK ROJECT
Pro'ect Descri tion Elmhurst
�ast/West Street: NE 4TH ST NorthlSouth Street: BREMERTON AVE
�tersection Orientation: Easf-West Stud Period hrs : 1.00
ehicle Volumes and Ad'ustments
Aa'or Street Eastbound Westbound
�ovement 1 2 3 4 5 6
L T R L T R
�olume 59 1244 34 41 1938 3
'eak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Hourly Flow Rate, HFR 62 1309 35 43 1997 3
''ercent Heavy Vehicles 0 -- - 0 - --
�edian Type Two Way Left Turn Lane
RT Channelized 0 0
' anes 1 2 0 1 2 0
:onfiguration L T TR L T TR
U stream Si nal 0 0
-linor Street Northbound Southbound
1ovement 7 8 9 10 11 12
L T R L T R
'-'�'�-�e 7 0 16 3 0 30
Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Hourly Flow Rate, HFR 7 0 16 3 0 39
^ercent Heavy Vehicles 0 0 0 0 0 0
ercent Grade (%) 0 0
Flared Approach N N
i Storage 0 0
� T Channelized 0 0
Lanes 1 0 9 1 0 1
:onfiguration L R L R
�ela Queue Len th and Level of Service
pproach EB WB Northbaund Southbound
lovement 1 4 7 8 9 10 11 12
Lane Configuration L L L R L R
• (vph) 62 43 7 16 3 31
(m) (vph) 589 519 122 403 156 449
lc 0.?1 0.08 0.06 0.04 0.02 0.07
�% queue length 0.35 0.27 0.18 0.12 0.06 0.22
_ontrol Delay 91.8 12.6 36.3 14.3 28.5 13.6
I� LOS 8 8 E B O B
pproach Delay - -- 21.0 14.9
Hp ch LOS -- -- C 8
'S � Copyright m 2000 Universiry of Florida,All Rights Reserved Version 4.ta
' _} t
C.. 4
-17-
TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
4nal st VG Intersection 4
I �^�nc /Co. urisdiction
; Performed 12/1/04 nal sis Year FUTURE W1TH PROJECT
ynai sis Time Period PM PEAK
'ro'ect Descri tion Elmhurst
East/West Street: NE 4TH ST North/South Street: BREMERTON AVE
�tersection Orientation: East-West Stud Period hrs : 1.00
Jehicle Volumes and Ad'ustments
Ma'or Street Eastbound Westbound
Aovement 1 2 3 4 5 6
L T R L T R
olume 59 1244 55 60 1138 3
'eak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
lourly Flow Rate, HFR 62 1309 57 63 1197 3
Percent Heavy Vehicles 0 - -- 0 -- -
��edian Type Two Way Left Tum Lane
:T Channelized 0 0
Lanes 1 2 0 1 2 0
:onfiguration L T TR L T TR
I stream Si nal 0 0
Minor Street Northbound Southbound
lovement 7 8 9 10 11 12
L T R L T R
olume 98 0 27 3 0 30
Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
I r Flow Rate, HFR 18 0 28 3 0 31
Percent Heavy Vehicles 0 0 0 0 0 0
ercent Grade (%) 0 0
lared Approach N N
Storage 0 0
T Channelized 0 0
�anes 1 0 1 1 0 9
Configuration L R L R
�ela , Queue Len th and Level of Service
pproach EB WB Northbound Southbound
^4ovement 1 4 7 8 9 10 11 12
ane Configuration L L L R L R
(vph) 62 63 98 28 3 39
(m) (vph) 589 509 920 396 940 449
'c 0.11 0.12 0.9 5 0.07 0.02 0.07
5% queue length 0.35 0.42 0.52 0.23 0.07 0.22
ontrol Delay 19.8 13.9 40.3 94.8 31.3 13.6
��S 8 8 E B D B
Qpproach Delay -- -- 24.8 95.2
pproach LOS -- - C C
YCS �"t Copyright�2000 Cniversity of Florida,All Rights Reserved Version 4.la
�`�
^�� /
-18-
Blmhurst 11/30/04
NE 4TH ST/DWALL AVE NE 14 :45:16
EXISTING
SIGNAL2000/TEAPAC[Ver 1.00.02] - Capacity Analysis Stu�nnary
Intersection Averages:
Degree of Saturation (v/c) 0.69 Vehicle Delay 28 .3 Level of Service C
-------------------------------------------------
Sq 16 � Phase 1 � Phase 2 � Phase 3 � Phase 4 �
**�** -------------------------------------------------
� + + * � I
_ . � + + * � ++++
/ � <+ + *> �**** I
� v ^ **** I ,.
� � ++++ v **** I �
North <+ + +> I ++++> � ++++> �
� + + + � ++++ ++++ �
+ + + � v I v �
-------------------------------------------------
� G/C=0.446 G/C=0.062 G/C=0. 108 G/C=0.251
IG= 53 .5" G= 7 .5° G= 12 .9". G= 30 .1"
Y+R= 4 .0" Y+R= 4.0" Y+R= 4 .0" Y+R= 4 .0°
� OFF- 0. 0$ OFF=47.9$ I OFF=57 .5� OFF=71. 6�
-------------------------------------------------
C=120 sec G=104.0 sec = 86.7� Y=16.0 sec = 13 .3� Ped= 0.0 sec = 0. 0$
-------------------------------------------------------------------------------
Lane Width/ I g/C � Service Rate Adj I � HCM I L I Queue I
Group I Lanes � Reqd Used � @C (vph) QE 'Volume � v/c � Delay S Model li
-------------------------------------------------------------------------------
N Approach 29.7 C
�--------------------------------------------------�---------_-________________
I TH I 11/1 0 .249 + 0.446 I 664 I 819 56 I0.068 I 19. 0 B I 50 ftI
� LT � 11/1 0.425 � 0.446 � 463 � 591 426 � 0.721 I 31.4 *C ( 524 ft �
-------------------------------------------------------------------------------
S Approach 19.1 B
--------------------------------
-----------------------------------------------
� RT+TH+LT� 12/1 � 0.251 � 0.446 � 596 � 742 � 57 � 0 . 077 � 19. 1 I B � 51 ft �
-------------------------------------------------------------------------------
E Approach 36 .0 D+
-------------------------------------------------------------------------------
RT 11/1 0.176 0.25.1 254 391 1 � 0.003 26.2 � C+ 1 ft �
TH 22/2 I0.254 0.251 621 858 641 0.747 35.8 � *D+ 467 ft �
LT � 12/1 � 0.177 0.062 1 87 9 ` 0.080 51.0 � *D 13 ft �
-------------------------------------------------------------------------------
W Approach 24.1 C+
--------------------------------------------------------------------------_____
�RT+LT I 12/1 � 0.232 I0.203 I 1143 I 1359 I 247 I0. 673 ' 41.4 � *D+� 331 ft �
-------------------------------------------------------------------------------
r �.
r R �
-19-
Elmhurst 11/30/04
NE 4TH ST/DWALL AV$ NE 14 :45 :39
SXISTING '
SIGNAL2000/TFAPAC[Ver 1.00.02] - Display of Intersection Parameters
I Key: VOLUM$S -- >
� 246 53 405 � WIDTHS
11.0 11.0 11.0 v LANES
1 1 1 --------------------
\ 173 11.0 1 .
------------- / � � ------------------- / � \
___________________ -' _609--��-0--2------ I
235 12.0 1 / + / 9 12.0 1 North
------------------- ___________________ �
906 22.0 2 --
------------------- � � / -------------
______-44___0_0__0__� I 28 � 26 � 24 I Phasing: SEQUENC$ 16
� 0.0 I 12 .0 � 0. 0 I PERMSV Y N Y N
� I O I 1 I 0 I LEADLAG N LDNLD
�
f�- i ,
-20-
Elmhurst 11/30/04
NE 4TH ST/DIIVALL AVL NE 14:43 :00
FUTURE WITHOUT PROJ$CT
SIGNAL2000/TEAPAC [Ver 1.00. 02] - Capacity Analysis Summary
Intersection Averages:
Degree of Saturation (v/c) 0.73 Vehicle Delay 30. 9 Level of Service C
-------------------------------------------------
Sq 16 � Phase 1 � Phase 2 � Phase 3 � Phase 4 �
**�** -------------------------------------------------
+ + * �
. + + * ' I ++++
/ � <+ + *> <****
� ^ **** ^ �
� ++++ v **** �
North � <+ + +> ++++> ++++>
I I + + + I +++v I +++v
�
� G/C=0.446 G/C=0. 062 G/C=0.108 I G/C=0 .251
� G= 53 .5" G= 7.5" G= 12 .9" G= 30.1"
IY+R= 4 .0" Y+R= 4 .0" Y+R= 4 .0" I Y+R= 4 .0"
OFF= 0. 0� � OFF=47 .9$ � OFF=57 .5� � OFF=71.6�
------------------------------------------------- '
C=120 sec G=104. 0 sec = 86.7� Y=16 . 0 sec = 13 .3� Ped= 0.0 sec = 0.0� I
-------------------------------------------------------------------------------
ILane �Width/I g/C � Service Rate� Adj I I HCM I L � Queue I
Group � Lanes Reqd IIsed � �C (vph) QF3 �Volume v/c Delay S �Model 1
-------------------------------------------------------------------------------
N Approach 33.4 C
-------------------------------------------------------------------------------
� TH I 11/1 I0 .256 I0.446 664 819 I 86� 0.105 19.4 � B ' 77 ftl
� LT + 11/1 � 0.453 � 0.446 443 568 � 453 0.798 36 .4 � *D+ I 596 ft �
-------------------------------------------------------------------------------
S Approach 19.8 B
-------------------------------------------------------------------------------
� RT+TH+LT� 12/1 � 0.265 � 0.446 � 566 � 709 � 106 � 0.150 � 19.8 � B � 97 ft �
-------------------------------------------------------------------------------
E Approach 38.8 D+
_______________________________________________________________________________
ITH I 22/2 I0.262 0.251 � 621 I 858 684 � 0.797 I 38.0 I *D+ I 523 ft
� LT � 12/1 � 0.182 0.062 � 1 I 87 37 � 0.330 � 53 .2 � *D I 56 ft
-------------------------------------------------------------------------------
W Approach 26.4 C+
-------------------------------------------------------------------------------
' RT+LT I 12/1 I0 .238 I0.203 I 1143 ( 1359 I 1264 I0 .719 � 43 .7 I *D+ I 363 ftI
•------------------------------------------------------------------------------
� � �
-21-
Elmhurst 11/30/04
NB 4TH ST/DWALL AV� NE 14 :43 :24
FUTURS WITHOUT PROJECT
SIGNAL2000/TEAPAC[Ver 1.00.02] - Display of Intersection Parameters
( Key: VOLUMES -- >
� 263 82 430 � WIDTHS
� 11.0 11.0 11.0 v LAN$S
� 1 1 1 --------------------
I � \ 184 11.0 1 .
------------- / � � --------------- / �
-- 650 22 . 0 2
___________________ ------------------- �
251 12 .0 1 / + / 35 12 .0 1 North
------------------- ___________________ �
964 22 . 0 2 --
------------------- � � / -------------
-_-____79___0_0__0__\ 48 42 I 40 Phasing: S$QUENCB 16
I 0.0 12.0 � 0.0 PF3RMSV Y N Y N
I 0 I 1 0 OVI�RLP N N N N
I LI3ADLAG LD LD
,f: .
i' "
-22-
Elmhurst 12/O1/04
NS 4TH ST/DWALL AVE NE 15:17 :20
FUTURB WITH PROJECT
SIGNAL2000/T$APAC[Ver 1.00.02] - Capacity Analysis Sumu►ary
Intersection Averages:
Degree of Saturation (v/c) 0.74 Vehicle Delay 31.2 Level of Service C
-------------------------------------------------
Sq 16 � Phase 1 I Phase 2 � Phase 3 � Phase 4 �
**�** -------------------------------------------------
� I + + * �
+ + * I ++++
/ I \ <+ + *> <**** �
� ^ **,r* � I
� � ++++ v ****
North <+ + +>� ++++> � ++++> I
� + + + � � ++++ � ++++
+ + + � � v � v �
-------------------------------------------------
� G/C=0.446 � G/C=0.062 G/C=0.108 G/C=0.251 �
� G= 53 .5" � G= 7 .5" G= 12.9" G= 30.1°
� Y+R= 4 . 0" Y+R= 4.0" Y+R= 4 .U" Y+R= 4.0"
� OFF= 0.0� OFF=48.0� OFF=57.5� OFF=71.6�
-------------------------------------------------
C=120 sec G=104 .0 sec = 86.7� Y=16. 0 sec = 13 .3� Ped= 0 .0 sec = 0.0�
-------------------------------------------------------------------------------
ILane IWidth/ I g/C � Service Rate� Adj I � HCM I L � Queue �
Group � Lanes Reqd IIsed � QC (vph) @E �Volume v/c � Dalay S Model 1�
-------------------------------------------------------------------------------
N Approach 33.3 C
-------------------------------------------------------------------------------
RT 11/1 � 0.241 0.446 556 697 � 16 0.023 18.6 � B 14 ft �
TH 11/1 0.256 0.446 664 819 86 0.105 19.4 � B ' 77 ft �
LT 11/1 I0.453 0.446 443 568 ' 453 0.798 � 36 .4 � *D+ � 596 ft�
-------------------------------------------------------------------------------
S Approach 19. 8 B
-------------------------------------------------------------------------------
�RT+TH+LT� 12/1 � 0.266 � 0.446 � 566 � 709 � 107 � 0.151 � 19.8 � B � 98 ft�
-------------------------------------------------------------------------------
E Approach 39.6 D+
-------------------------------------------------------------------------------
� RT 11/1 0.176 0.251 � 254 391 1 0.003 26.2 C+ 1 ft
� TH 22/2 I0.265 0.251 � 621 858 696 0 .811 38.8 *D+ 540 ftl
� LT � 12/1 � 0 .183 0 .062 � 1 87 39 0 .345 53 .4 *D 59 ft �
-------------------------------------------------------------------------------
W Approach 26 .8 C+
-------------------------------------------------------------------------------
iRT+LT ' 12/1 + 0.240 I0.203 � 1143 I 1359 � 1269 I0.733 I 44 .5 + *D+ + 373 ft�
-------------------------------------------------------------------------------
( J�
-23-
Elmhurst 12/01/04
NB 4TH ST/DWALL AVE NE 15:17 :42
FUTIIRE WITH PROJgCT
SIGNAL2000/TEAPAC[Ver 1.00.02] - Display of Intersection Parameters
� Key: VOLUMSS -- >
� 271 82 430 I WIDTHS
I11.i ll.i 11.1 -------------------- v LANES
� � \ 184 11. 0 1
------------- / � \ ------------------- /I \
-- 661 22 .0 2 �
___________________ ------------------- �
256 12. 0 1 / + / 37 12 .0 1 North
------------------- ___________________ �
970 22.0 2 --
------------------- \ � / -------------
79 0.0 0 \ � �
-------- ------------ 48 � 42 � 41 Phasing: S$QUENC$ 16
I 0.0 I 12 .0 � 0.0 P13RMSV Y N Y N
I 0 ( 1 i 0 OVERLP N N N N
LEADLAG LD LD
, �
�
-24-
Wetland and Stream Reconnaissance re ared b Shannon & I
U P v
Wilson, Inc. dated December 22, 2004.
�,
r
� SHANNON �WILSON, INC. '-���,�
���� GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS I �"9�J 2l?�1
December 22, 2004
Liberty Ridge LLC
9125 lOth Avenue South
Seattle, WA 98108
Attn: Mr. Michael Merlino
RE: WETLAND AND STREAM RECONNAISSANCE FOR TI3E PROPOSED
"ELMHURST" RESIDENTIAL SUBDIVISION, RENTON,WASHINGTON
At your request, Shannon &Wilson visited the Elmhurst site on June 8, 2004, and
December 20, 2004, to conduct a wetland and stream reconnaissance in anticipation of your
planned application to the City of Renton for an approximately 64-lot single-family residential
subdivision of the site. T'he property(referred to herein as the "site" or"ElmhursY') consists of
three parcels of land(Assessor's Parcel Numbers 5182100049, 5182100050, and 5182100051)
that are located at 201 Bremerton Avenue NE in Renton, Washington.
Our scope of work consisted of(a)delineation of on-site wetlands; (b)a wetland assessment,
including an assessment of an off-site wetland to the north of the site's northeast corner(a
wetland referred to herein as "Wetland B"because we referred to it as such in a wetlands
delineation report we prepared in 1998 dealing with an abutting property); and
(c)categorization of an ephemeral stream,part of the upper reach of Maplewood Creek, which
coincides, in part, with the subject property's west boundary and which, near the site's
southwest corner, turns east on the site then heads to the southeast off of the site. At your ,�
request, we subsequently flagged the eastem edge of Maplewood Creek as it crosses the subject
property. Our scope of work also included preparation of this letter report, describing our I
findings and categorizing an on-site wetland, the off-site wetland and the stream based on the '
City of Renton's Development Regulations to determine the width(s)of required buffers (if
any) associated with both the wetlands and the stream. �
400 NORTH 34TH STREET • SUITE 100 21-1-12146-001
P.O. 80X 300303
SEATTLE, WASHINGTON 98103 �� .��,}:
206•632•8020 FAX 206•695•6777
TDD: 1•800•833•6388
Liberty Ridge LLC SHANNON�WILSON,INC.
Attn: Mr. Michael Merlino
December 22, 2004
Page 3
According to City of Renton Municipal Code Section 4-4-130D.4.b, a 25-foot wide buffer from
the ordinary high water mark of creeks or streams is ordinarily required. That buffer, along the
east side of Maplewood Creek, has also been depicted upon the preliminary plat drawings.
EXISTING SITE CONDITIONS
Ephemeral Stream
As noted above, during our June site visit we flagged the east edge of Maplewood Creek's
channel as the channel generally runs along the Elmhurst site's west boundary. This south-
flowing stream, which is a tributary to the Cedar River, is ephemeral. It was dry at the time of
our June site visit. During our December site visit, it had ponded water in places but was not
flowing. The channel bottom is generally unvegetated and lined with gravel, mud and cobbles.
The channel is entrenched with steep sideslopes along the northern two-thirds of the site. That
stretch of the stream channel was straight and channelized along the property edge. In the
southern portion of the site, the creek is not as channelized as further upstream but it is about 6
to 8 feet lower than the remainder of the site.
Riparian yegetation along the creek is dominated by Himalayan blackberry except near the
southern end of the property, where there is an overstory of black cottonwood and some
Douglas fir, with an understory of Douglas spirea and clustered rose. The creek is reported to
have fish migration barriers downstream of the project area.
Onsite Wetland
Stormwater runoff from most of the Elmhurst site is currently directed to a relatively flat,
roughly bowl-shaped low-lying area near the site's southwest corner(an area generally lying
within a portion of proposed Tract A, the tract for the proposed stormwater detention pond).
Since at least the 1950s, most of the site has been at least partially developed, with filling and
grading having been involved. Stormwater runoff from some of the developed portion of the
site has been directed to the site's southwest corner through a combination of(a)overland flow '
and (b) collection and discharge of runoff through a 12-inch-diameter storm drain pipe in the
south-central portion of the site that drains the most intensively developed portion of the site
21-1-12146-QO l-L3/wp/lkd 21-1-12146-001 I
; � � I
_d+ �
Liberty Ridge LLC SHANNON�WIL.SON.INC.
Attn: Mr. Michael Merlino
December 22, 2004
Page 4
(roughly the south half of the northeast quarter of the site). The low area provides stormwater
detention for stormwater runoff from the portions of the site that have been developed since as
far back as at least the 1950s. The bulk of the site's stormwater runoff that passes through that
low area appears to both infiltrate and drain via overland flow to Maple Creek. Portions of that
low area were dominated by reed canary grass, birdsfoot trefoil,rough stem bluegrass, soft
rush, and sedges. During our June site visit, soils in that low area were saturated and
dominated by a 10YR3/2 gravely loam with oxidized rhizospheres, over a 2.SY3/2 gravely
sandy loam with lOYR 3/a mottles. Based on the local vegetation, soils and hydrology, a
portion of the low area that receives the stormwater currently meets the three parameters for a
wetland. In December 2004, we delineated a 3,130-square-foot wetland area in this location
(Wetland A). Data sheets completed during the delinearion are included in the attached
appendix. This palustrine, emergent wetland area is highly disturbed, formed on top of fill and
is dominated by reed canary grass, an invasive plant species. Under Section 4-3-OSOB.7.b.iii of
the Renton Municipal Code, this area would be considered a Category 3 (lower quality)
wetland because it (a) is severely disturbed and newly emerging on fill material, (b) is
characterized by emergent vegetation, (c)has low plant species richness, and (d)is minimally
used by wildlife.
There are two reasons why this Category 3 wetland would not be regulated under the Renton I
Municipal Code. The first reason is that it is less than 5,000 square feet in size. Renton
Municipal Code Section 4-3-OSOB.7.a states:
a. Applicability: The wetland regulations apply to sites containing or abutting
wetlands as described below. Category 2 wetlands, less than two thousand two
hundred(2,200) square feet in area, and Category 3 wetlands, less than five �
thousand(5,000)square feet in area, are exempt from these re�ulations. �
(Emphasis added.)
The second reason why this Category 3 wetland would not be regulated under the Renton
Municipal Code is that it is an artificial wetland intentionally created from a nonwetland area
21-1-12146-00]-L3/wp/Ikd 21-1-12146-001
, � �,.,
�. � +
Liberty Ridge LLC SHANNON F�WILSON.INC.
Attn: Mr. Michael Merlino
December 22, 2004
Page 5
for purposes other than wetland mitigation. Renton Municipal Code Section 43-050M.l.a
states in relevant part:
"Regulated wetlands do not include those artificial wetlands intentionally
created from nonwetland sites for purposes other than wetland mitigation,
including, but not limited to,irrigation and drainage ditches, grass-lined swales,
canals,detention facilities, wastewater treatment facilities, farm pond and
landscape amenities.... The Department Administrator shall determine that a
wetland is not regulated on the basis of photographs, statements, and other
evidence."
(Emphasis added.) Prior to the past development of the site, that area was not a wetland. This
is evident from the 1968 Walker and Associates aerial photo of the site and a 1978 City of
Renton aerial photo of the site (copies attached). It appears from those photos that the creek
was already in its present day location when those photos were taken. The 1964 photo depicts
the northern half of the site as developed with several buildings on it and depicts the southern
half of the site as having been cleared of trees, with grass and brush evident upon it scattered
throughout the area. In the 1978 photo, the site's northern half appears similar to what was
evident from the 1968 photo while most of the eastern two-thirds of the site's southern half
appears to have been recently filled and graded and the remaining (westerly)third of the south
half appears to be brushy with some open grassy areas. In both the 1968 and 1978 aerial
photos, that westerly third of the south half shows neither evidence of vegetation typical of
wetland areas nor evidence that the creek influences the area. Based upon our aerial photo
interpretation the low flat area that currently receives stormwater does not appear to historically
have been a wetland. Based upon current site conditions the soils associated with the portion of I
that area which now detains stormwater consist of over 12 feet of fill material. The filling and '
gading of the site that occurred subsequent to 19781eft the bowl-shaped detention area near the
site's southwest corner. Because the low area, a previously non-wetland area, has been
established as a stormwater detention area for the site, in view of Renton Municipal Code
Section 4-3-OSOM.l.a it should not be considered a regulated wetland.
zi-i-�Z�a6-oo�-ui�a 21-1-12146-001 '
�� � �
Liberty Ridge LLC SHANNON�WILSON,INC.
Attn: Mr. Michael Merlino
December 22, 2004
Page 7
The off-site wetland to the north of the site's northwest corner(Wetland B) appears to be
similar to what we observed during our 1998 delineation of it. It is considered a Category 3
wetland. However, it is also less than 5,000 square feet in size and,therefore, not regulated by
the City.
CLOSURE
The findings and conclusions documented in this report have been prepared for specific
application to this project and have been developed in a manner consistent with that level of
care and skill normally exercised by members of the environmental science profession
currently practicing under similar conditions in the area, and in accordance with the terms and
conditions set forth in our proposal. The conclusions presented in this report are made within
the operational scope, budget, and schedule constraints of this project. No warranty, express or
implied, is made. This report is for the exclusive use of Liberty Ridge LLC and its
representatives.
If you have any questions or comments,or require additional information, please contact me at
(206) 695-6738.
Sincerely,
SHANNON & WILSON,INC.
�" ,
,
� � � / ,,.-��
�fil,�i� �G C�C�C�,
Katie L. Walter, P.W.S.
Associate
Natural Resources Manager
KLW:DNC/klw
Enclosures: 1978 City of Renton Aerial Photo �
1968 Walker and Associates Aerial Photo
Shannon &Wilson Wetland Data Sheets for Wetland A(9)
c: Lou Larsen, Pacific Engineering Design, LLC
zi-�-iz�ab-ooi-t.��Wpn,�a 21-1-12146-001
d
�I
- ;,
- - Data Point: �of�
DATA FORM � �
ROUTINE VVLTLAND DETER1�fINATION .
Project/Site• Date• L—�'
ApplicandOwner• � � L City:
Investigator• K�I.J 7ob #: Z I- I Z 1 y -BO� County:
Have vegetation, soils, or hydrology been disturbed: es No State: ✓f
Is the area a potential Problem Area: Yes No
(If naeded, explain on reverse.) �
VEGErATION
Dominsai Plant S ecies Stra Cover Indicator pominant Plant Species Stratum ,qG Cover dicato
i. � �� -FaU,J 1.
2. 2.
3. 3.
4. 4. �
S. 5.
6. 6.
7. 7.
8. 8.
Pei�cent of Dominant Species that are OBL,
FACW or FAC (except PAC-). *-Dominant species. � Ofl /.
cowardin ciassification: a(�s fi-� ��
Remarks:
HYDROLOGY
_ Recorded Data(Describe ia Remarks): Wetland Hydrology Iadicators
_Stream� I.alce, or Tide Gage .
. _Aerial Photograph Iauadated
_Other bC Sahu�ated ia Upper 12�nches
_ No Recorded Data Available _ Water Marks.
Water Lines
Field Observations: _ Sediment Deposits
_ Drainage Patterns in Wetlands
Oxidized Root Channele in Upper �
Depth of Surface Wxter: (in.) 12 Inches
Depth to Free Water in Pit: '.S�U f '� (m.) Water-Stained Leaves
Depth to Saturated Soil: (�•) _ I.ocal Soil Survey Data .,
Other(Explain in Remarks)
Remarlas: . �
.F.��" .
�
..'�� .
• p S^•
Data Point: of
50IIS
Map Unit Nama: Drainaga CLse:
Field Observations
Taxonomy(S�bSrouP): Confirm MaPP�T3'Pe? Yes No
Profile Deacription• �
Depth Matrix Color Mottle Colors Mottle Texture, Concretions,
'(mchesl (Muasell Moist) (Munsell Moist) Abundance/Contrast Rhizospheres. etc.
0-13 L� �2 v � � ��"ll
�3-�' ��/2 �o `l�3� ��►��'%� � � c-
xyari�so��a���:
_ �i�ol _ concretions
_ Histic Bpipadon _ High Organic Content in Surface Layer
_ Sulfidic Odor _ Organic Stcealang
Probable Aquic Moisture Regime _ Listed on Local Hydric Soils list
� Reducing Conditions _ Listed on National Hydric Soils List
_ Gleyed or Low-C�roma Colore _ Other(Explain ia Remarks)
Remarlos: .-�-
f:� `
WETLAND D�ATION �
Hydrophytic Vegetation Present7 No �'
Hydric Soila Preseat? No ., Is tliis Data Point Within a Wetland? � No
Wetlaad Hydrology Pm,seat? es No � -
Remark� � �
� .
. ,
8-2A3/DATA.FRMl1�iFi-lkd/d�w- .... ' � '
Data Point: Z of�
DATA FORM
ROUTIIVE VVL+'TLAND DETERMINATION
ProjectlSite: (n�L�'1. !� Date• - -D
ApplicandOwner: L l.C, City:
Invesdgator: K. c��-r Job �: J I - 1- l Zi �-I� County: .
Have veget�ion, soils, or hydrology been disturbed: � No State:
Is the area a potential Problem Area: Yes No
(If nee�ied, explain on reverse.)
VEGLTATION
Dominant 1 t S ecies Stra Cover dicator pominant Plant Species Stratum 96 Cover dica r
1. � I DD ct.J L
2. 2.
3. 3. �
4. 4. �
5. S.
6. 6.
7. 7.
S. 8.
Perce�t of Dominaat Species that are OBL, l �� �j _
FACW or FAC (except FAC-). *-Dominant spacies.
Cavvardin Qassification• �a.�.�st-n�
Remarks:
HYDROLOGY
_ Recorded Data(Describe ia Remarks): Wetland Hydrology lndicators
_Stream, Lake� or Tide C3age .
. _Aerial Photograph _ Inundeted
_Othe� _ Saturated in Upper 12 Inches
_ No Recorded Data Available _ Water Marka
Water Lines , .
Sedimeat Deposits
Field Observations: _ Drainage.Patterns in Wetlaads
�.. _ Oxidized Root Chaanels ia Upper
Depth of Surface Water: (in.) 12 Inches
Depth to Free Water ia Pit: � (w•) Water-Stained I.eaves
� _ _.
D to Saturated Soil: � � (in•) _ Local Soil Survey Data
Other(Eaplain in Remarks)
Remarlo�
I �v'�
Data Point: z of
SOIIS
Map Unit Name: Drainage Class:
Field Observations
TaxamolaY�SubBrouP): ���MePP��'Pe7 Yes No
profile Descri�tion•
Depth Matrix Color Motile Colors Mottle Textura� Concretions,
mches (Munsell Moist) (Munsell Moistl Abundance/Contrast Rhizospheres. etc.
D-�t !o ��3/z � � �►I1
xyari�so��a��o�:
��i c�����
_ Histic EPiPedon _ HiBh OrBanic Content ia Surface Layer
_ Sulfidic Odor _ Organic Streaking
_ Probable Aquic Moisture Regime _ Listed on Local Hydric Soils List
_ Reducing Conditions _ Listed on National Hydric Soils List
_ Gleyed or Low-Chroma Colors _ Other(Explain in Remarks)
Remarks:
VVETLAND DErERMINATION
Hydraphytic Vegetatioa Pr�at? �es No
Hydric Soils Present? Yes o Is tlus Data Poiat Withia a Wetlaad? Yes No
Wetland Hydrology Preseat? Yes o O
�: � �+�� � a.�.�... �,,y�.t,y ���������`
���
�-
8 2-93/DATA.FRMlI1t�I-llcd/d�w _
• � ��
_ Data Point• 3 of {
DATA FORM
ROUTINE WErLAND DETERMINATION
Projecx/Site: �1►^^G�� f`�4' (n�G�"La.�.� l� Date: I L-1`f`o
� Applicant/Owner• L;b�l� �rd-�.c� City:
Investigator: 1� L�9�v1�-r Job�: 2 I-1- I U y co County:
Have vegetarion, soils, or hydrology been disturbed: Yes No J�� S�' �
Is the area a poteatial Problem Area: � No
� (If needed, explain on reverse.)
VEGETATION
Do ' ant Plant S eciea Stra Cover lndicator pominant Plant Spocies Stratum Cover dicator
1. L� � � �, �,,� L
. 2. .S�,�.c.,�s S e�{u5u�' _� � �� 2•
3. 3.
4. 4.
S. 5.
6. 6.
7. 7.
8. - 8.
Perce�at of Dominani Species that are OBL, _.
FACW or FAC (except FAC-). *-Dominaat species. I Q9�, i
Covvardia Classification:
Remarks:
� �
HYDROLOGY
_ Recorded Data(Describa in Remsrlcs): Wetland Hydrology 7ndicators
_Stream, I.alce� or Tide Gage
. _Aerial Photograph _ Inundate�
Other � Sat�uated in Upper 12 Inches
_ No Recorded Data Available _ Water Marlcs
Water Lines
Field Obsen►ations: • _ Sedimeut Deposits
, _ Drainage Patterns ia Wetlaads
Oxidized Root C�annels in Upper
Depth of Surfaoe Water: �' ' (in.) 12 Inches '�
' Depth to Free Water in Pit: 13�— (in.) Water-Stained Leaves
Depth to Saturated Soil: I O'' (in.) _ Local Soil Survey Data � ,
Other(Explain in Remarks)
Remarlcs: '
;.j w.�
, ,
Data Point: 3 of
SOIIS
Map Unit Nsme• Drainage Class:
Field Observations
Taxonomy (Subgroup): Confirm Mapped Type? Yes No
�rofile Description:
Depth Matrix Color Mottle Colora Mottle Texture� Concretions,
inch �1Vlunsell Moist) LMunsell Moist) Abundance/Contrast Ithiwsp�,ieres. etc.
c�j'(�t t� 3 L �hR�` �r�'i.G� G��L
>>
xyari�soi���c��:
�i�osol con«etions
_ xisac Bpipedon _ xigh organic coacenc in surface I.ayer
_ Sulfidic Odor _ Organic Strealang
_ Probable Aquic Moisture Regime _ Listed on I.ocal Hydric Soils List
_ Reducing Conditions _ Listed on I�Iational Hydric Soils I.ist
_ Gleyed or I.ow-Chroma Colore _ Other(Ezplaia in Remarks)
Remarks:
WETLAND DETERD+IINATION
Hydrophytic Vegetation Preseat7 No
Hydric Soils Preseat? No Is this Data Point Withia a Wetland? �No
I Wetland Hydrology Present? Y No �
x�' � S.�� c,�-Ca-r'S �
_ , . _ _
r.,�,�-- " d..�-�.' ���..
. ,
8-2=93/DATA.FRM�I-Ucd/dga l� �
�r
::���
,�h':
Data Poin� of �
� � —
DATA FORM
ROi)T'II�TE WEI'LAND DETERMII�IATION
Project/Site: � � Date: /1-/
ApplicantlOwner• C-C- City:
Investigat�r: - County:
Have vegetation, so�7s, or hydmlogy been disturbed: es No S��'
Is the area a potential Problem Area: No
(If neerled, explain on reverse.)
VEG�TATION
ominant lant S ecies Stratum , , Cover Indicator pominant Plant Species Stratum Cover dicator
1.�`J �- _3� �iJ L �
2.� �� S � zo — 2. ,
3. . �5 �_ V�I 3.
4. 1H � �— —�' NI"�a.av 4.
S.� �� 2 U ,�= 5.
6. 6.
7. 7.
8. T 8.
Perceat of Dominant Spacies that are OBL, 3� �
FACW or FAC (except FAC-). *-Dominant species. �
Cowardin Classification•
Ramarks:
HYDROLOGY
_ Recorded Data(Describo ia Remarks): Wetland Hydrology Indicators
_Stream, Lake, or Tide Gage
Aerial Photograph _ Inuadated
_Othea _ Saturated ia Upper 12 Inches �
_ No Recorded Data Available _ Water Marks
Water Lines
Field Observations: _ Se�iment Deposits
_ Drainage.Patterns ia Wetlaads
Depth of Surface Watar: '� ��� _ Oudized Root Chanaels in Upper
12 Inches
Depth to Fre�Water in Pit: "'– (in.) Water-Stained Leaves
Depth to Saburated Soil: -- (in.) _ Local Soil Survey Data
Other(Explain in Remarks)
Remarlcs' vti.G�Y�-
, ,
_.. �.
Data Point: � of
SOILS
Map Unit Name: Drainage Class:
Field Observations
TaxonomY (SubgrouP)s Confirm Mapped Type7 Yes No
Profile DescriQtia�:
Depth Mairix Color Mottle Colors MoWe TeAtut�e� Concretions,
inches [Munsell Moist) (Munsell Moist) Abundance/Contrast Ithizospheres, etc.
� y G- 5 c-
r 6 lo� `� Z/z ��-
� xya�s��a���:
��i con�o�
_ Histic Epipedon _ High Organic Conteat in Surface I.ayer
_ Sulfidic Odor _ Organic Streaking
_ Probable Aquic Moisture Regime _ Listed on Local Hydric Soils List
_ Re�ucing Conditions _ Listed on National Hydric Soils List
_ Gleyed or Low-Chroma Colore _ Other(Explain in Remarks)
R��: H-Z D �- �.Q N
VVETLAND DETERMIlVATION
Hydrophytic Vegetation Present? Yes No
Hydric Soils Preseat? Yes o Is this Data Point Within a Wetland7 Yes No
Wetland Hydrology Pre�at? Yes o
��: �, w�,t,,,� �-i�� L� !'
8 2-93/DATA.FRM/I'RH-]lcd/dgw . � � �
S'- .
Data Point: "�J of� _
. DATA FORM
ROUTINE WETLAND DEI'ERIVIINATION
ProjectlSite• _ �. �- � �+^di' Date• 1 Z-l`/�O�
Applicant/Owner• �► City: �.�-o-r►
Investigator �- 1 - 1 County:
�iave vegetation, soils, or hydrology been disturbed: es No State:
Is the area a potential Problem Area: Y No
(If needed, explain on reverse.)
VEGETATION
1� ' sat�ant�Snecies Stra�tu a ��ver In� Dominant Plant Species Stratum Cover dicato
'� —J�_
2. �_ �_ �L�J 2.
3. �A ��vr+.� �— � �v� 3.
4. +� {�, �d — 4.
3. 5.
6. 6.
7. 7.
_ . 8. __ 8,
Perceat of Dominant Spacies that are OBL, SD �
FACW or FAC (except FAC-). *-Damiaant species.
Cawardin Classification•
Remarlcs: -
IiYDROLOGY
Recorded Data(Describe in Remazks): Wetland Hydrology lndicators
_Stream, I.a1ce, or Tide Gage
_Aerial Photognph _ Inuadate�
_Other _ Saturated in Upper 12 Inches
_ No Recorded Data Available _ Water MarkB
w��
Field Obseivations: — ��t Deposits
_ Draiaage Patterns ia Wetlands
Oudized Root Channels in Upper
Depth of Surface Water: �� ('n•) 12 Inches
Depth to Free Water in Pit: (in.) Water-Stained Leaves
Depth to Saturated Soil: ' (in•) _ Local Soi1 Survey Data
Other(Eaplain in Remarks)
Remarks: ��(��
.� ;��
_ _ i
. . „
Data Point: �' of
,SOIIS . '
Map Unii Name: Drainage Class:
Field Observations
Taxonomy (Subgroup): Coafirm Mapped Type? Yes No
Profile Descrip6on•
Depth � Matrix Color MoWe Colors Mottle Texture� Concretions,
inches (Munsell Moistl (Muasell Moist) Abundance/Contrast Rhizosvheres, ete.
C2-�_ t0 `� z- �S�'
�+ i� `�� � � � - �.
xyari�so��a��c��:
�stOsol can�r�tions
_ Histic Epipedon _ �High Organic Content in Surface I.ayer
_ Sulfidic Odor _ Organic Streaking
_ Pmbable Aquic Moisture Regime _ Listed on Local Hydric Soils List
_ Reducing Conditions _ Listed on National Hydric Soils Lisi
_ Gleyed ot Low-Chroma Colors _ Other (Ezplaia in Remarks)
Remarlc�
ss
. '/
�YE2T,AND DET'ERMINATION '
FIydrophytic Vegetation Present? Yes No �
Hydric So�s Present? Yes Is this Data Point Withia a Wetland? Yes No
Wetlaad Hydrology Preseat? Yes o
R�emarks: ('�f�yt�:, („O�,L,,,px a,�--1�-�� 'Jf(.�'►')�-- l l lK i 7.�Of ��"� h,l�C„�..
- �-----� � �
� �� �ti�'''� � .Gf
�
8-2-931DATA.FRMlTRH-1kd/dgw
� � �
Data Point: D of �
DATA FORM
ROUTINE WETLAND DETERNIINATION
Project/Site: � L E Date: Z '� '
ApplicandOwner: � City:
Investigator: J A�: Z -1-1 Z 1 (o County:
Have vegetation, soils, or hydrology been disturbed: es No 5���
Is the azea a potential Problem Area: Yes No
(If needed, ezplain on reverse.)
VEGETATION
Do 'nant Plant S ecies Stratum �'o Cover Indicator pominant Plant SPecies Stratum 96 Cover Indicator
1. ; �i _� �� � 1.
2_ 2. -
3. 3.
4. ' 4.
S. 5.
6. 6.
7. _._ 7. -
8. 8.
Percent of Domiaant Species that are OBL,
FACW or FAC (ezcept FAC-). *-Dominant species. �oO=�•
Cowazdia Classification: �
Remarlcs:
HYDROLOGY
_ Rxorded Data (Describe ia Remarks): Wetland Hydrology Indicators
_ _Stream, Lake, or Tide Gage
_Aerial Photograph _ Inuadated
_��� �Sat�uated in Upper 12 Inches
_ No Re�orded Data Available _ Water Marks
Water L-ines
Field Observations: _ Sediment Dtposits
_ Drainage Patterns ia Wetlands
D th of Surface Water _ Oudized Root Channels ia Upper
Cp . '^ (in.) 12Inches
Depth to Free Water ia Pit: � (in.) Water-Stained Leaves
Depth to Saturated Soil: (in•) _ �� Sail Survey Data
Other (Explaia ia Remarks)
Remazks: � ���,�,,,�p�" �
/ "���'
! r"�
!�s'L'"
� �
Data Point: � of�
SOIIS
Map Unii Name: Disinage Class:
Field Observatians
Taxonomy (Subgroup): Coafirm Mapped Type? Yes No
Profile Description•
Dcpth Matriz Color Mottle Colors Mottle Tezture, Concretions,
inches IMuasell Moist) (Munsell Moistl Abundance/Contrast Rhizosaheres, etc.
�'�� �0 r�°� �T S ,�
�3 �� �l �7,r `� y/� � s �.
xyari�so��a���:
�isiosol can�retians
_ Hisiic Epipedon _ High Organic Content in Surface Layer
_ Sulfidic Odor _ Orgaaic Streaking
_ Probable Aquic Moisture Regime _ Listed on Local Hydric Soils List
_ Reducing Coaditions _ Listed on National Hydric Soils List
_ Gleyed or Low-Chroma Colors _ Other (Ezplain in Remarks)
Remarks:
WETLAND DETERMIlVATION W-
Hydrophytic Vegetation Present? � No
Hydric Soils Present? No Is this Data Point Withia a Wetland?' es o
Wetlaad Fiydrology Preseat? Yes No `--...J
Remazks: ��,.-��o�,� � jJ, ( i���'L:T` 1�t:e%sl,,rY�
/ `
h���
I � �
8-2-93/DATA.FRMrIRH-ticd/dgw
Data Point: �f of �
� DATA FORM
ROUTINE WEIZAND DETERNIINATION
Project/Site: ��.-,-, �Jr (n�'L Date: z `( -o
ApplicantlO�vner: L- LL L City:
Investigator: l 7 #: Z� ' / County:
Have vegetation, soils, or hydrology been disturbed: No State:
Is the area a potential Problem Area: Y No
(If needed, explain on reverse.)
YEGETAZTON
Dominant Plant S ecies Stratum 90 Cover Indicator pominant Plant Species Stratum Cover �ndicator
i. C.G � �o- � i.
2. ��-os�s s�,o ��^ ZD � 2.
3. 3.
4. 4.
5. 5. �
6. 6. �
�. -- �,
._. 8. 8.
Percent of Domiaaat Species that are OBL, I D D�
FACW or FAC (except F?;C-). *-Dominant species. ��
Cowardin Classification• '
Remarks:
�iYDROLO GY
_, Recorded Data(Describe ia Remarks): Wetland�Iydrology Indicators
_Stream, Lake, or Tide Gage
_ _Aerial Photograph _ Inuadated
_ Other _ Sativated ia Upper 12 Inches
_ No Recarded Data Available _ Water Marka
Water I:ines
Field Observaiions: _ Sediment Deposits
.^� _ Draiaage Patte:ns ia Wetlaads
� Oxidiud Root Chaanels ia Upper �
Depth of Surface Water. � (in.) 12 Inches .
Depth to Free Water in Pit: -- (ia.) Wa�����va
Depth to Saturaied Soil: � (ia.) _ �� Soil Survey Data
Other(E�tplaia in Remarks)
Remark� l^-01`� �� 5�M� /�L��`,.��� �-_ (� _ �J [�
f
pr
� . �=
� Data Point: � of
•SOIIS
Map Unit Name: Drainage Class:
Field Observations
Taaonomy (Subgroup): Confirm Mapped Type? Yes No
Profile Descri�tioa•
Depth Matrix Color Mottle Colors Moctle , Tezture, Coacretions,
inches fMunsell Moist) (Miinsell Moistl Abundance/Contrast Rhizos�heres. etc.
�-(� JD �3 �°"�``� G s �
� -a�4� �v`���Z--
xy��so��a��c��:
���i con�nuo�
_ Fiistic Epipedon _ High Organic Coatent in Surface Layer
_ Sulfidic Odor _ Orgaaic Strealdag
_ Probable Aquic Moisture Regime _ Listed oa Local Hydric Soils List
_ Reducing Conditions _ Listed on Nadonal Hydric Soils List
_ Gleyed or I.aw-Chroma Colors _ Other (Ezplain ia Remarks)
Remarks:
�PIEI'LAND DETERMIIVATION
Hydrophytic vegetacion Presenc? " �
Hyd:ic Soils Preseat? es Is this Data Point Withia a Wetlaad? Yes N�
Wetlaad Hydrology Preaent? Yes
Remazks:
- ---- -. � ��
E-2-931DATA.FRMlI'RH-llcd/d�v
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Buffer Mitigation Alternatives prepared by Shannon & Wilson, Inc. �
dated Februarv l, 2005.
�° r--- ,
. ;�
, .� ��
= SHANNON �WILSON, INC. ' �n
���' GEOTECHNICAL AND ENVIRONMENTAL CONSl1LTANTS �1-2pDd �
February 1,2005
RE4_i`r�l�
i-'_Y ;; ` ;,��:;
PAClF1� �'�'^�P;E�?3��a
Liberty Ridge LLC
9125 lOth Avenue South
Seattle,WA 98108
Attn: Mr. Michael Merlino
RE: BUFFER MITIGATION ALTERNATIVES FOR "ELMHURST" RESIDENTIAL
SUBDIVISION, RENTON, WASHINGTON
It is my understanding that the City of Renton is considering a State Environmental Policy Act
i (SEPA) mitigating condition that would increase the stream buffer from 25 feet (the City code
required width) to 35 feet along the ephemeral stream (part of the upper reach of Maplewood
Creek) within the Elmhurst site. The stream follows the western site boundary from the
northwestern property corner to near the site's southwest corner, at which point it turns east on
the site and then heads to the southeast, off of the site. This letter provides an alternative that I
think would be more effective than an increase to the buffer width.
BACKGROUND INFORMATION CONCERNING THE STREAM
During both of my site visits (June and December of 2004), I examined the subject stream. The
strearn was completely dry during my June visit, and during my December visit, the stream had
no flowing water,just some shallow puddles in places. As I pointed out in my December 22,
2004,letter report, the stream's channel bottom is generally unvegetated and lined with gravel,
mud, and cobbles. The channel is entrenched with steep side slopes along the northern two-
thirds of the site. That stretch of the stream is straight and is channelized along the Elmhurst
site's edge. In the southern portion of the site, the creek is not as channelized as farther
upstream, but it is about 6 to 8 feet lower than the remainder of the site. Riparian vegetation
along the creek is generally dominated by Himalayan blackberry except near the southern end
of the property, where there is an overstory of black cottonwood and some Douglas fir, with an
understory of Douglas spirea and clustered rose. The creek is reported to have fish migration
barriers downstream of the project area.
� ���
�
400 NORTH 34TH STREET•SUITE 100 21-1-12146-001
P.O. BOX 300303
SEATTLE, WASHINGTON 98103
206•632•8020 FAX 206•695•677?
TDO: 1•800•833•6388
�
Liberty Ridge LLC �������N�LS0�1,INC.
Attn: Mr. Michael Merlino
February 1, 2005
Page 2
ALTERNATIVE RECOIVIlVIENDATION
I recommend that the buffer be maintained at 25 instead of 35 feet, but with revegetation of the
25-foot-wide buffer. Because the stream and buffer have been heavily disturbed over the past
50 years or more, there aze very few trees left within the buffer. By providing native tree
species through revegetation, the functional gain to the stream would be much more significant
than an additional 10 feet of buffer with existing marginal vegetation. The addition of trees
provides a better opportunity for future structural complexity, shading of the stream, better ,
habitat for birds and small mammals, and improved downstream system health.
Sucli an approach would involve planting both evergreen and deciduous trees such as Douglas
fir, western hemlock, and big leaf maple. The trees should be planted on approximately 15-foot
centers, with 2-gallon-size stock. Planting should occur in the fall to give the plants time to
develop roots over the winter and, therefore, have less mortality in their first summer after
planting.
If you have any questions or comments, or require additional informadon, please contact me at
(206) 695-6738.
Sincerely,
SHANNON & WILSON, INC.
�.� � f���
Katie L. Walter, P.W.S.
Associate
Natural Resources Manager
KLW:DNC/klw
c: Lou Larsen, Pacific Engineering Design, LLC
I ��
21-]-12146-001-L4.doc/wp/eet 21-1-12146-001