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Figure 4
Wetlands and Streams
-Lift Station
Renton. WA
APPEAl EXIHIBIT J IEXH!IB!T 7
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APPEAL EXHIBIT F
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, APPEAL EXHIBIT B
August3,2009 D.
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APPEAL EXHIBIT D
Map produced by City of Renton (c), the City of Renton au rights
reseived. No warranties of any aort, including but not limttttd
to accuracy, fitness or merchantabiUfy, accompany this product
Stonegate Lift Station Vicinity Map
LUA09-049, ECF
~ Lift Station t".'".J Stonegate Neighborhood = Project Location t".'".J Summer Wind Neighborhood
CityoTh
C~; @WE_ -~ l!@DCO I [ID,
ommumty °" conom1c eve opment
Alex Pietsch, Administrator
Data/GIS Annlys.is Services, Adriana A. Johnson, Parrick Roduin
<.,'.\'. y 0 :~~
j:i~<, Denis Law, Mayor
CITY OF RENTON
Public Works Department
Gregg Zimmerman P,E., Administrator &>N'fo,;,r----------------~~------
The City of Renton, in exchange for two utility easements over a portion of Tract H (Lift
Station Easement and Pipeline Easement), agree to include the following improvements
to the construction project as compensation for the two easements:
I. Install Curb, Gutter, and Sidewalk and adjacent asphalt paving from the existing
curb return on the north side of NE 26th Street, along 148'h Ave SE, to the
Northerly edge of our proposed entrance driveway for the new lift station. From
this point, the sidewalk will have an asphalt taper to match the new asphalt
roadway, which will also taper to meet the existing pavement in 148th Ave SE.
2. Provide a complete 2-inch grind and 2-inch asphalt overlay to al!' existing public
roadways within the plat of Stonegate. (The City's standard restoration would
have covered a 5-ft from curb grind and 2-inch asphalt overlay for only those
portions of the existing full-width roadway disturbed by the project work).
Roadways Sections include: NE 26 1h St from Lyons Av NE to 148 1h Av SE,
Lyons Av SE from south end of plat to NE 261h Street, NE 24th Ct from cul de sac
to Lyons Av NE, NE 23rd Ct from cul de sac to Lyons Av NE, NE zznd Ct from
cul de sac to Lyons Av NE and NE 21st Ct from Lyons Av NE to cul de sac.
Existing emergency access road from NE zznd Ct to NE 201h Street will also be
fully restored as part of the construction work.
3. The City will require the Contractor to restore all trench work with hot-mix
asphalt in accordance with City Standards as they progress and will not be
allowed to exceed one thousand linear feet of temporary trench patch at any one
time.
4. The City will install landscaping that blends with the existing landscaping on
Tract H around its new lift station to act as a buffer from the Stonegate
neighborhood. The landscaping will have a full time automated irrigation system
to help ensure survival of the landscaping.
5. The lift station emergency power generator will not exceed 45 dba at the property
line between Tract H and Lot I of Stonegate.
6. Replace both Fire 8-CC Gates in Tract G with current Fire Department standard,
Withrul9m asis On a] , WI ' pedestrians and bicyclists passage.
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A fee 6'b~City Rento/ . / Agreed to By Stonegate HOA
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CITY OF REN.TON, COUNTY OF KING, STATE OF WASHINGTON
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APPEAL EXHIBIT G
CASCM£Nr PROYISK.INS
ADM/NISTRArOR OF PLANII/NG/8U//..l)/IIG/
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Lift Station
APPEAL EXHIBIT E
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GENERATOR SET NOTE:
THE GENERATOR SHALL HAVE A SUPER-CRITICAL SOUND
ATTENUATED MUFFLER SOUND A TIENUATlON SHALL
LIMIT THE GENERATOR NOISE, INCLUDING EXHAUST, TO
45dba AT THE WEST PROPERTY LINE.
L
90°/o DESIGN SUBMITTAL
STONEGATE 1 "'6;15/2009
LIFT STATION REPLACEMENT
L!FT STATION SITE PLAN
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STATE OF WASHINGTON, COUNTY OF KING }
AFFIDAVIT OF PUBLICATION
PUBLIC NOTICE
Linda M Mills, being first duly sworn on oath that she is the Legal
Advertising Representative of the
Ren.ton. lRepon-ten-
a weekly newspaper, which newspaper is a legal newspaper of
general circulation and is now and has been for more than six months
prior to the date of publication hereinafter referred to, published in
the English language continuously as a weekly newspaper in King
County, Washington. The Renton Reporter has been approved as
a Legal Newspaper by order of the Superior Court of the State of
Washington for King County.
The notice in the exact form annexed was published in regular issues
of the Renton Reporter (and not in supplement form) which was
regularly distributed to its subscribers during the below stated period.
The annexed notice, a:
Public Notice
was published on July 24, 2009.
The full amount of the fee charged for said foregoing publication is
the sum of $87 :so.,
mdaM. Mills
Legal Advertising Representative, Renton Reporter
SubscJibed and sworn to me this 24th day of July, 2009.
c for the State of Washington, Residing
,...,,,"""111,
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NOTICE OF
APPEAL HEARING
RE~'TON HEARING
EXAMINER
IU:NTON, WASHINGTON
An appeal Hearing will be held
by 1he Renton Hearing Ex.i.miner
in the Council Chambers on the
seventh floor of Renton City Hall,
1055 South Grady Way. Remon,
Washington, on August 4, 2009 at
9:00 am to consider the following
peritions:
Stonegate Lift Station
LUA09-049, ECF
Location: 5610 NE 26th
St. Appeal of 1hc SEPA
Detennination of Non-
Significance Mi1iga1ed by
1he Environmental Review
Committee for the replacement
of the Stonegaie lift station and
the installation of 5,900 linear
ft. of sewer pipe in NE Sunset
Blvd., NE 26th St., Lyons Ave.
NE. NE 22nd Ct., N 20th St..
and Field Ave. NE. 2 wetland<;
and May Creek are located in
the vicinity of 1hc _<;ile.
Legal descriptions of 1he files
noted above arc on file in the City
Clerk's Office, Seventh Floor,
City Hall, Renton. All interested
persons arc invited to be present
at the Public Hearing to express
their opinions. Ques1ions should
be directed to the Hearing
Examiner at 425-430-6515.
Published in the Renton Reporter
on July 24. 2009. #249226.
'· 1,
-;.
~
~
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" 1;
CITY OF RENTON
STONEGATE LIFT STATION
CONVEYANCEIMPROVEME~TS
90°/o DESIGN
Rot h H i 11 E n g i n e e r i n g P a rt n e rs , LLC
~
CITY OF RENTON RothHall
2600 116th Avenue NE #100
Bellevue. Washington 98004
Tel 425.869.9448
CITY COUNCIL
RANDY CORMAN, PRESIDENT
MARCIE PALMER
MAYOR
DENIS LAW
CHIEF ADMINISTRATIVE OFFICER
JAY COVINGTON DON PERSSON
TERRY BRIERE
KING PARKER
GREG TAYLOR
RICH ZWICKER
JOHN HOBSON
DAVE CHRISTENSEN
PLANNING/BUILDING/PUBLIC
WORKS ADMINISTRATOR
GREGG ZIMMERMAN
UTILITY SYSTEMS DIRECTOR
LYSHORNSBY
CONTACT PERSONNEL
PROJECT ENGINEER
WASTEWATER UTILITY
EMERGENCY
ONE CALL
(425) 430-7279
(425)430-7212
911
1-800-424-5555
~ Fax 425.8691190
CITY OF RENTON
1055 SOUTH GRADY WAY
RENTON, WASHINGTON 98055
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SHEET·INDEX
SHT.NO. -· DESCRtPT10N
1 COVER SHEET & S.~~ET J~OEX .
2 SEWER & PAVING INDEX MAP
3 SEWER PLAN & PROFILE--NE SUNSET Bl VO
4 SEWER PLAN & PROFILE -NE SUNSET BL VD
5 SEWER PLAN"& PROFILE -FIELD AVE. NE
6 SEWER PLAN & PROFILE -FIELD AVE. NE
7 SEWER PLAN & PROFILE -FIELD AVE. NE
8 SEWER Pl:-AN & PROFILE -NE 20TH ST
9 SEWER PL.AN & PROFILE -NE 20TH ST
10 SEWER PtAN & PROFILE -NE 22ND CT
11 SEWER PLAN & PROFILE -LYONS AVE NE
12 SEWER PLAN & PROFILE -LYONS AVE NE
13 SEWER PLAN & PROFILE ; LYONS AVE NE
14 SEWER PLAN & PROFILE -NE 26TH ST
1S SEWER PLAN & PROFILE -NE 24TH CT
16 ROAD RESTORATION -NE SUNSET BLVD
17 ROAD RESTORATION -FIEU;:> AVE NE
18 ROAD RESTORATION -FIELD AVE NE/NE 20TH ST
19 ROAD RESTORATION -NE 20TH ST
20 ROAD RESTORATION -NE 22ND CT
21 ROAD RESTORATION -LYONS AVE NE
22 ROAD RESTORATION -LYONS AVE NE/NE 26TH ST
23 ROAD RESTORATION -NE 25TH STINE 24TH ST
24 ROAD RESTORATION -NE 23RD CT/NE 21ST CT
25 MISC. DETAILS
26 MISC. DETAILS
27 CONSTRUCTION BASELINE
~i -.
March 12, 2009
LEGEND
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PLAN( ENTIRE ROAD 1'1!Cl'TFf' I~ !)[(P ~[EPINC
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CAT( & POST CONSTRUCTION SHALL COOStST OF liOT DIPPED
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115
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117
118
119
120
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189522.95
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!J\5926.58 13+43.12 PT
1315828.17 15+ 75.63 PC
IJ15908.J7 19+ 70.12 PRC
1315989.62 21+42.92 PT
1316005.11 22+65.57 PC
1316261.73 26+35.24 PT
1316741.70 31+15.50 END 8ASEL1NE
DISTANCE
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122.65"
480.26'
LENGTH DELTA
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172.81' 4Y02'5Y
369.66 84"43°15"
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PT# NORTHING· EASTING STATION OE5rn1PT10N
102 187482.90 1314176.78 10+00 BEGIN BASELINE
103 187545.65 1314161.63 10+64.55 PC · •
104 187623.42 1314153.35 11+42.99 PT "
105 188248.36 1314168.77 17+68.12 PC
106 168449.06 1314252.58 19+90.68 PT
107 188699.82 1314494.05 23+38.80 PC
108 188791.42 1314723.59 25+93.52 PT
109 188781.40 1314947.78 . 28+17.94 ANGlE BRE/IK
110 188762.99 1315356.83 32+27.40 ANGl.E BREAK
11 l 188930.22 1315558.41 34+89.32 · PC
112 189142.38 1315878.98 39+14.97 PT
113 189128.89 1315949.42 39+86.69 END BASELINE
LINE BEARING 01STANC£
L3 N13"34·orw 64.55'
L4 N01"24'46"E 625.13'
L5 N43"55'10-E 348.12'
L6 S8T25'58-E 224.42'
L7 SBT25'3rE 409.47' I
LB N5019'14-E 261.92'
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M3 188449.01 1314252.62 19+90.67. 0.07 R
M4 188699.78 1314494.14 23+38.83, 0.09 R
MS 188791.43 1314723.81 25+93.74. 0.02 L
M6 188781.37 1314947.78 28~17.94. 000 R
"' 188930.22 1315558.41 34+89.32, 0.00 R
MB 189128.85 1315949.49 11+55.22, 0.08 R
M9 189522.89 1315828.18 15+75.57. 0.02 L
MIO 189880.70 1315908.38 19+ 70.09. 0.05 R
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--········--·-······-·1
FINAL GEOTECHNICAL REPORT
Renton-Stonegate II
Sewer System Improvements Project
Renton, Washington
HWA Project No. 2007-080-21 Task 1200
Prepared for
Roth Hill Engineering Partners LLC
November 7, 2008
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HWA Project No. 2007:080-21 T1200
Roth Hill Engineering Partners LLC
2600 116 1h Ave1\ifo NE, Suite I 00
Bellevue, Washington 98004
Attention:
Subject:
Erik Waligorski, P.E.
FINAL GEOTECHNICAL REPORT
RENTON-STONEGATE II
SEWER SYSTEM IMPROVEMENTS PROJECT
Renton, Washington
Dear Mr. Waligorski:
This letter transmits our final geotechnical report for the Renton-Stonegate II Sewer System
Improvements Project in Renton, Washington. We appreciate the oppo1tunity to provide
geolechnical serviCes fur this project. Should you have ally questions or comments concen1ing
our enclosed report, or if we may be of further service, please call.
Sincerely,
1-!Wi\ GEOSCIENCES INC.
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TABLE OF CONTENTS
Page
1.0 INTRODUCTION ................................................................................................... I
1.1 GENERAL.. ............................ : ....................................................................... I
1.2 PROJECT DESCRIPTION ................................................................................. I
1.3 SCOPE OF SERVICES AND AUTHORIZATION ................................................... 2
2.0 FIELD EXPLORATION AND LABO RA TORY TESTING ................................. 2
2.1 FIELD EXPLORATION .................................................................................... 2
'2.2 LABORATORY TESTING ................................................................................ 3
3.0 SITE CONDITIONS ............................................................................................... 3
. 3.1 SURFACE CONDITIONS .................................................................................. 3
3.2 SITE GEOLOGY ............................................................................................. 4
3 .3 SUBSURFACE CONDITIONS ........................................................................... 4
3.3.1 NE Field Avenue (BH-1 A through BH-4B) ................................. 4
3.3.2 NE 20th Street (BH-5) .................................................................. 5
3.3.3 Lyons Avenue NE (BH-6) ............................................................ 6
3.3.4 147th Avenue SE (BH-7) ............................................................. 7
3.3.5 148th Avenue SE (BH-8) ............................................................. 8
3.3.6 Stonegate-Summerwind Connector (BH-9 & BH-10) ................. 9
3.3.7 NE 26 1h Street Culvert Under-crossing (BH-13 & BH-14) ........ 10
3.3.8 Proposed Stonegate II Lift Station (BH-l l & BH-12) ............... 12
3.3.9 Summary of Soil Conditions ...................................................... 13
4.0 RECOMMENDATIONS ...................................................................................... 15
4. IGENERAL ...................................................................................................... 15
. ' 4.2 STONEGATE II LIFT STATION ....................................................................... 15
4.2. l Temporary Shoring ...................................................................... l 5 .
4.2.2 Ground Water Control/ Dewatering .................................... ~ ....... 16
4.2.3 Lift Station Excavation ................................................................ l 7
4.2.4 Buoyancy ..................................................................................... l 7
4.3 PIPE BURSTING ............................................................................................. l 7
4.4 HORIZONTAL DIRECTIONAL DRILLING ......................................................... 20
4.5 OPEN CUT TRENCHING ................................................................................. 2 l l
4.5. l Soil Excavation Characteristics ................................................... 2 l
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4.5.2 Sloped Open-Cut Excavations ..................................................... 2 l
4.3.l Shored Excavations .................................................................... 22
4.3.2 Ground Water and Construction Dewatering ............................. 23
4.3.3 Pipeline and Manhole Settlement ............................................... 23
4.3.4 Pipeline Support and Bedding .................................................... 24
4.3.5 Trench Backfill Materials and Compaction ............................... 24
4.3.6 Pipeline and Buried Structure Design Considerations ............... 26
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HWA Project No. 2007-080-21 Tl200
4.3.7 Jacking and Insertion Pits ........................................................... 27
4 .4 SEISMIC CONSIDERATIONS ......................................................................... 2 7
4.5 WET WEATHER EARTHWORK ..................................................................... 28
4.6 DRAINAGE AND EROSION CONSIDERATIONS .............................................. 29
5 .0 CONDITIONS AND LIMIT A TIO NS ......................... _ ......................................... 29
6. 0 REFERENCES ............................................................ I ......................................... 3 I
LIST OF FIGURES
ProJ.ect_ ~ite & Vicinity Map
Project Alignment and Exploration Locations
Site and Exploration Plan Maps
Figure I
.Figure 2 ·
Figures 3 -5
Figure fr
Figure 7
Design Earth Pressures for Temporary Braced Shoring
Parameters for Calculating Uplift Resistance
APPENDIX A-EXPLORATION LOGS
Figure A-1. Legend of Terms and Symbols
Figures A-2 through A-19. Logs of Exploratory Borings (BH-1 -BH-14)
APPENDIX B-LABORATORY TESTING
Figures B-1 through B-8.
Figure B-9.
Particle-Size Analysis of Soils
Atterberg Limits
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1.1 GENERAL
FINAL GEOTECHNICAL REPORT
RENTON-STONEGATE II
SEWER SYSTEM IMPROVEMENTS PROJECT
RENTON, WASHINGTON
1.0 INTRODUCTION
· This report presents the results of a geotechnical engineering study completed by HWA
· GeoSciences Inc. (HWA) for Roth Hill and the City of Renton Public Works. Currently, the
existing resi_dential developments known as Summerwind and Stonegate are served by separate
gravity collection systems, lift stations, and force main conveyance systems. The purpose of this
project is to combine the flows and utilize a single force main system. This will be accomplished
by converting the existing Summerwind lift station into a manhole and installing new gravity
sewer between the converted wet well and the existing Stonegate sewer manhole located in NE
24th Court. The combined Summerwind and Stonegate flows will then be conveyed by the
existing Stonegate gravity system to a new lift station located adjacent to the existing Stonegate
lift station at the northwest comer of NE 26th Street and 148th Avenue SE. It is assumed that the
existing Stonegate gravity sewer has sufficient capacity to handle the increased flow.
From the new Stonegate lift station, combined flow will be conveyed via force main uphill to the
west, and southwest along NE 26th Street and Lyons Avenue NE, NE 22nd Court, along an
easement between the two developments connecting to NE 20th Street, and the gravity system on
NE Field Avenue. The existing NE Field Avenue system is constructed of mostly 8-inch
diameter PVC and the pipe will be replaced/upsized to handle the increased flow.
· The location of the project and project alignment is shown on the Project Site & Vicinity Map,
and the -Project Alignment and Exploration Locations on Figures 1 and 2, respectively. The
general layout of the roadway and the location of the existing pipeline system are shown on
Figures 3 through 5.
The purpose of this geotechnical investigation was to plan, conduct and present the results of our
geotechnical explorations and provide geotechnical recommendations for the design and
construction of the planned improvements.
1.2 PROJECT DESCRIPTION
. The project will include design and construction of gravity connector lines between the existing
Summerwind and Stonegate systems, using horizontal directional drilling methods; a new Lift
Station north of the existing Stonegate lift station that will handle the combined flows; a new
force main to convey sewage up to NE Field Avenue; and upsizing of the existing gravity
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HWA Project No. 2007-080-21 Tl200
conveyance along NE Field Avenue. The conveyance alignment is typically situated along a
series of two-lane residential streets. Open excavation for the new force main will have some
impact on local traffic, and will require surface restoration. At the culvert crossing along
NE 26'h Street, open trench construction and horizontal directional drilling(HDD) are under
consideration. Design and construction of the new lift station will require shored excavations
and dewatering. Upsizing of the existing gravity conveyance system along NE Field Avenue is
expected to employ trenchless technologies (such as pipe-bursting) to minimize potential damage
to the existing roadway.
1.3 . SCOPE OF SERVICES AND AUTHORIZATION
The pu_rpose of the geotechnical investigation work tasks was to characterize the subsurface
conditions along the project alignment so that recommendations for design and construction of
the proposed sanitary sewer and lift station replacement improvements could be made in support
of the Roth Hill design team. Our work tasks were performed in general accordance with the
scope of work, as described in our Sub-consultant Agreement executed on March 7th, 2008;
. supplemented in August of 2008. Our scope of work did not include environmental assessment
of the project alignments.
2.0 FIELD EXPLORATION AND LABORATORY TESTING
2.1 FIELD EXPLORATION
Our field investigation consisted of 18 borings, designated as BH-1 A and I B through_ 4A and 4B
(8 borings), and BH-5 through BH-14 (8 borings), to explore the subsurface conditions along the
proposed project alignment, both ends of the Stonegate -Summerwind connection, and at the
new lift station location. The borings were conducted at the locations proposed previously in our
Exploration Plan. The approximate boring locations are shown on the Site and Exploration Plan
drawings, Figures 3.through 5.
The borings were conducted on May 7'', May 81
\ and June 4th, 2008, by Gregory Drilling of
Redmond, Washington, and Davies Drilling of Snohomish, Washington. The borings were
advanced using truck and a track-mounted drill rigs, respectively, under the direction of an HWA
geologist. Supplemental borings for the culvert crossing along NE 26'h Street were conducted on
September 11'', 2008, by Holocene Drilling of Graham, Washington, using a truck-mounted drill
rig. The borings were advanced to depths ranging between approximately 5 and 41.5 feet beJpw
the ground surface. Standard Penetration Tests (SPTs) were performed at 5 and/or 2Y,-foot
intervals in each of the borings in general accordance with ASTM D-1586. The SPT consists of
driving a 2-inch O.D. split-spoon sampler a distance of 18 inches into the bottom of the borehole
with a 140-pound hammer falling 30 inches. The number of blows required to drive the sampler
each of three 6-inch increments was recorded, and the number of blows required to cause the last
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12 inches of penetration was termed the SPT (N-value). This value is an indicator of the relative
in situ density or consistency of the soils.
Piezometers for measuring ground water levels were installed in borings BH-5, BH-7, BH-11
and BH-13. They consisted of slotted, 2-inch PVC, standpipes installed to near the bottom of the
borings. '.fhe annulus around the slotted portions of the pipes was backfilled with No. 10-20
Colorado Sand, and a cement slurry seal and locking monument casing were placed at the ground
surface to prevent inflow of surface water. The piezometer installations are shown schematically
illustrated on the boring logs, as appropriate. These piezometers are the property of the City of
-Renton. During or after construction of this project, the piezometers will need to be abandoned
in accordance with Ecology requirements. HWA can assist with piezometer abandonment, if
requested, but the costs of future abandonment are not included within our scope of work.
HWA personnel recorded pertinent information including, blow counts, soil sample depths,
stratigraphy, soil engineering characteristics, and ground water occurrence as the explorations
were advanced. Soils were classified in general accordance with the classification system
described in Figure A-1, which also provides a key to the exploration log symbols. The
summary logs are presented in Figures A-2 and A-19. The stratigraphic contacts shown on the
individual iogs represent the approximate boundaries between soil types. The actual transitions
may be more gradual.
2.2 LA BORA TORY TESTING
Laboratory"tests were conducted on selected samples obtained from the explorations to
characterize engineering and index properties of the project soils. Laboratory tests included
determination of in-situ moisture content, grain size distribution, and Atterberg Limits. The tests
were conducted in general accordance with appropriate American Society of Testing and
Materials ( ASTM) standards. The results are discussed in further detail and are presented in
Appendix B, or are displayed on the exploration logs in Appendix A, as appropriate.
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3.0 SITE CONDITIONS
3.1 SURFACE CONDITIONS
The project is situated along a sloping glacial upland area south of May Creek in northeastern
Renton, Washington. The project is located on relatively quiet residential streets having two .! ' paved traffic lanes and typically room for parked vehicles on at least one or both sides. The site
for the planned new Stonegate 11 lift station is north of the existing Stonegate lift station on an
alluvial plain south of May Creek.
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3.2 SITE GEOLOGY
Geologic information for the project area was obtained from a map titled Composite Geologic
Map of King County, ·Washington (D.B. Booth et al, 2006) published by the U.S. Geological
Survey. Near-surface deposits in the project vicinity are mapped as Vashon glacial till. Near the
banks of May Creek, glacial soils have been reworked or eroded and/or replaced with alluvial
soils.
Vashon till generally consists· of a very compact unsorted mixture of clay, silt, sand, and gravel,
deposited directlYby the Puget Lobe of the Cordilleran Ice Sheet. It was consolidated by several
thousand feet of glacial ice and is, therefore, very dense. Locally, the Vashon till may be
overlain by a layer ofrecessional outwash, consisting of loose to medium dense sand and gravel • that was deposited by glacial meltwater emanating from the receding glacial front. Additionally,
the Vashon till may be underlain by advance outwash, consisting of dense gravelly sand.
Advance outwash was deposited by meltwater flowing from the advancing glacial front and,
consequently, was over-ridden and consolidated by the weight of the glacial ice.
May Creek alluvial soils typically consist of loose to medium dense sands, gravels and silts
derived from existing glacial soils or colluvium. Colluvium is slope-wash material originating
on and transported down steep slopes by local weathering processes (i.e. runoff and mass
wasting).
3.3 SUBSURFACE CONDITIONS
Our explorations encountered glacial till in most locations, which generally agrees with the
geologic map description. Man-modified fill materials were encountered above the existing
sewer trench on Field Avenue, and along the proposed alignment beneath roadways. Recent
alluvium, recessional glacial outwash, recessional glacial lacustrine, glacial till and advance
glacial outwash soils were encountered at locations near May Creek, such as the culvert crossing
at NE 261h Street and the area proposed to accommodate the new Stonegate II lift Station.
3.3.1 NE Field Avenue (BH-lA through BH-48)
Exploration borings were conducted in pairs, located within (borings designated as A) and
outside (borings designated as B) the existing sew.er trench limits, so that the engineering
properties of the existing trench backfill and the adjacent local native soils could be
characterized. In general, the native subsoil along the NE Field Avenue alignment
predominately consists of very dense glacial till soils, locally overlain by native fills of varying
thickness. The existing sewer trenches appear to have been backfilled with native trench spoil
materials comprised predominately of loose to medium dense silty sand and gravelly silt, which
was likely derived from on-site trench excavations in glacial till. No ground water seepage was
observed while conducting these borings along NE Field Avenue.
.. ·.
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The approximate locations of these borings are shown on Figures 3A through JC.
· The soiLunits encountered in our borings, or anticipated outside of the existing sewer alignment
along NE Field Avenue, are described ~elqw, with materials interpreted as being youngest in
origin and nearest the surface described first. ·
o ACP Surfacing-ACP (asphaltic concrete pavement) was encountered at the surface at bore
:holes BH-la through 4b, where it was typically 0.4 feet (5 inches) thick over the sewer trench
and 0.2 feet (2Y, inches) thick about 5 feet towards the curb, respectively.
o Road Base -Immediately beneath the existing ACPsurfacing, roadway fill consisting of
medium dense to dense, gray, sandy gravel was encountered. Apparently, this material was
placed as base prior to paving NE Field Avenue. The road base aggregate ranged from 0.6 to
0.8 feet (7 to 10 inches) in thickness.
o Fill-Immediately beneath the existing road base, in BH-IB, 2B, 3B and 4B (located outside
the sewer trench limits), fill consisting of medium dense to very dense, brown to olive gray,
silty sand with gravel was encountered. This material was likely placed during construction
of NE Field Avenue. The fill ranged from 1.0 to 4.0 feet in thickness.
o Trench Backfill -Existing sewer trench backfill, consisting of trench spoils comprised
predominately of medium dense to loose, olive brown to gray, silty sand with gravel to
gravelly silt with sand, was encountered in borings BH-lA, 2A, 3A, and 4A within the
existing sewer trench limits. The trench backfill explored ranged from 5 to 6 feet in
thickness. The trench backfill material was not fully penetrated by our borings, as all four of
the borings were terminated at least I -foot above the existing sewer pipe crown to avoid
damaging the pipe. Evaluation ofnatural soil moisture content and SPT data for this material
indicates that is was probably placed loosely and wet of what is optimum for adequate '
compaction. These soils will, accordingly, be relatively easy to displace during pipe-
bursting operations. ,
o . Vashon Till-In general, native glacial till, consisting of dense to very dense, gray, silty
sand with gravel to silty gravel with sand, was encountered in the borings outside of the
trench line (all B borings), and constitutes the local native soil unit that will be encountered
during construciion.
3.3.2 NE 20th Street (BH-5)
This location is along the western end of the proposed force system alignment before it ties in to
the existing gravity system situated along NE Field Avenue, and may locally accommodate a
receiving pit should the new force main be installed by directional drilling methods. The
approximate location of this boring is shown on Figure 3D. Therefore, our exploration boring
(BH-5) was conducted with closely spaced (2.5 foot) sampling intervals in the upper
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10-11.5 feet, and with more widely spaced (5 foot) intervals once the boring was well into very
dense native soils, to characterize the engineering properties of local fill and native soils, and
attempt to detect local ground water seepage. In general, the NE zo•h Street location is underlain
by native subsoil, predominately consisting of very dense glacial till soils, locally overlain by
medium dense weathered till and native fills of varying thickness. BH-5 was conducted to a
final depth of 31 feet below the existing ground surface. No ground water seepage was observed
while conducting boring BH-5 on NE zo•h Street.
The soil units encountered in this boring are described below, with materials interpreted as being
youngest in origin and nearest the surface described first.
o· ACP Surfacing -ACP (asplialtic concrete pavement) was encountered at the surface at
· .BH~S. where it was about 0.2feet (2Y, inches).
o Road Base -Immediately beneath the existing ACP surfacing, roadway fill consisting of
medium dense, gray, sandy gravel was encountered. Apparently, this material was placed
pnorJo paving NE 2o•h Street. The road base aggregate at this location was about 0.3 feet
(3 Y, inches) in thickness.
o · Weathered Till -Immediately beneath the existing road base in BH-5, weathered till
consisting of medium dense, olive gray, silty fine to medium sand with gravel was
encountered. This material represents native glacial till soil that was subject to weathering
prior to the construction of NE zo•h Street. The weathered till at the location ofBH-5 was
about SY, feet in thickness. This soil will provide adequate bearing for a sewer pipeline.
• Vashon Till-In general, native glacial till, consisting of dense to very dense, gray, silty
sand with gravel to silty gravel with sand, was encountered in the BH-5 beneath the layer of
weathered till, and constitutes the deepest local native soil unit encountered during drilling at
this location, where it was in excess of24 feet thick and not fully penetrated. This soil will
provide excellent bearing for a sewer pipeline.
3.3.3 Lyons Avenue NE (BH-6)
This location is down slope of boring BH-5, situated at the southern terminus of Lyons
Avenue NE. The approximate location of this boring is shown on Figure 3D. At this location,
BH-6 was conducted with closely spaced (2.5 foot) sampling intervals in the upper 6.5 feet, and
more widely spaced (5 foot) intervals once the boring encountered very dense native soil to
characterize the engineering properties of the local subsoils and attempt to detect local ground
water seepage. In general, this NE Lyons Avenue location is underlain by native subsoil,
predominately consisting of very dense glacial till soils that are locally overlain by medium
dense, weathered till and native fills of varying thickness. BH-6 was conducted to a final depth
of 20Y, feet below the existing ground surface. No ground water seepage was observed while
conducting boring BH-6 on NE Lyons Avenue.
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The soil units encountered in this boring are described below, with materials interpreted as being
youngest in origin and nearest the surface described first.
o ACP Surfacing -ACP (asphaltic concrete pavement) was encountered at the surface at
BH-6, where it was 0.33 feet (4 inches).
o Road Base -Immediately beneath the existing ACP surfacing, roadway fill consisting of
· very dense, gray, gravel with sand was encountered. Apparently, this material was placed
prior to paving NE Lyons Avenue. The road base aggregate at this location was about
0.66 feet (8 inches) in thickness.
o Fill -Immediately beneath the existing road base in BH-6, fill consisting of dense, olive gray
to brown; gravelly, silty sand was encountered. Apparently, this material was placed during
construction of NE Lyons Avenue. The fill was about 3.0 feet thick at this location.
o Weathered Till -Immediately beneath the existing road base in BH-6, weathered till
consisting of dense, olive gray, silty, fine to medium sand with gravel was encountered. This
material represents native glacial till soil that was subject to weathering prior to the
construction of NE Lyons Avenue. The weathered till at the location of BH-6 was about
3.0 feet in thickness. This soil will provide adequate bearing for a sewer pipeline.
o Vashon Till -In general, native glacial till, consisting of dense to very dense, gray, silty
sand with gravel to silty gravel with sand, was encountered in the BH-6 beneath the layer of
weathered till, and constitutes the deepest local native soil unit encountered during drilling at
this location, where it was in excess of 13.5 feet thick and not fully penetrated. This soil will
provide excellent bearing for a sewer pipeline.
3.3.4 147th A, venue SE (BH-7)
This locatio·n is along the originally proposed force main alignment east of where the force main
would.have to cross an unnamed creek in the local valley bottom, situated near the southern
terminus of 147'h Avenue NE. The approximate location of this boring is shown on Figure 3E.
At this location, BH-7 was conducted with closely spaced (2.5 foot) sampling intervals in the
upper 15-16.5 feet, and more widely spaced (5 foot) intervals once the boring encountered very
dense native soil, to characterize the engineering properties of the local subsoils and attempt to
detect local ground water seepage. In general, the NE Lyons Avenue location is underlain by 1
native subsoil, predominately consisting of very dense glacial till soils that locally are overlain !.
by medium dense weathered till and native fills of varying thickness. BH-7 was conducted to a
final depth of2 I .5 feet below the existing ground surface. Ground water seepage was observed
at an approximate depth of IO feet below the existing ground surface while conducting boring
BH-7 on 147ih Avenue NE. BH-7 was completed as a standpipe piezometer to allow for ground
water level monitoring during the upcoming wet weather season.
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The soil units encountered in this boring are described below, with materials interpreted as being
youngest in origin and nearest the surface described first.
o Road Base -Immediately at the ground surface, roadway fill consisting of medium dense,
olive gray, fine, sandy gravel was encountered. This material was placed as the trafficking
.. course alongJhis road. At this location, the road base was about 0.75 feet (9 inches) thick.
o Alluvium -Immediately beneath the existing road base in BH-7, disturbed to medium
dense/stiff alluvial soil consisting of olive brown to gray, clean to silty, fine sand with some
scattered fine.gravel to silt with sand was encountered. This material appears to represent.
native alluvial soil deposited by local flu vial processes. The alluvium at the location of BH-7
· was about 11.3 feet in thi.ckness. This soil will provide adequate bearing for a sewer
pipeline.
o Glacial Outwash -Beneath the alluvium, a layer of native glacial outwash, consisting of
dense, olive brown to gray, silt with sand and gravel to gravelly silty sand was encountered in
BH-7, and constitutes the deepest local native soil unit encountered during drilling at this
location, where it was in excess of9.0 feet thick and not fully penetrated.
3.3.5 148th Avenue SE (BH-8)
This location is along the originally proposed force main alignment east of where the force main
would have turned west to traverse down slope toward the valley incised by the unnamed creek
along the west shoulder of l 48'h Avenue NE. The approximate location of this boring is shown
on Figure 3F. At this location, BH-8 was conducted with closely spaced (2.5 foot) sampling
intervals in the upper 15-16.5 feet, and more widely spaced (5 foot) intervals once the boring
encountered very dense native soil, to characterize the engineering properties of the local
subsoils and attempt to detect local ground water seepage. In general, the I 46'h Avenue NE
location is underlain by native subsoil, predominately consisting of very dense glacial till soils
that locally are overlain by medium dense weathered till and native fills of varying thickness.
BH-8 was conducted to a final depth of 31.5 feet below the existing ground surface. Ground
water seepage was observed while conducting boring BH-8 on 148'h Avenue NE. Perched
ground water seepage was observed at depth of23 to 28 feet. Seepage appeared to be carried by
a relatively clean sand seam within the till.
The soil units encountered in this boring are described below, with materials interpreted as being
youngest in origin and nearest the surface described first.
o ACP Surfacing -ACP (asphaltic concrete pavement) was encountered at the surface at
BH-8, where it was about 0.66 feet (8 inches).
o Road Fill -Immediately beneath the existing ACP surfacing, roadway fill consisting of
loose, brown, silty sand with gravel was encountered. Apparently, this material was placed
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prior to paving 148th Avenue NE. The road fill at this location was about 1.33 feet
( 16 inches) thick.
o Weathered Till -Immediately beneath the existing road fill in BH-8, weathered till
consisting of medium dense, light brown, silty fine sand with gravel was encountered. This
material represents native glacial till soil that was subject to weathering prior to the
construction of 148th Avenue NE. The weathered till at the location of BH-8 was about
3.0 feet thick.
o Vashon Till-In general, native glacial till, consisting of medium dense to very dense, olive
brown to gray, silty sand with gravel, was encountered in the BH-8 beneath the layer of
weathered till, and constitutes the deepest local native soil unit encountered during drilling at
··this location; where it was in excess of 25.25 feet thick and not fully penetrated. Locally, the
till contains clean sand seams which, if saturated, can drain when encountered in excavations.
3.3.6 Stonegate-Summerwind Connector (BH-9 & BH-10)
These borings were conducied to explore the subsurface conditions along the route proposed to
connect the wet well at the existing Summerwind lift station (BH-9) with the Stonegate gravity
sewer system in NE 24th Court (BH-10) as shown on Figure 4. At the wet well location, BH-9
was conducted with closely spaced (2.5 foot) sampling intervals in the upper I 0-11.5 feet, and
more widely spaced (5 foot) intervals once the boring encountered very dense native soil, to
characterize the engineering properties of the local subsoils and attempt to detect local ground
water seepage. In general, BH-9 encountered native subsoil below a depth of approximately
13.5 feet, predominately consisting of very dense glacial till soils that locally are overlain by fill
placed during the construction of the detention pond, consisting of medium dense, silty sands of
probable local origin. BH-9 was drilled to a depth of approximately 31 feet below the existing
ground surface. Minor perched ground water seepage was observed above the contact between
the fill and glacial till while conducting boring BH-9. BH-9 was completed as a standpipe
piezometer to allow for ground water level monitoring during the upcoming wet weather season.
BH-10 was conducted adjacent to the existing manhole situated in NE 24th Court, where the
connection with the existing Stonegate gravity system will be made. At this location, the upper
7 feet was explored using a Vactor truck in order to avoid utility damage. Below 7 feet, closely
spaced sampling, consisting of 2.5 foot intervals to a final depth 20.5 feet, was performed. In
general, BH-10 encountered native subsoil below a depth of approximately 12.5 feet,
predominately consisting of very dense glacial till soils that locally are overlain by fill, placed
during the installation of the manhole and roadway, consisting of medium dense silty sand to
sandy silt of probable local origin. No ground water seepage was observed well conducting
BH-10 at NE 24th Court.
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The soil units encountered in these borings are described below, with materials interpreted as
being younge_st in origin and nearest the surface described first.
o ACP Surfacing-ACP (asphaltic concrete pavement) was encountered at the surface at
BH-10, where it was 0.25 feet (3 inches) thick and underlain by additional 0.25 feet
(3 inchesJ ofwelLcompacted crushed rock base.
o Pond Fill-At the. surface in BH-9, fill consisting of medium dense, gray to olive brown,
silty sand that contained wood pieces and minor amounts of organic debris was encountered.
Apparently, this material was placed during construction of the Summerwind detention pond
adjacent to the existing lift station. The fill was about 13.5 feet thick at this location.
o Construction Fill -Immediately beneath the existing road base in BH-10, construction fill
consisting of loose to medium dense, gray brown mottled, silty sand to sandy silt with gravel
and some cobbles was encountered. The lowermost 2.5 feet of this fill appeared to consist of
gravel placed as bedding material beneath the manhole structure. This material represents
backfill placed around the manhole. The construction fill at location of BH-10 was about
12.0 feet thick.
o Vashon Till -In general, native glacial till, consisting of dense to very dense, gray, silty
sand with gravel to silty gravel with sand, was encountered in both BH-9 and BH-10, beneath
the local layers of fill, and constitutes the deepest local native soil unit encountered during
drilling at these locations, where it was in excess of 11.5 and 17 feet thick, respectively, and
not fully penetrated. This soil will provide excellent bearing for a connecting pipeline.
Piping may be installed using open cut or directional drilling methods. If directional drilling
is preferred, we recommend additional exploration along the route in an attempt to assess the
potential presence of boulders. Alternatively, open-cut methods, if practical in terms of
design invert elevation, should work reasonably well.
3.3.7 NE 261h Street Culvert Under-crossing (BH-13 & BH-14)
These borings were conducted_ to explore the subsurface conditions along the route of the new
force main proposed to connect the new Stonegate II lift station with the existing Summerwind
gravity sewer system at NE 20'h Street, as shown on Figure 5C. At this location along NE 26'h
Street, the planned force main must pass beneath a culvert that crosses the road conveying stream
flow from an unnamed creek to the wetlands associated with May Creek. Borings BH-13 and
BH-14 were conducted at the downstream and to the east, and the downstream and to the west
of, the culvert, respectively. Both Borings were conducted to final depths of 31.5 feet, with
closely spaced sampling (2.5 foot intervals) in the upper 15-25 feet, and more widely spaced
(5 foot) intervals once the borings encountered medium dense native glacial soils, to characterize
the engineering properties of the local subsoils and attempt to detect local ground water seepage.
In general, BH-13 encountered native subsoil below a depth of approximately 7.5 feet,
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predominately consisting of medium dense alluvial silty sand that locally is overlain by imported
fill, placed during the construction of the road and culvert, consisting of medium dense, gravelly
sand to sandy gravel. BH-14 encountered native subsoil below a depth of approximately 5 feet,
predominately consisting of medium dense alluvial silty sand that locally is overlain by imported
fill, placed during the construction of the road and culvert, consisting of medium dense gravelly
· · sand to sandy gravel. Ground water seepage was observed within the alluvial soils in both
borings at an approximate depth of 15 feet below the existing ground surface. BH-13 was
· completed as a standpipe piezometer to allow for ground water level monitoring during the
upcoming wet weather season.
The soil units encountered in these borings are described below, with materials interpreted as
being youngest in origin and nearest the surface described first.
o ACP Surfacing-ACP (asphaltic concrete pavement) was encountered at the surface at
BH-13 and BH-14, where it was 0.25 to 0.33feet (3-4 inches) thick and underlain by an
additional 1.25 to 3.2 feet (15-38 inches) of compacted sandy gravel base. Beneath the
gravel base at both locations, a 6 inch layer of recycled asphaltic pavement (RAP) was
encountered that was probably placed as backfill during installation of the existing culvert.
o Alluvium -Immediately beneath the layer of RAP in both borings, a layer of alluvial soil
consisting of medium dense, light brown, silty fine sand with some scattered fine gravel was
encountered. Locally, the deposit contains thin interbeds of stiff silt. This material appears
to represent native alluvial soil deposited by local tluvial processes. The thickness of
alluvium at the locations of BH-13 and 14 was about 26 and 24.5 feet, respectively.
Typically, this soil is suitable as foundation of non-critical, lightly loaded, structures, due to
low strength, increased settlement potential, and susceptibility to liquefaction. However, we
expect these hazards will have less potential impact on a forcemain. The piping may be ,
installed using open-cut or directional drilling methods. Dewatering may be required in
either case, depending upon the relationship of planned pipe invert elevation and local
ground water levels to limit incursion into trenches or jacking pits. '
o Recessional Lacustrine -Beneath the recessional outwash sand and gravel layer in BH-11,
a layer ·o(stiff clayey sand to sandy clay was encountered at an approximate depth of 30 feet
and was in excess of 16.5 feet thick. In BH-12, recessional lacustrine material was
encountered, between two layers of recessional outwash, at a depth of 22 feet and was 8 feet .'
thick (i.e. between 22 and 30 feet BGS). This material appears to represent native fine !
grained glacial lacustrine deposits that fonned within lakes created by temporary dams within
or marginal to the outwash channel.
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3.3.8 Proposed Stonegate II Lift Station (BH-11 & BH-12)
Two borings were conducted to explore the subsurface conditions at the location proposed for
the new Stonegate II Lift Station. The new lift station is planned to be constructed north of the
existing lift station located near the comer of NE 26 1h Street and 148'h Avenue NE, as shown on
Figure 58. According to Roth Hill, the invert of the wetwell/overflow structure will be about
26.5 feet-below existing grade. At both locations, the borings were conducted with closely
spaced (2.5 foot) sampling "intervals in the upper I 0-11.5 feet, and more widely spaced (5 foot)
intervals once the boring encountered medium dense native soil, to characterize the engineering
properties of the local subsoils and attempt to detect local ground water seepage. In general,
both borings encountered a thin layer of alluvial soils overlying recessional outwash and
recessional lacustrine soils. The alluvial soils encountered range from 3.5 to 8.5 feet in
thickness, and predominantly consist of medium dense sands and gravels with varying amounts
of silt and trace cobbles. Below the alluvium, recessional outwash consisting of medium dense,
saturated, sand and gravel with variable silt content; and recessional lacustrine deposits,
consisting of silt and clay with occasional sand interbeds, were encountered. Borings BH-11 and
BH-12 were both terminated 41.5 feet below the existing ground surface, in glacial recessional
lacustrine or outwash soils. Ground-water seepage was obseryed in both borings at an
approximate depth of7.5 feet below the existing ground surface. BH-11 was completed as a
standpipe piezometer to allow for ground water level monitoring during the upcoming wet
weather season.
The soil units encountered in these borings are described below, with materials interpreted as
being youngest in origin and nearest the surface described first.
o Topsoil -Immediately at the ground surface, topsoil consisting of loose, dark brown, silty
fine sand was encountered. The topsoil layer ranged from 2 to 2.5 feet thick.
o Alluvium -Immediately beneath the topsoil in both borings, a layer of medium dense/stiff
alluvial soil consisting of olive brown to gray, clean to silty, fine sand with some scattered
fine gravel to gravel with silt and sand was encountered. This material appears to represent
native alluvial soil deposited by local fluvial processes. The thickness of alluvium at the
locations ofBH-11 and 12 were about 3.5 and 8.5 feet, respectively. Typically, this soil is
suitable as foundation of non-critical, lightly loaded structures, due to low strength, increased
settlement potential, and susceptibility to liquefaction.
o Recessional Outwash -Beneath the alluvium, a layer of native glacial outwash, consisting
of primarily medium dense, gray, olive brown to gray, silt with sand and gravel to gravelly
silty sand, was encountered in the BH-11 and BH-12. This material appears to represent
native glacial outwash soil deposited by melt water from the receding glacial front. The
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thickness of outwash at the location of BH-11 was 19 feet. In BH-I 2, recessional outwash
deposits appeared to be encountered below the alluvium at depths of between 9.5 to 22 feet,
and again below a layer of recessional lacustrine deposits at an approximate depth of 30 feet
below the existing ground surface·. This soil should serve as an adequate foundation for the
wet well.
o Recessional Lacustrine -Beneath the recessional outwash sand and gravel layer in BH-11,
a layer of stiff clayey sand to sandy clay was encountered at an approximate depth of 30 feet
and was in excess of 16.5 feet thick. In BH-12, recessional lacustrine material was
encountered between two layers of recessional outwash at a depth of 22 feet and was 8 feet
thick (i.e. between 22 and 30 feet BGS). This material appears to represent native fine
. grained glacial lacustrine deposits that formed within lakes created by temporary dams within
or marginal to the outwash channel. This material will provide an adequate foundation for
the wetwell.
3.3.9 Summary of Soil Conditions
To assist with an understanding of the soil conditions encountered at each of the investigated
sites, we have compiled a tabulated summary of the various units, as indicated in Table I.
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Table I: Summary of Explored Soil Conditions
Approximate Anticipated Native Soil: Anticipated Trench Fill or
Project Stationing Vertical Succession Native Soil Conditions
(top=>down)
NE Field Avenue (Alignment from South to North)
.
.. Medium dense to loose, silty
From Station:2+00' Fill=> Vashon Till gravelly SAND(trench)-Dense to
to 11+30' very dense, silty SAND with
.. gravel (native)
201h Street NE
Station: 18+ 30' Fill=> Weathered Till=> Vashon Medium dense to very dense, silty
Till SAND with gravel, moist.
Stonegate -Summerwind Connector
"Dike east-of existing Fill=>Vashon Till Medium dense to very dense, silty
lift Station SAND with gravel
"West of manhole in Fill=>Vashon Till
Medium dense to very dense, silty
NE 241h Place SAND with gravel.
NE 26 1h Street Culvert Crossing
At existing culvert Fill=:,Alluvium=>Recessional Medium dense, silty SAND with
crossing: Station Lacustrine gravel over stiff, lean CLAY. 26+04'
New Stonegate II Lift Station
North of existing Fi II=:, Alluvium=:, Recessional Medium dense to dense, gravelly
Stonegate Lift Station Outwash and Lacustrine SAND to silty GRAVEL over
stiff, lean CLAY
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4.0 RECOMMENDATIONS
4.lGENERAL
The following is a summary of our conclusions and recommendations based on the soil and
ground water conditions encountered in our explorations:
o. Temporary excavations for the lift station should be supported with a relatively
water-tight shoring system, such as interlocking steel sheet piles. Internally-braced
shoring is recommended. The contractor should be responsible to design and
install the temporary shoring.
o The lift station excavation will extend approximately 20 feet below ground water;
therefore, construction dewatering will be required. Dewatering should be
undertaken from the inside of the shoring system, to reduce the potential for
settlement of the surrounding infrastructure. Driven interlocking sheet piling,
extending down to the glacial lacustrine layer, will tend to act as a seal and will
substantially reduce ground water flows into the excavation. Temporary
excavation support recommendations are presented in Section 4.2.1.
o Upsizing/replacement of the gravity sewer along NE Field Avenue can be
undertaken by either open trenching or pipe-bursting, as described in Sections 4.3
and 4.4 below.
o Dewatering will be required for the HDD or pipe jacking pits, or if the culvert
under-crossing along NE 261h Street is undertaken using open-cut methods. Sumps
and pumps may be adequate in some locations; however, where the proposed sewer
invert extends significantly below the ground water level, dewatering wells or well'
points will be required. Dewatering should be confined to the immediate area of
the trench to limit the potentially adverse effects of ground water drawdown on
' adjacent properties.
4.2 STONEGATE II LIFT STATION
4.2.1 Temporary Shoring
We understand the new lift station will require an approximately 27-foot deep temporary
excavation. The excavation will extend about 20 feet below the existing ground water level.
recommend a relatively water-tight shoring system, such as interlocking steel sheet piles, be
used.
The principal advantage of steel sheet piles over soldier piles and wood lagging is that
construction dewatering may be accomplished from within the shoring, without significantly
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lowering the ground water outside the shoring. The high permeability of soldier pile and lagging
shoring would require construction dewatering on the outside of the excavation. Because of the
proximity of the new lift station structure to the private property to the east and the existing
paved parking lot, dewatering induced settlement of the surrounding infrastructure should be
avoided.
Recommended design earth pressures for temporary braced shoring are presented in Figure 6.
The contractor should'be responsible for the temporary shoring system design. Successful
installation and removal of the temporary shoring system is the responsibility of the contractor.
It may be somewhat difficult to drive the sheet piles through the existing dense glacial drift
underlying the lift station site. Therefore, we recommend sheet piling with a minimum web
thickness of Y,-inch be used. Sheet piling sections with a thinner web thickness are prone to
installation damage when driving through dense sand and gravel. A large vibratory hammer
should be used to install the steel sheets, to ensure the required penetration is achieved.
Alternatively, thinner sheets might be used if the shoring alignment is predrilled to loosen the
deposits in advance of driving of the sheets. It will be the contractor's responsibility to select the
appropriate sheet piling and vibratory hammer for the job.· The sheet piling may be extracted or
cut below ground surface and left in place when the lift station construction is completed and
backfilled.
4.2.2 Ground Water Control/ Dewatering
Construction dewatering should be accomplished from within the relatively water-tight shoring
system, to limit drawdown exterior to the shoring. Silty to clayey glacial lacustrine soils,
consisting of stiff to very stiff sandy silt to clay, exists below 25 feet. This material has a much
lower permeability that the overlying clean to slightly silty sand and gravel. Driving sheet piles
into these fine-grained materials will cut-off ground water and substantially reduce flows into the
excavation.
One method of controlling ground water would be to drive the steel sheets down and into the
lacustrine layer, excavate in the wet to subgrade elevation, and then tremie-pour a concrete slab
("mud-slab"). Once the concrete has cured, the water above the mud slab could be pumped out
of the excavation. As a general and conservative rule of thumb, the thickness of the mud slab
should be approximately 40% of the ground water displacement depth. In this case, for ground
water approximately 6 feet below ground surface and the bottom of the overflow storage wet
well about 27 feet below ground surface, the thickness of the mud slab should be about 8Y, feet.
Leakage through joints in the steel sheets and along the mud slab/sheet pile interface may be
handled by using suitably sized sumps and trash pumps.
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Alternatively, dewatering wells could be installed on the inside of the shoring, The effectiveness
of the dewatering wells will depend on whether the sheet piles are keyed into the silt/clay layer.
The contractor should retain a dewatering specialist to design and operate the dewatering system.
4.2.3 Lift Station Excavation
Excavations for the lift station can be completed with conventional excavating equipment, such
as trackhoes. Although not encountered in our borings, there is a potential for logs to exist
within the alluvial deposits, The contract should, therefore, contain provisions for excavating
and dealing with oversize woody materials.
4.2.4 Buoyancy
As with other manhole structures, the lift station will need to be designed to resist hydraulic
buoyancy, Recommended parameters for calculating uplift resistance are presented in Figure 5.
We recommend the ground water be assumed to be at the ground surface for buoyancy resistance
design calculations.
4.3 PIPE BURSTING
Pipe bursting may be an economically feasible alternative to conventional open-cut trench and
pipe replacement methods due to the potentially timesaving, cost effective, and less disruptive
methodology inherent in the procedure. We understand that pipe bursting is being considered for
use during upsizing of the gravity conveyance system along the NE Field Avenue, where traffic
and pavement disruptions due to construction are to be minimized. Connections to existing side
sewers will, however, still require localized open cuts for access,
The pipe bursting process consists of in-situ fragmentation, displacement, and replacement of the
existing pipes with new polyethylene pipes of equal or larger diameter. Typically, the existing
pipe is split by a hydraulic or pneumatic bursting-head or nosecone to which the new
polyethylene pipe is attached. As the existing pipe is burst, the new polyethylene pipe is pulled
along the alignment of the old pipe. A chain or cable towline attached to a hydraulic jacking or
winch system is used to advance the bursting head. Typically, the polyethylene pipe installed
during the pipe bursting process consists of20 to 40 foot sections that are welded together on
site. Pipe bursting is conducted between two points of access; i.e., station-to-station with
stations consisting of existing manholes, or insertion and extraction pits.
We understand that the existing pipes (8 inches in diameter) will be up-sized to 12 inches, to
handle the future sewage flows. Typically, the most common type of pipe bursting is size-for-
size; however, upsizing the diameter up to three sizes (e.g. 8-inch to 12-inch) is fairly routine
(TTC, 2001 ).
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For pipe bursting to be successful, information regarding the density of the existing soil backfill
and adjoining native materials is required. Accordingly, during our exploration program, several
of our borings were conducted within the existing sewer trenches in order to characterize the
engineering properties of the existing trench backfill. Th~ results of our borings indicate that the
backfill in the vicinity of the existing pipes along NE Field Avenue is generally loose to medium
dense, which is a condition generally conducive to a pipe bursting operation.
Information regarding the proximity of other service lines or underground structures, and the
location of any·docu1T1ented prior service repairs that reinforce the existing pipe should be
evalua_ted. Such information is utilized to select the most appropriate pipe bursting methods and
tools, and to evaluate the potential effects of vibrations and ground displacements, associated
with the bursting operations. Studies have shown that the vibrations caused by pipe bursting_.
tend to have a frequency range well above the natural frequency of buildings (TTC, 2001).
However, in areas of concern or at the beginning of the project, we recommend that vibration
monitoring be conducted to verify that pipe bursting efforts are not generating damaging levels
of ground vibration. In general, pipe bursting should not be used when the bursting head will
pass within 2.5 feet of other buried pipes and within 8 feet of sensitive surface structures (TIC,
200 I). Where distances are less than those mentioned above, special provision should be made
to protect the existing structures, such as excavating (daylighting) at the crossing point to relieve
potential induced-stress on the existing pipe (TTC, 2001 ).
Favorable ground conditions for pipe bursting are reportedly within soils that can be moderately
compacted such that the enlarged hole behind the bursting head does not cave in before the
replacement pipe is installed. This scenario results in minimal lateral extent of outward ground
movement because the volume change is accommodated by the local soils. In addition, the lack
of caving behind the bursting head will result in lower drag and reduced tensile stress on the pipe
during installation (TTC, 200 I). Less favorable ground conditions include densely compacted
soils or fills, and soils below the. water table. These ground conditions tend to increase the force
required for the bursting operation.
Our borings indicate that the backfill in the vicinity of the existing pipe is relatively loose. It is
our opinion, therefore, that pipe upsizing by means of pipe bursting is feasible along NE Field
Avenue. However, the contractor should anticipate that variation in local fill soil conditions, and
the presence or absence of ground-water, will affect the amount of force required to burst and·
pull replacement pipe.
Some ground displacement should be expected as a result of a pipe bursting procedure.
Displacements tend to be localized, and develop in the direction of least resistance. The
magnitude and orientation of the displaced soil is largely dependent upon the degree of pipe
upsizing, the type and compaction level of the soil surrounding the pipe, and the depth of the
pipe. Typically, loose soils will undergo uniform displacement where more densely compacted
soils at the same depth will most likely exhibit vertical (heave) expansion. The localized
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restraining effect of strong soils along trench sides and bottom also serves to direct ground
movement upward above the pipe, Conversely, if the existing pipes were founded on weak soil,
displacement would be directed downward.
We understand that some of the existi~g pipes along the project alignment are as shallow as
5 feet below the existing ground surface. Pipe bursting conducted on pipes shallower than 8 to I 0
feet may cause ground movement (heaving) that may distort the existing road surface. We
recommend that some contingency provision be made to accommodate the rehabilitation of the
existing road surface where pipes are shallow and surface heaving results. Bursting of pipes -
located deeper than IO feet does not typically cause surface heaving problems.
·invariably, some surface disturbance along the existing alignment is necessary for the excavation
-of jacking/receiving pits. These excavations can require an area on the order of 16 feet by 8 feet.
Side sewers, however, can be installed from a pit as small as 6 by 4 feet. Service connections to
the pipeline being burst are typically dug prior to bursting so that the connections are not
damaged and temporary bypass service can be provided during construction. These excavations
can induce localized upward movement of the replacement pipe as it passes the area creating a
slight hump in the pipeline profile. This problem can be minimized by excavating beneath the
pipe, as well as above the pipe at the service connection location (TTC, 200 I).
As with any gravity system, maintaining the established grade is very important. As previously
described, the replacement pipe follows the alignment of the original pipe under most conditions.
However, because the bursting head has a larger diameter than the replacement pipe, a cavity is
developed in the soil, allowing the replacement pipe to take up different positions within the
cavity. Depending upon the local soil conditions, site conditions, and installation procedures the
following outcomes are anticipated:
I. -If soil displacements are predominately upward, a larger new pipe will most likely be
situated with its centerline higher than the original pipe, but with a matching invert elevation.
' 2. If the soil displaces uniformly, the larger new pipe will be match the centerline of the original
pipe.
3. If the soil displacements are predominately downward, the larger new pipe will most likely
be situated with its crown matching the original pipe crown position, but with a lower invert
elevation. _\
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4. Asymmetrical soil displacement, resulting from the restraining effects of adjacent buried
structures, can result in a lateral shift in new pipe position relative to the original.
Case histories suggest that, with careful planning, maintenance of the existing pipe grades is
achievable when close attention and frequent surveys are conducted. Sometimes, the presence of
unforeseen large boulders, and existing concrete pipe collars, CDF backfill, adjacent utilities and
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such, will prevent the advancement of the pipe bursting head or cause it to deflect above or
below the design invert level. These types of obstructions occur quite commonly despite the
amount of available subsurface data and/or as-built and maintenance records, and it is
recommended that contingencie~be provided in the contract to deal with such problems if they
occur.
4.4 HORIZONTAL DIRECTIONAL DRILLING
The use of horizontal directional drilling (HOD) methods may be appropriate for use in
constructing the connector between the wet well at the existing Summerwind lift station and the
· Stonegate gravity system in NE 24th Court (See Figure 3), and the culvert under-crossing
· required for the new force main alignment where it encounters a culvert on NE 26th Street (See
Figure 4C).
The Summerwind-Stonegate connector would likely be constructed by installing an 8-12-inch
OD HOPE pipe through the existing fill or native soils that overlie very dense native glacial till.
The connection is planned between the wet well at the Summerwind lift station and the existing
sanitary sewer.manhole in NE 24th Court; a horizontal distance of roughly 200 feet. We
understand that a narrow easement exists through this area which is situated along a property line
between two adjacent residential structures. Constructing a new pipeline along this alignment
using HOD will eliminate the need for open cuts, backfilling; dewatering and landscaping repair;
thereby, minimizing the potential impact to the existing private property.
The culvert under crossing along NE 26th Street involves installing an 8-12-inch OD HOPE pipe
through medium dense silty sand with gravel, beneath a culvert that is approximately 4.5 feet
high and 5.7 feet wide and with an invert elevation that is approximately 6-7 feet below the
existing road surface elevation. Constructing the new force main along this portion of the
alignment using HOD will eliminate the need for open cuts, culvert replacement, backfilling,
dewatering and pavement repair.
HOD is a trenchless methodology that involves drilling a small pilot hole, using technology that
allows the drill to be steered and tracked from the surface. The pilot hole is launched from the
surface at an angle, typically between 8 to 18 degrees to the horizontal, then transitioning to
horizontal as the required depth is reached. A bore path with a very gradual curvature or near
straight alignment is normally followed to minimize friction and to stay within the allowable
joint deflection and curve radius for the pipe. The pilot hole is enlarged by pulling back
increasingly larger reamers from the pipe insertion point (the recovery pit) to the rig side (entry
pit) until the hole is approximately 1.5 times the outside diameter of the new pipe. On the final
reamer pass, the new pipe is pulled behind the reamer back through the HOD path to the entry pit
on the rig side.
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Because minimization of disturbance to the roadway prism is a key project objective,
consideration should be given to the utilization of this method for the pipeline marsh crossing.
Items due consideration and that may be of concern are:
o Location of all utilities along the alignment: All utilities within 20 feet of the proposed
bore path in three dimensions .
. .-o Location of buried structures along the route. The HDD pipeline would extend below the
existing culvert crossing.
o The ability of the drill string to accommodate the required radius of curvature. Usually
the drill string requires a larger radius than the pipe. The radius is controlled by the
position of the entry and exit points and the entry angle.
o IfHDD is selected, additional borings should be drilled to explore and define the vertical
and lateral limits of the fill/glacial soil contact along to the proposed Summerwind -
Stonegate Connector alignment.
4.5 OPEN CUT TRENCHING
Presently, open-cut trenching methods are planned for the installation of the force main required
to convey effluent from the new Stonegete II lift station to the tie-in location with the existing
Summerwind gravity system along NE 201h Street. Open-cut trenching techniques may also used
in support of pipe bursting to allow for the construction of insertion pits, service tie-ins,
manholes, etc. The following sections describe the methodology and outline our
recommendations for excavation, shoring, dewatering, pipe placement and trench backfilling.
4.5.1 Soil Excavation Characteristics
Excavations for the pipelines can be accomplished with conventional excavation equipment such
as backhoes and trackhoes. '
4.5.2 Sloped Open-Cut Excavations
Maintenance of safe working conditions, including temporary excavation wall stability, should
be the responsibility of the contractor. All temporary cuts in excess of 4 feet in height should be
sloped in accordance with Part N of WAC (Washington Administrative Code) 296-155, or
should be temporarily shored. The fill, alluvial, and weathered till deposits generally classify as '
Type C soil, per WAC 296-155, and should be sloped no steeper than I Y,H: IV
(horizontal:vertical). The glacial till soils in the project area generally classify as Type A soil,
and should be sloped no steeper than 3/4H: IV. These recommended allowable cut slope
inclinations are applicable to excavations above the water table only, and for conditions where
seepage is not occurring. Dewatering or flatter cut slopes will be required where ground water
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seepage is_ encountered. Additionally, excavation spoil and fill materials should not be
stockpiled nearer than the depth of excavation from the excavation slope crest for these
recommendations to remain applicable.
Vibrations created by traffic and construction equipment may' cause some caving and raveling of
excavation walls, especially in sands and gravels. If this occurs (including excavations shallower
than 4 feet), temporary lateral support for the excavation walls should be provided by the
contrac;tor to prevent loss of ground support, as required .
4.3.1 Shored Excavations
Where space or ground water conditions do not permit sloped excavations, lateral support for the
trench walls should be provided by the contractor to ensure adequate worker safety and prevent
loss of ground and possible distress to the nearby services or roads. General recommendations
for design and implementation of shoring and bracing systems are presented below.
Recommended lateral earth pressure diagrams for temporary braced shoring are presented on
Figure 6. However, the·contractor should be responsible for the design and maintenance of all
temporary bracing, as the design is often influenced by the contractor's operations.
o Shoring should be designed and constructed to support lateral loads exerted by the_
supported soil mass. ·In addition, ,my surcharge from construction equipment,
construction materials, excavated soils, or vehicular traffic on adjacent roadways should
be included in the shoring design. We recommend that the contractor be required to
submit shoring/excavation plans for review and approval prior to construction. The plans
should be required to contain specific measures for temporary support and protection of
the existing utilities and structures.
o Conventional trench boxes should provide suitable worker safety for trench excavations
in fill, alluvial sands and gravels, outwash and till soils provided the ground water level is
lowered to at least 2 feet below the base of the excavation, and settlement sensitive
structures or utilities are not situated near the excavation.
o Where a trench box is used to provide for worker safety in an excavation in the fill or
recessional outwash soils, one or both sides of the trench walls are likely to deflect and
possi'bly cave against the box. The caving may extend out on either or both sides of the
trench for a distance approximately equal to the depth of the trench. This potential for
yielding and caving of trench walls and loss of adjoining soils should be taken into
account with regard to the integrity of the roadway and adjoining services/properties.
o For the jacking/insertion pits required for trenchless installation methods, soldier piles
and lagging may be suitable, depending on the conditions and equipment used by the
contractor. Jacking pits will likely require internal bracing. The recommended lateral
pressures for the design of temporary shoring of such pits are also provided on Figure 18,
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but the contractor should be responsible for appropriate design of the pit shoring
consistent with his needs and public safety and property protection requirements.
• The contractor should be respo_nsible for control of ground and surface water and should
employ sloping, slope protection, ditching, sumps, dewatering, and other measures as
necessary to prevent sloughing of soils.
• Precautions should be taken during removal of the shoring to minimize disturbance of the
pipe, underlying bedding materials, and native soils.
4.3.2 Ground Water and Construction Dewatering
It should be the responsibility of the contractor to provide dewatering of trench excavations to
maintain sufficiently dry conditions during construction. The ground water levels and seepage
conditions reported on the exploration logs in Appendix A, may be used for preliminary
dewatering design and estimating purposes. Although, most of the explorations encountered
little or no ground water within the proposed trench base elevations, the contractor should
field-verify actual ground water conditions encountered during construction and adjust
dewatering requirements/methods as appropriate.
In general, low to moderate ground water seepage can be expected in trenches excavated in
alluvial soils and dewatering can likely be accomplished in these soils using sumps, as required.
However, rapid ground water seepage can be expected in trenches excavated below the ground
water table in outwash soils. We recommend the use of wells or well points to draw the water
table down in advance of trench excavation and reduce seepage inflows into trenches within
outwash soils, as appropriate. Because the trench subgrade may be at or near the interface with
the less permeable glacial till soils, in some instances, sumps may be required in addition to
wells in order to collect seepage at the trench bottoms.
We recommend HWA review the dewatering plans and specifications, if included in the bid
documents. Alternatively, HWA is available to assist i_n design of a dewatering plan.
4.3.3 Pipeline and Manhole Settlement
Typically, sewer installations result in little to no change in effective loading of underlying
foundation soils. However, settlement of trench backfill is commonplace and occasionally
settlements also occur in the pipe installations. Where such settlements are encountered in
pipeline components in the absence of load changes to the foundation soils, it is usually
associated with disturbance to the trench base and/or poor compaction in the pipe bedding and
pipe zone backfill soils. Therefore, it is imperative that good construction practices be employed
in pipeline trench excavation and preparation of the trench base, bedding and pipe zone backfill
to prevent unacceptable deformations in the completed pipelines. If good construction practices
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are employed, we expect that post-construction total and differential settlements will be
negligible to small and acceptable.
4.3.4 Pipeline Support and Bedding
Based on our field explorations,_ we anticipate subgrade conditions generally adequate for pipe
support at proposed pipe invert elevations. General recommendations for the support of the
proposed pipelines are presented below:
o Excavation oft.he trench subgrade should be undertaken to design depth with care to
minimize d·isturbance to the subgrade and reduction of soil support. Where loose
materialresults from the excavation operations, it should be removed or recompacted to
provide for a smooth and unyielding surface. In the event very soft subgrade soils are
encountered, it may be necessary to over-excavate the unsuitable material and backfill
with additional pipe bedding material. In wet conditions, l V.-inch minus crushed rock
should be used to backfill the over-excavated portion of the trench. Over-excavation to
remove unsuitable soils from below the pipeline should extend for the full depth on both
sides of the pipe a distance which is equal to the depth of the over-excavation, or one pipe
diameter, whichever is less. Where over-excavation and replacement with crushed rock
is required, we recommend utilizing a low cost, non-woven, geotextile on the excavation
base to act as a soil separator. This will prevent intrusion of fines into the crushed gravel
and will reduce pumping; thus, facilitating compaction to a higher level than can
normally be attained without the separator in place. Once crushed rock has been placed,
and compacted in layers back to design trench base elevation, pipe bedding can be placed
as described below.
o Where the native subgrade soils are competent and do not require over-excavation,
bedding material should be placed directly on undisturbed native soils. Trench bottoms
should be free of debris and standing water. If subgrade soils are disturbed, the disturbed
material should be removed and replaced with additional compacted bedding material.
o Pipe bedding material, placement, compaction, and shaping should be in accordance with
the project specifications and the pipe manufacturer's recommendations. Pipe bedding
should provide a firm uniform cradle for support of the pipes. A minimum bedding
thickness of 6 inches should be placed beneath the pipe invert and should extend to a
minimum of 12 inches above the pipe. Pipe"bedding material around the pipe should be
placed in layers and tamped around the pipe and under the haunches to obtain complete
contact and support for the pipe. Pipe bedding material and any required areas of
over-excavation should be compacted to achieve 90% of the maximum dry density
(MDD) as determined by test method ASTM D1557 (Modified Proctor).
4.3.5 Trench Backfill Materials and Compaction
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Trench backfill material should consist of granular sand and gravel soils less than 3 inches
maximum particle size, with no more than 30 percent fines (passing the U.S. No. 200 standard
sieve)_, and moisture content within 3 percent of optimum. Based on our laboratory tests, a
majority of the native sand and gravel ,soils will be suitable for use as trench backfill in dry
weather conditions. Native fine-grained soils, very silty granular soils, and granular soils
excavated from below the water table will be difficult to properly compact and are, therefore, not
recommended for use as trench backfill.
Ultimately, the suitability of on-site soils for use as trench backfill will vary depending on the
·. compaction requirements, which are a function of whether the trench backfill will comprise
subgrade for non-structural, non-paved, areas or comprise roadway subgrades or areas to be
paved. In non-structural, non-paved, areas where trench backfill settlement is not a concern,
backfill above the pipe zone should be compacted to at least 90 percent of the maximum dry
density (MDD), as determined per ASTM D 1557 (Modified Proctor). Beneath roadway or other
areas to be paved, or areas where settlement is a concern, backfill placed above the pipe zone and
to within 2 feet of the ground surface should be compacted to at least 90 percent of the Modified
Proctor MDD, and backfill placed within 2 feet of the ground surface should be compacted to at
least 95 percent of the Modified Proctor MOD. Figure 7 presents a graphical depiction of the
recommended trench backfill compaction requirements.
In some instances, relatively wet or silty soils may be compactible to 90 percent of the Modified
Proctor MDD and, therefore, may be used in non-structural, non-paved, areas or at depths of
more than 2 feet below the ground surface. Approval of such soils should be provided, on a case
by case basis, by the geotechnical engineer. Soils that do not meet the gradation and moisture
content requirements provided in the previous paragraphs, and that cannot be compacted to
90 percent of their Modified Proctor MOD, are unsuitable and should be exported from the site.
Imported backfill material should meet the gradation and moisture requirements provided in the
previous paragraphs.
All trench backfill and compaction should be performed in a systematic manner-and should be
monitored by a representative of the geotechnical engineer. During placement of the initial lifts,
the trench backfill material should not be bulldozed into the trench or dropped directly on the
pipe. Furthermore, heavy vibratory equipment should not be permitted to operate directly over
the pipe until a minimum of 2 feet of backfill has been placed over the pipe. Trench backfill
materials should be placed in maximum 12-inch thick loose lifts and compacted to the required l density using vibratory mechanical equipment. In areas where compaction equipment size is ;
limited to a walk-behind roller, or jumping jack compactor, lift thicknesses should be limited to 4
to 6 inches.
Trench backfill placed and compacted as recommended should be anticipated to settle
approximately I to 2 percent of its total thickness. If I to 2 percent of post-construction
settlement is not acceptable, the trench area should either be graded higher (mounded) during
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final grading to account for the potential settlement, or the trench should be backfilled with
imported material consisting of I Y..-inch minus crushed rock, with less than 5 percent fines,
compacted to at least95 percent of its Modified Proctor MDD.
4.3.6 Pipeline and Buried Structure Design Considerations
Vertical loading on buried pipes is a function of the weight of the soil prism above the pipe and
the rigidity of the pipe element. For design purposes, we recommend that the weight of the soil
prism be determined from:
Where:
W,p
y,
H
Do
W,p = y,(H + 0.1 lDo)Do
Soil prism load, lbs/ft.
Unit weight of soil; lbs/cu.ft., or pcf.
Depth of fill over top of pipe, feet.
Outside diameter of pipe, feet.
The load on the pipe may be determined from:
Where:
Wp
VAF
=
=
Load on the pipe, lbs/ft.
Vertical arching factor.
The V AF for rigid pipe, installed under typical embankment construction conditions is almost
always approximately 1.4; whereas, most flexible pipes are designed for a V AF of 1.0. The unit
weight-of the backfill soils will vary with the type of soil backfill utilized and degree of
compaction attained. However_, for the soil types existing along the project alignment and likely
to be used for trench backfill we recommend a compacted unit weight of 130 pcf be used for
design purposes.
For design of flexible pipes, we recommend that the subgrade soil stiffness or modulus of soil
reaction, E', be taken as 500 psi for medium stiff to stifflacustrine clay and silty alluvial and
outwash deposits (more than 12% fines) and 1500 psi for coarse sandy and gravelly deposits.
For dense to very dense glacial till deposits, we recommend a modulus of2000 psi. Specific
reference should be made to the logs and Table I in assessing the appropriate soil subgrade
conditions and design modulus. Where uncertainty regarding soil conditions exists, we
recommend use of the lower value, and/or con,sultation with the geotechnical engineer.
For design of foundations for structures such as manholes and buried vaults, we recommend a
net allowable bearing pressure of 2000 psf for structures founded on fill and medium dense
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recessional outwash soils. We recommend a net allowable bearing pressure of 6000 psf for
structures founded on dense to very dense advance outwash and glacial till deposits. We
recommend an at-rest lateral earth pressure equivalent to that generated by a fluid with a unit
weight of 60 pounds per cubic foot (pc_f) for portions of structures above the ground water table.
For design of buried structures below the ground water table, we recommend an at-rest lateral
earth pressure equal to that generated by a fluid with a unit weight of 95 pcf. Lateral bearing
pressures for design of thrust blocks may be taken as 1000 psf for recessional outwash and
3000 psf for advance outwash and till deposits.
· 4.3.7 Jacking and Insertion Pits
Soldier piles ahd lagging may be suitable for shoring depending on the conditions and equipment
used by the contractor. Jacking pits will likely require internal bracing. The insertion pit must
be large enough to allow the pipe to be inserted from the surface into the pipe alignment without
over-stressing the pipe by excessive bending. Manufacturer guidelines on minimum bending
radius need to be closely adhered to.
Soldier piles generally consist of steel 'H'-sections embedded in vertical, predrilled,
concrete-filled, holes. They are typically installed 6-to 12-feet on center around the perimeter of
the proposed excavation. As the excavation proceeds from the top down, lagging is placed to
retain the soil between soldier piles, and cross-braces are installed to provide lateral support.
Commonly, large steel sheets are used for lagging, although wooden timbers or pre-cast concrete
panels can also be used. Temporary shoring is generally designed by the contractor; however,
we have provided recommended earth pressures for preliminary planning and design of shored
excavations on Figure 6. Because of the potential presence of water above or near the bases of
pit excavations, dewatering of some of the excavations will be required. Dewatering wells
should be located at least 5 feet outside the perimeter of the shored excavation.
Soldier piles should penetrate at least 6 feet below the bottom of the excavation, but should be
deeper as necessary to provide adequate kick-out resistance. Recovery of the soldier piles should
be possible if they are set in lean concrete. Lagging should be installed as the ~cavation
proceeds, and not more than 4 feet of unsupported excavation (measured vertically) should be
exposed at one time. Space behind the lagging should be filled with freely draining material.
4.4 SEISMIC CONSIDERATIONS
The project site lies within Seismic Zone 3, as defined in the Uniform Building Code (UBC, 1997).
Zone 3 includes all of western Washington, and represents an area of moderate seismic risk.
Consequently, moderate levels of earthquake shaking should be anticipated during the design life of
the proposed improvements, and the facilities should be designed to resist earthquake loading in
accordance with applicable local and state requirements.
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Based on the subsurface conditions observed during our exploration program along the proposed
sewer pipeline alignment, 2003 IBC Site Class D may be assumed for the project. The
generalized procedure outl_ined in the IBC should be utilized in determining the appropriate
response spectra for the project alignment.
Soil liquefaction is a phenomenon wherein saturated soil deposits temporarily lose strength and
behave as a liquid in response to moderate to severe earthquake shaking, Soil liquefaction is
generally limited to loose granular soils located below the water table, We expect that
liquefaction potential is highest within the area planned to accommodate the new Stonegate II lift
statiori which is underlain by layers of loose to medium dense saturated granular sands and
gravels that may liquefy_during a moderately large seismic event. However, we anticipate
potential liquefaction of lenses of soil above the new force main will be mitigated due to the
backfill over the trench being compacted and less prone to liquefaction than the existing soiL
Seismic induced landslide and ground surface rupture hazards were assessed for the force main
alignment and are considered to be negligible to low,
4.5 WET WEATHER EARTHWORK
Although silty glacial soils are moisture sensitive and wet weather earthwork is not
recommended when such soils are involved, such as within this project, general
recommendations relative to earthwork performed in wet weather or in wet conditions are
presented below, These recommendations should be incorporated into the contract
specifications.
• Earthwork should be performed in small areas to minimize exposure to wet weather.
Excavation or the removal of unsuitable soil should be followed promptly by the placement
and compaction of clean trench backfill, The size and type of construction equipment used
may need to be limited to prevent soil disturbance.
• Material used as trench backfill fill should consist of clean granular soil with less than
5 percent fines, which is a restriction on the trench backfill specification presented in
Section 4.2.8. The fines should be non-plastic. Native soils that do not meet these
requirements may be stockpiled for use iR dry conditions or replaced with imported materiaL
• Surface water should be prevented from draining into the trench.
• Excavation and placement of structural fill material during wet weather should be observed
by a representative of the geotechnical engineer, to determine that the work is being
accomplished in accordance with the project specifications and the recommendations
contained herein.
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4.6 DRAINAGE AND EROSION CONSIDERATIONS
The native site soils are easily erodible when exposed and subjected to surface water flow.
Surface water runoff can be controlled during construction by careful grading practices.
Typically, these include the construction of shallow earthen berms and the use of temporary
sumps to collect runoff and prevent water from damaging exposed subgrades. All collected
water should be directed under control to a suitable discharge system.
Erosion can also be limited through the judicious use of silt fences and straw bales. The
· ··contractor should be responsible for control of ground and surface water and should employ
sloping, slope protection, ditching, sumps, dewatering, and other measures as necessary to
prevent erosion of soils, consistent with best management practices required by the City of
Renton and other applicable regulatory agencies. In this regard, grading, ditching, sumps,
dewatering, and other measures should be employed as necessary to permit proper completion of
the work.
5.0 CONDITIONS AND LIMITATIONS
We have prepared this preliminary report in support of Roth Hill Engineering Partners, Inc.
design for the proposed Stonegate II Sewer System Improvement project in Renton, Washington.
Experience has shown that subsurface soil and ground water conditions can vary significantly
over small distances and over time; hence, we may not have seen every condition and even those
we saw can change with time.
The scope of our work did not include environmental assessments or evaluations regarding the
presence or absence of wetlands or hazardous substances in the soil, surface water, or grounq
water at this site. HWA does not practice or consult in the field of safety engineering.
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We appreciate the opportunity to be of service. If you have any questions or concerns, please do
not hesitate to contact us.
Sincerely,
HWA GEOSCIENCES INC.
STEVEN ELLIOTI GREENE
Steven E. Greene, L.E.G.
Vice President
SEG:eoa:seg
Stonegate lT Final Gcotech Report 30
EXPIRES 08 I 18 l'W \ <l
Erik 0. Andersen, P.E.
Geotechnical Group Manager
HWA Geo Sciences Inc.
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.6.0 REFERENCES
Booth, D.B, and A.A. Wisher, 2006, Composite Geologic Map of King County, Washington,
University of Washington, Department of Earth and Space Sciences-GeoMapNW.
Trenchless Technology Center (TIC), 2001, Guidelines for Pipe Bursting, Prepared by TTC for
· the U.S. Army Corps of Engineers-Engineering Research and Development Center (ERDC),
Vicksburg, MS, 47 p.
WSDOT, 2008, 2008 Standard Specifications for Road, Bridge, and Municipal Construction,
Washington State Department of Transportation and American Public Works Association.
'
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FINAL GEOTECHNICAL REPORT
SEWER REPLACEMENT-ROUTE INVESTIGATION
STONEGATE-SUMMERWIND-PHASE II IMPROVEMENTS
T A T
FIGURE NO.
PROJECT NO.
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PHASE II GEOTECHNICAL INVESTIGATION
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----
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SURCHARGE HYDROSTATIC ACTIVE
PRESSURE PRESSURE PRESSURE
NOTES:
1. GROUND WATER OUTSIDE SHORING ASSUMED TO BE SFT BELOW GROUND SURFACE.
2. DESIGN PRESSURES ARE IN UNITS OF psf; DISTANCES ARE IN UNITS OF FEET.
3. SURCHARGE LOADS SHOULD BE ADDED WHERE APPROPRATE.
INTERNALLY BRACED
SHEET PILE WALL
DESIGN WATER
LEVEL INSIDE
EXCAVATION
!BSD
NET PASSIVE
PRESSU-RE
4. SHORING EMBEDMENT (D) SHOULD BE DETERMINED BY SOLVING EQUILBRIUM EOUATIONS; _
THE COMPUTED EMBEDMENT DEPTH SHOULD BE INCREASED BY 20%, AND D SHOULD BE NOT LESS THAN lS FEET.
DESIGN EARTH PRESSURES FOR
H
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DIAWN r, ..EEK nGURE N06.
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AEVOOEFl<t11iOII.OS
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PROPOSED
STRUCTURE
DESIGN GROUNDWATER
LEVEL
'v
• ·,v 1
H
,.· •
BUOYANCY RESISTING
SOIL OVER EXPANDED BASE \
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Fa• B
• Buoyant force could result in high
bending moments in slab
SYMBOL
B = Width of extended base in feet
W = Structure weight in kips
W 8 = Buoyant soil weight above base in kips
Fa = Buoyant force in kips
= Unit weight of water x volume of
structure below design ground-water level
L = Perimeter around base of wall in feet
Fss = Shearing resistance of soil
= 0.0084H 2 ·
(in kips per foot of wall)
Fsw = Shearing resistance of soil-wall
contact
-0.0053H2
(in kips per foot of wall)
ASSUMPTIONS
Buoyant Soil Unit Weight = 68 pcf
Soil Friction Angle = 30"
At-rest Pressure Coefficient = 0.50
NOTES
Factor of Safety = W+Fsw L
Fa
(without extended base,
as indicated on the left side)
Factor of Safety = W + Wa + Fss L
Fe
(with extended base
around perimeter of structure,
as indicated pn the right side
of this figure)
PARAMETERS FOR CALCULATING
UPLIFT RESISTANCE
DRAWN IV' ..£EK Fl8Ullf. M0.
7 CHECKED BY' ..tA_
Phase II Geotechnical Engineering Services
Renton -Stonegate II.Sewer Improvements
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DAtt PROJECT NO.
11.06.08 2007-080
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APPENDIX A
FIELD EXPLORATIONS
S1onegate II Final Geotech Report.doc HWA GeoSciences, !Ne.
11
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RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALUE TEST SYMBOLS
COHESJONLESS SOILS COHESIVE SOILS '14F Petcenl Fines
Approl!i'na!a Approxima!e
Don,ity N(blowslfl) Con~lstoocy "°"""""l Un!tainld Shear Relatlv9 Den1!t)'(~)
Slr........,h(DSI)
Very Looae o to 4 0 15 Ver,Sofl 0 " 2 <200
Al Atlerberg Limits: PL "' Plastlc limit
LL = Liquid Limit
CBR cantomla Bearing RaUo
CN ConsolldaUon
"""' 4 to to " 35 Sdl 2 k> 4 250 500
Medium Do.114 10 to 30 35 •• MedkJm Stiff 4 " • 500 1000
Dense 30 to 50 65 8S Sll'f e 1o 15 1000 2000
Very Dense """' 65 100 VerySliff 15 lo 30 2000 4000
Hwd """' >4000
DD Dfy Density (pct)
OS Direct Shear
GS Grain Size D1s1rlbut1on
K Parmeab11ily
MD Molst1.R/Oen1!1y Relationship (Proctor)
uses SOIL CLASSIFICATION SYSTEM MR RasiUenl Modulus
PIO Photolonltadon Device Reading
MAJOR DIVISIONS GROUP DESCRIPTIONS pp Pocket PenalrOmetar
Approx. Compressive Slrangth {t1T)
eo.,~ GIUVal n · Cloa11 Gravel ,t, GW Well-graded GRAVEL
GraVled Gravelly Soils (litlo or no fr'lls) .~
Soh •Ci GP POOOHlrade<f GRAVEL
Mort than :lit WK of eo«se Gravel vrilh GM SIily GRAVEL
so Specific Gravity
TC Trfaxlal Compression
TV Torvana
Approx. Sh.ear S1rength {!11)
·UC Unconfined Compreslfon
Fraction Relahed Fnn {appreclebll ~ on No. 4 Sieve amount al fhas) GC aay.y GRAVE~ SAMPLE TYPE SYMBOLS ...
Well-graded SANo
.
Sand and Clean Sand ::•:: SW
More lt1m1
Sandy SOIis {litllt or no rne1)
\{\ SP Poor!y-grlldod SAND
'°""""""' 501\ or MOfe ,'•.'.
on No. ..... ""' ,;. SM SIity SANO ,;eo,,.. .. :, •,', 200Sto,o
F1acfion Pat1ilg Fne1 (appreclab!a -No. 4 S!ovo amounl c:I Ima) : SC Clayey SAND
~ 2.0" OD Splll Spoon (SPT)
(140 lb:hi:immerwlth 30 In. drop}
I Shelby Tube
El 3-1/4" OD Spfd Spoon with Brass Rings
0 Sman BSQ Sample
ML SILT
Fina Sil
Gfalned ... Llcµdlinil
CL LeenCLAY Less lh8n 50% .... c•, -_
OL Organic Sil T/Orgrk CLAY -
~MH
Elastic S1L1: ·
Sit 50%orMore Liquk:11.mil Md CH FIii ClAY Pa11ing
""'" Mon, No. 200Siaw Cloy
~ ... OH Otgenk: SILT~ CLAY
HQh!y Oroark Soils il PT PEAT ,, "
~ Large Bag (Bulk) Sample
a Cora Run
0 Non-1landaru Penetration Teat
(3.0" OD spilt spoon)
GROUNDWATER SYMBOLS
.\l. GrolMIC!water Leval (moa&Urad at
.'l
Ume Of drHllng)
Grotn:twaler level (measured In well or
open hole after water level atlblllzad)
COMPONENT DEFINITIONS COMPONENT PROPORTIONS
COMPONENT SIZE RANGE PROPORTION RANGE ' DESCRIPTIVE TERMS
Boulders Larger Iha, 12 ii
c_, 3into1H1 ' ... Clean
Gravel 3 In to No 4 (<l.&nm)
Coarse g18\le1 3 lnto3/4 in 5-12% SUghUy (Cleyey, SIiiy, Somfy)
Rnegr8V81 314 In lo No 4 (4.&nm) ..... No. 4 (4.5mm)to No. 200(0.074 mm) 12-30% Clayey, Silly, Sandy, Gravelly
Coerae saod No. 4 (4.5 mm) to No. 10 (2.0 mm}
.
' Medilm 11Wld No. 10(2.0mm)toNo. 40(0.42 mm) . 30-50% Very (Ctayay, SIHy, Sandy, Gravelly)
Flne sand No. 40 {0.42 1ml) lo No. 200 (0.074 mm)
S~ and Cloy Smaller than No. 200 (0 074mm) ' Componen11 are arranged In order of Increasing quantHlea.
NOTES: Soll claumcatlons presented on exploration logs are based on vlaual and laboratory observation.
Soll descrlp!lona are presented In the following general order: · ·
Dens//y..tonsl.stency, COior, modifier (fl any) GROUP NAME. additions to group name (If any). moisture ·
contMit Prof)Olfion, gn,dafion. end angulariJy of COMlituents, addillonel comments.
{GEOLOGIC INTERPRETATION)
Plasse refer to the dl1cu1alon In the ,eport text as wen as the exploration IOga for a mora
complele deSCflptlon of subsurface condlllons.
-GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON HWAGEOSCIENCF.S INC.
PROJECT NO.:
LEGEND 2007-080.0PJ 1ot29/08
MOISTURE CONTENT
ORY
MOIST
WET
~"dinolsture:~r.
dsy lo Iha loueh.
Damp but no Yl1ible water.
Vialb!e free waler, usualy
soil 11 below water table.
LEGEND OF TERMS AND
SYMBOLS USED ON
EXPLORATION LOGS
2007-060-21 FIGURE·
-
A-1
In
I
I.!
11, . '
l c'.j
:':·.I
-!t:i
I ,·.·.;
··•i : .. ,
l ·.·1
.\j
1.
I
I
I J
DRILLING COMPANY: Gregory D1i1Hn9 Inc.
DRILLING METHOD; Truck Mounted Hollow Stem Auger
SAMPLING METHOD: SPT w/Auto hammer
SURFACE ELEVATION: 416 :t: feet
~ ffi ~ ! ~ ~ 5 ~ ~ ~
woli:f ,j~ ~ ~ ~
O :I l~-:,I-Aspha--ll-----D-E-SC-R-IPT_IO_N--------1 : ~
0
f'\., GP Medium dense, gray, fine to coarse GRAVEL with fine to S-1 25-15-10
u coarse sand and trace s!lt.
_ ..,o"'-"._-L ________ JTRENCH FILL) __ ---_ _
{ ~~ SM Medium dense, rust motued, gray to yellowish gray, fine
gravely, fUle to medium SANO, molgt.
-
-
•': :·,·,;
... ' W:.LI-_J----·--· . --·----------------
SM Medium dense, Mght yeftowlsh gray, fine to ooa,se gravelly,
line to medium SAND, moist.
f.'.;l:;-1.1---1--------------------.. --· ·--------------------·----·---------SM Dense. olive gray, silty, fine to medium SAND with fine gravel,
moist.
S-2 4-7.4
S-3 ~14-20
s-
10
.U,.;J;J._J_ ________________ .J
.
.
.
BorehOla lerminaled at a depth of about 6 feet below existing
ground surface. No ground water seepage was observed
during drllUng .
For a proper understanding of the nature of subsurface conditions, this
exploration log should be read in conjunction with the text of the
geotechnlcal report.
NOTE: This log of subsurface condlllons applies only al the specified locatiOn and on the date indicated
and therefore may not neceasarl be Indicative of othel umes end/or location a.
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON -HWAGEOSOENCES INC.
PROJECT NO.:
BORING 2007~.GPJ 10'29/08
LOCATION: See Figure 2
CIA.TE STARTED: 05/08/2008
DATE COMPLETED: 05/08f2008
LOGGED BY: T. Taddeae
I z
Standard Penetration Test
(140 lb. weigh!, 30" drop)
.A. Blows ~r foot
i 0 10 20 30 40
0
A
A
A
20 40 60 80
Water content (%)
Prasuc limit f---0--, Liquid li~t
Natural Water Content
BORING:
BH-1A
PAGE: 1 of 1
2007-080-21 FIGURE'
so
100
t
:iJ
0
s
10
A-2
11
'
Ii
Ii
Ii .;:..l
·1·. ';
i
I:
I ·,,
jj
I''.' .,
."i
'·I
I .,
:1
•. cJ ·~
f.i . · _,
I'' [~.:! ·~-"
I;.
:".I t ; ..
DRILLING COMPANY: Gregory [)riling Inc.
DRILLING METHOD: Truck Mounted Hollow Stem Auger
SAMPLING METHOD; SPT w/Auto hammer
SURFACE ELEVATION: 416 :t feet
DESCRIPTION
o-aa..-~.-A~s~pha-::-11~~~~~~~~~~~~~~,
•'-' GP Medlumdense,gray, flnetoooarseGRAVELwllhfineto ~ S-1
-SM 1 1 coarse sand and trace slit. (
\ _________ J.FIL'd_ _________ /
-ML \Dense, brown, fine gravelly, silty, fine to medium SAND, /
-~ ~-~ · Very dense, olve gray, fine gravelly, allty, fine to medium S-2
SAND to hard, fine grayelb', fine to medium sandy SILT,
moist.
(VASHON GLACIAL TILL)
-
-
24-45-35
14-28-20
~ 5.3 · . 2e-50/5"
.
10-
-
-
Trace organics noted at abou: 10 feet below exlsUng ground
surface.
~ S-4 15-,30-50/5''
~S-5
9-16-23
22-48-39
. '•)(
.
15-
-
-
.
20-
Borehole terminated at a depth of about U.O feet below
exhstlng ground audace. No ground water seepage was
observed during drilling.
....
For a proper understanding of the nature of subsurface conditions, this·
exploration log should be read In conjunction with the text of the
geotechnical report.
NOTE: Tots log of subaurface conditions appllea only at lhe specified location and on the date Indicated
and therefore may not necessarily be lndlcallve Of other tlmea and/or locations.
GEOTECHNICAL DATA REPORT
LOCATION: See Figure 2
DATE STARTED: 05/08/200S
DATE COMPLETED: 05/08/2008
LOGGED BY: T. Taddese
Q'.
i
Standard Pene1raUon Test
(140 lb. weight, 30~ drop)
6. 81ows per root
z ~ 0~
c, 0 10 20 30 40 50
,--,---,--,-,---,---,--,-,---,-~ ,-0
0.
»
:>>
»
20 40 .60 80. .100
Water Content (%)
Plastic Limit f---&--1 liquid Limit
Natural Water Content
BORING:
10
15
20
mm SEWER REPLACEMENT ROUTE INVESTIGATION BH-18
HWAGEOSQENCES INC. RENTON-STONEGATE-11
RENTON, WASHINGTON
PROJECT NO.:
PAGE: 1 of 1
2007-080-21 AGURS· A-3
DORING 2007-080.GPJ 1Q/29J08
1:
I \.
~
;.:...i
I •. :J
I
I ··., ..
::" j
1-.-,
·, ::
:·. j
I .,
I: j.
: !
l :·i
,. :
11
:1
. ·' •,.,;
(cl s'l
I .:
\ .::
•. ,,,
1··:
: ;
. ' ... _,
I ". :-:,,!
. i
DRILLING COMPANY: Gregory Drilling Inc.
DRILLING METHOD: Truck Mounted Holow Stem Auger
SAMPLING METHOD: SPT wt Auto hammer
SURFACE ELEVATION: 414 :1: feel
~
0
~ g
"' !;!
:, DESCRIPTION -. Asphalt
of;)' GP Medium dense, gray, fine to coarse GRAVEL w!th fine lo
ooarse sand and trace sill.
_ o ·c __ . ___ JTRENCHFILL) _______
/: SM Medium dense, gray and llghl yellow brown, silly, fine to
: -· ooarse gravely, l'lne to medium SAND, ll'Wllsl
•. '• . .. . ,: ' ·.·.·.--· : •'
·:. -: ·-
·: :: ·:.
:. ; / ' . : ..
--:: ~ =: . -· ... .... .. . _. ~-', --------------------ML Loose to medium aUff, Ughl yellow brown and gray, slll'j, fine
SM gravelly, One SAND to fine sandy, fine gravely, SILT, moist.
Trace organics. .
•'
· .
5 -..
Borehole terminated at a depth ot about 5,0 fdt>ebN
existing ground sulface. No ground water seepage was
-obseJVed during drl1Dng.
-
-
ffi
w "' ~ "' :, z
~ w
~ ._ ._
! I
w
0 z_
~ ~i
~-E I'! a: .. J w
~ ::'a
&18 12-9-7
S-1b
-S-2 4-8-5
LOCATION: See Figure 2
DATE STMTEO: 05/08/2008
DATE COMPLETED: 05/08/2008
LOGGED BY: T. Taddese
I
0 z :,
0 a:
"' 0 ,0
Standard Penetralion Test
(140 lb. weight, 3~' drop)
A Blows per foot
20 30
A
., .... :.i,,
!:
:,:
40 50
~}j
0
5
,o ,o ,-
For a proper understanding of the nature of subsurface conditions, this
exploration log should be read In conjunction with the text of the
geotechnlcal report.
.O 20 40 60 BO 100
NOTE: This lOg of subsurface comfiUons applies only al the apeciled loca.Uon and on lhe data Indicated
and therefore may not necessarily be lndlcallve of other times and/or locallons •
nm
HWAGEOSOENCES INC
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGA TE-II
RENTON, WASHINGTON
PROJECT NO.:
BORIJ«J 2007-080.GPJ 1on9/08
Water eoi,tei,i (%)
Plastic Limit I e I Liquid Limit
Nalutal Water Content •
BORING:
·sH-2A
PAGE: 1 of 1
2007-080-21 FIGURJ;· A-4
11
Ii
I!
I' I
1-.j .·,
ti
1-1
•• J
11 .. J
1;
...... , ·:-i
1
I
1 -i
;
.. -.i
1-:•!
i _,
DRILLING COMPANY: Gregory Dfi!Dng Inc. SURFACE ELEVATION: 41-4.00 :t feet
DRILLING METHOD: Truck Mounted Holow Stem Auger
SAMPLING METHOD: SPT w/Auto harrvner
LOCATION: See Figure 2
"' "' :5
<) _,
0 _,
0 "' .. "' ~ u
"' :, DESCRIPTION
ffi w u
w .. ~I .. :;
~ :, z !j w w _, _, ....
I I .. _
0
" GP Mediumdense,gray,finetocoarseGRAVELwlthflnelo ~ ~5-1 11-10-8
• ( ~ ::-SM , 1 coarse sand and trace snt. ,
>·.-.. ~---------CFILL) ---------1
:. -: i. Medium denso, brov.n, sllty SAND with scattered gravel,
5-
.
-
-
10-
-
-
15-
-
20-
•· · •. moist. Trace organics noted. _
SM ~ S.2 10.50/5" Very dense, sllghltf rust motUed, gray, fine to coarse gravelly,
silty, fine to medium SAND, moist.
(VASHON GLACIAL TILL)
~ 5.3 32/50/5"
t8j 8-4 50/5"
~ S-5 16-50/4"
WC.L-L--'----------------' t8J S-6 5015"
Borehole tormlnated at a depth of about 12.9 feel below
existing ground aurface. No ground water seepage was
observed during drlling.
"' t;
w ...
ffi
i=
0
DATE STARTED: 05108/2008
DATE COMPLETED: 05/0812008
LOGGED BY: T. Taddese
I~ Cl :c -0
Standard Penelratlon Test
(140 lb. weight, 30"drop)
A Blows per root
"-"' 0 10 20 30 40 50
:»
: .... :>>
»
~
0
15
20 0 20 40 _ 60 _ao_ 100
NOTE: This IOg of subsurface condlUons apples only at the S?GCified IOcalion and on lhe dale Indicated
and therefore may not neeasSDrlly be Indicative of other limes and/or locations.
-GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
HWAGEOSCIENCES INC RENTON-STONEGATE-11
RENTON, WASHINGTON
PROJECT NO.:
PZO 2007..()00.GPJ 1009'08
Water Content (%)
.. · Plasllc LI Int I 19 I Liquid Uni.I
Natural Water Content
BORING:
BH-28
PAGE: 1 of 1
2007-080-21 FIGURE· A-5
In
' '
I
I
'
.. ,
. -·~·
~ ~·;
\?;)
•••••
I
I
I
I
I
I
I. i I u
DRlLUNG COMPANY: Gregory Orlling Inc.
ORn.UNG METHOD: Truck Mounted Holow Stem Auger
SAMPLING METHOD: SPT wlAuto hammer
SURFACE ELEVATION: 431 :t feel
0
5
10
~
0
J
i5
<I)
<I)
0
<I)
::, DESCRIPTION
Asphalt
GP Medium dense, gray, fine to coarse GRAVEL with fine lo
coarse sand and lrace silt.
_______ JTRENCHFIU) -------
SM Medium dense, Ught yellow brotMl and olive gray, sUty, line to
coarse gravelloj, fine to medium SANO, moist
' ..... . ............
SM Loose, llght brovm, silty, line gravelly, fine to medium SAND,
moist .
SM loose, llghl yellow brov.1"1 and strong brO'M"I, allty, fine to
medium SAND wtlh fine to coarse gravel, rnolsl
Borehole terminated ate depth of about 5.5 feet below
existing ground surface. No ground water seepage was
observed during dfUlng.
0: w
w 0
w .. ~i .. :,;
/:: ::, -g z
w w <I)·-
J J :1 .. ..
! ! ~ e.
5"1 15-13-9
5"2 ..... 3
S-3 3.3-4
"' Iii
I!'
0: w
~
0
LOCATION: See Flguro 2
DATE STARTED: 0510612008
DATE COMPLETED: 05/08/2008
LOGGED BY: T. Taddese
0: Standard PenetraUon Test ~ (140 lb. weight. 30" drop)
A Blows pet foot 0 z ::,
0
0:
"' 0 10 20 30 40
A
' .
A·'
'.
,:
Ii: w
50 0
0
6
10
For a proper understanding of the nature of subsurface conditions, this
exploration log should be read in conjunction with the text of the
geotechnical report.
0 20 40 60 80 100
NOTE: Thia log of subsulface conditions appHes only at the specified bcaUon an<f on the dale indicated
and therefore may not necessarily be lndlcaU11e of olher Imes and/or locations.
-HWA.GEOSaENCES INC
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON
PROJECT NO.:
B0R1NG 2007-080.GPJ 10l29J06
Water Contert co/oi
Plasllc Limit I 8 I Liquid Ll~t
Natural Water Content
BORING:
BH-3A
PAGE: 1 d 1
2007-080-21 FIGURE· A-6
I
I
I .. ·, ·'
. l
1·:
.:.;
I
I
lj
I'!
I
I;;
: .. i
1,:
LJ
DRILLING COMPANY: Gregory OrUHng Inc.
DRILLING METHOD: Truck Mounted Hollow Siem Auger
SAMPLING METHOD: SPT w/Auto hammer
SURFACE ELEVATION: 431 ± feet
DESCRIPTION
1
";: GP Dense, gray, fine to coarse GRAVEL with fine to ooarse sand
-~ :·· SM I and trace sill. I
,. :. \ ---------(FILI,!_ _________ /
--~ .
.',,• : ,• -: · .
.
5-
-
-
-
10-
.....
,: ~--
: •'
.. ML
.. SM
..
: .. .....
:, . .. . : ·, • ..
'· : .. ... · .
...
-,• ,·
-
5-
-
.
.
-
Medium dense, olive gray and olive brawn, fine to coarse
gravelly, fine to medium SAND, moist. Organics noted.
Loose to medium stiff, olive gray to oUve bl"oY«l, rlne gravelly,
allty, fine to medium SAND to line gral/e!t,,", fine to medium
sandy, SILT, moist (WEATHERED TILL)
Very dense, olive gray, fine lo coarse gravelly, sllty, fine to
medium SANO, molsl
(VASHON GLACIAL TILL)
Borehole terminated at a depth ct about 13.25 feet below
exlsUng ground surface. No ground water seepage was ~
observed during drUllng.
"' w
w <)
w m ~i ~ 0. :>
~ :, -~ .z w "'·-,_
~ ~ :1 ffi 0. 0.
~ ~ 5 ~e
~ S-1 11-30-50/4"
~ S-2
6-12-13 :
3.3-4
31-50/3~
~ s-e 4&.50/3"
LOCATION: See Figure 2
DATESTARTEO: 05/08/2008
DATE COMPLETED: 05/08/2008
LOGGED BY: T. Tackles&
"' I z :,
lil
" 0
Standard Penetration Test
(140 lb . ..,ight, 30" drop)
A Bbws perfOOI
10 20 30
A
:c
40 50 ~Ji
0
:>>
6
»
.. ··:>> 10
:»
15
20 20-
For a proper understanding of the nature of subsurface conditions, this
exploration log should be read in conjunction with the text of the
geotechnical report.
. 0 20_ .40 80 80 _100.
NOTE: This log ol subsurface condillona applea only at the specified locallon and on the date Indicated
and therefore may not necessarily be Indicative of other times and/or locatlons.
-HWA.GEOSCIENCES INC.
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON
PROJECT NO.:
BORING 2007-080.GPJ 10/29/08
Water Content~)
Plastic Llmil I 8 I Liquid Limit
Natural Water Content
BORING:
BH-3B
PAGE: 1 of 1
2007-0B0-21 FIGURE· A-7
I
•
I ..
.-.·:
E,,.,
()
:-. i
I[
I!
I ' 1 f j ' :
I
I ::
i ;
: i •_..J
I i!
L_J
DRILLING COMPANX: Gregory Orimng Inc.
DRILLING METHOD: Ttuck Mounted H<.>ikM Stem Auger
SAMPLING METHOD: SPT w/AwJ hammer
SURFACE ELEVATION: 487 ::t feet
0
5
GP
DESCRIPTION
Asphalt
Medlum dense, gray, fine to coarse GRAVEL with fine to
c:oarse sand and trace sill.
1-'i"-r.!-=+-_______ JTRENCH FILL) ______ _
SM Medium dense, light yellow brown, silty, fine gravelly, fine to
medium SAND, moist
'
SM Medium dense, light yellow brown to reddish brown. fine
graveVy, line to medium SAND, moist. Organics noted.
Denae, olive gray, fine to coarse gravelly, BIiiy, fine to medium
SAND, moist
Borehole termlnated at a depth Of about 5.5 feet below
existing ground surfac::e. No ground water seepage was
observed during drilling.
O'. w
0 UJ z_
UJ .. I!? n. " ~l ~ ~ "' in .e I!! ~ ~ ~i O'. n. n. w
! ! ~ ~ e.
S-1 6-11-13
S-2 5-5-14
S-3 8-19-15
LOCATION: Bee Figure 2
DATE STARTED: 05108/2006
DATE COMPLETED: 05/08/2009
LOGGED BY: T. Teddeso
O'.
UJ
I z :,
0
O'.
"' 0 10
Standard PenetraUon Test
(140 lb. weight, 30'' drop)
A Blows per foot
20 30
·'··A
40
5
10 10
· For a proper understanding of the nature of subsurface conditions, this
exploration Jog should be read in conjunction with the text of the
geotechnica\ report.
0 20 40 60 80 100
NOTE: This log of subsurface condiUons applies only at the spedfled location and on the date Indicated
and therefore may not necessart~ be Indicative of other times and/or locations.
-HWAGEOSCIENCES INC
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON
PROJECT NO.:
BORING 2007-080.GPJ Hl/29/0B
Water Content(%)
Plastic Limit 1--Q----1 Liquid Limit
Natural Water Content
BORING:
BH-4A
PAGE: 1 of 1
2007-080-21 ftGllBS· A-8
I:
11 ' i
11
I·,
:-1
:.j
I;
'~·1
11
DRILLING COMPANY: Gregory OrUUng Inc.
DRILLING METHOD: Truck Mounled Hollow Stem Auger
SAMPLING METHOD; SPT wlAUIO hammer
SURFAC~ ELEVATION: 487 :t: feet
DESCRIPTION
o-,~&iilll",-T".A~s:;::~~,tt----------,-----,
-GP Medium dense, gray, fine to coarse GRAVEL with rme to ~ S-1
-·. SM 1 1 coarse sand and trace ant 1 •
·,,'.:-: I _________ jFILy_ _____ . __ J
.• : .. :\: ~ f~::ff:;~f~~=e:~;,::::> ~ S-2
-~ :·: fine to medium SANO, moist. Traoe organics noted .
.. •' -:: :·
-
: •'
w
" ~i -~ "'-~1 w,, .__
1Q.8-9
5-16-36
5-lsl'¥.t"""'-l-----------~~---,,--~
···:·:. _•.·_·. SM Dense to very dense, gray to o!lve gray, allty, fine to medlooi ~ S-3 12-16-20 SAND With fine to coarse gravel, moist
(VASHON GLACIAL TILL)
\ :;
'
...
'
'
-
10-
'
-
,• ..
,: :
:-~ ..
: •'
'{ ;·.
-·.·.-: •' ·;:·. :·.
::
~ S-4 _144~5~5":
U)
I;; w
f-
0: w
i=
0
LOCATION: See Figure 2
DATE STARTED: 05/08/2-008
DATE COMPLETED: 05/0812008
LOGGED BY: T. Taddese
0: Standard Penetra11oo Test ~ (140 lb. welgbt, 3Cl'drop)
A Blows per foot 0 z ::,
0
0:
" 0 10 20 30 40
:A:
......... t, ..
:c
Ii: w
50 0
0
:>>
5
10
_1 "'<='--'------------------' ~ S-6 .44:50/3"
»
5-
-
'
20-
Borehole letmlnated at a depth of about 13.25 feet belOw
existing ground aurface. No ground water seepage was
obsetved during drlllng.
For a proper understanding of the nature of subsurface conditions, this
exploration log should be read In conjunction with the text of the
geotechnlcal report.
NOTE: This log of subsurface conditions appll8S only at the specified locaUon and on the date Indicated
and therefore may not neceaaarl~ be tndlcatlve of other Umea and/or locations. · .
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION -RENTON-STONEGATE-11
RENTON, WASHINGTON HWAGEOSOENCES INC
PROJECT NO.:
BORING 2007-080.GPJ 10/29/08
0 20 40 60 so
Water Content_(%)
-Plastic Limit I e I Liquid Limit
Natural water Contenl
BORING:
BH-48
PAGE: 1 of 1
2007-080-21 FIGURE·
15
20
100 .
A-9
l:l
I!
I
I;,,:
I,
I
I i!
!\:.1
11
11
... i
I
I 'i
I :J ::·._:!
F::!
I
I,.,
:::)
I
I
l [.J
I I ·--'
l il u
DRILLING COMPANY: Gregory Drilling Inc.
DRILLING METHOD: Truck Mounted Ho8ow-Stem Auger
SAMPLING METHOD: SPT w/Auto hammer
SURFACE ELEVATION: 440 t: feet
DESCRIPTION
,v Aschall -GP
h--lM.C,,-4, Medium dense, gray, fine lo coarse GRAVEL with fine to r
ML \ coarse sand and trace silt I
....,,,...._SM,-,+\~ard, dark brovm, fine sanf ~~~ w!th scattered fine gravel 'J
moist Oraank:s noted. • J
5-
. '·t
.. ·\
Medium dense, olive gray, lilly, One to medium SAND with
scattered fine..,.to coarse gravet, moist.
· (WEATHERED TILL)
. li/eM-cMc:-L+:Ve,ry d;.;,di;; QrBy, ;iity,° 11"ne to ~r,i;g;;iiy," 1108 to--
.
SM medium SANO lo hard. fine to coarse gravelly, fine lo medium
aandy SILT, moist.
. . . . .. . . . . . . . !YASHON GLACIAL TILL) ... 10
-·:::} ~::~ Very dense, olive gray and yellowtsh brown, silty, One to
. .· .. .. medium SANO, moist. ·
w
0 gf
~i ffi _ .. e.
~S-1 13.15.32
~ S-2 10-9·10
~S-3 5-15-13
~ s ... 8-14-60/5"
~ S-5 16·34·50/5"
15-
Trace organics noted between 15 and 16.5 feet below existing Kil S-6 30-60/5"
ground surface. · ~
20-
• 1·.::
. ."·
25-
SM Very dense, gray to dark gray, silty, fine to medium SAND
with fine to coa,se gravel, moist.
~ 5.7 31-50/6"
"' I-"' ~
0: w
~
For a proper understanding of the nature of subsurface conditions, this
exploration log should be read in conjunction with the text of the
geotechnical report.
NOTE: Thia log of subsurface c.ondlllons appfies only at the speclried location end on the dale indicated
and therefore may not necessarir,,< be Indicative of olher Umes and/or locatloos.
um GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
HWAGEOSCIENCES INC RENTON-STONEGATE-11
RENTON, WASHINGTON
PROJECT NO.:
BORING 2007-080.GPJ 10/29/08
LOCATION:. See Figure 2
DATE STARTED: 05107/2008
DATE COMPLETED: 05/07/2006
LOGGED BY: T. Taddese
0: Standard Penetratton Test ~ (140 lb. v.,:ilght, 30" drop)
C A Blows per foot
z
Cl
0
0:
<!l 0 10 20 30 40
A
,:
Ii: w
50 C
0
A
.... : ... :: .... :.ii.: 5
»
···O··. · : .... : .... : .... >> 10
15
20
L-'--'----'-'--'--'---'-'--~.,j.'-25
100 0 20 40 60 60
waler Content (%)
Plastic limit I @ I Liquid Limit
Nalural Water Content
BORING:
BH-5
PAGE: 1 of 2
2007-080-21 FIGURE· A-10
11 • I
1:
...
I'. 'i
·.-.-i
IJ
I:
'
11
11
··"
II
.I
J ....,_..;
I!
DRILLING COMPANY: Gregory Drilling Inc.
DRILLING METHOD: Truck Mounted Holow stem Auger
SAMPLING METHOD; SPT w/N.Jto hammer
SURFACE ELEVATION: 440 :t: feet
to j
~!"' DESCRIPTION
25-~~-~----------------~
-
-
30-f
-
.
35-
-
-
-
40-
-
-
45-
-
-
-
.
50-
Borehole tetmlnaled at a depth of about 30.75 feet below
exh;Ung ground surface. No ground water seepage was
observed during drlllng.
~s.e
For a proper understanding of the nature of subsurface conditions, this
exploration log should. be read in conjunction with the text of the
geotechnical report.
NOTE: Thia log rl subsurface condlUons applies only at the specified locaUon and on the dale Indicated
and therefore may not necessarily be Indicative of other Umes and/or locations.
GEOTECHNICAL DATA REPORT
LOCATION: see Figure 2
DATE STARTED: 05/07/2008
DATE COMPLETED: 05107/2008
LOGGED BY: T. Taddese
tr.
i C
Standard Penelralicn Test
(140 b. weight, 30'' drop)
A Blows per foot
! ~ ,. cw >Jo to 20 Jo 40 so ,---,---,---,--,---,---,---,--,--.,... .... -,5
.... 1 .-,{••
... 0 20 . -~q · 60 80
Water Content (%)
Plastic limit I GI I liquid Limit
Natural Water COntent
BORING:
35
40
45
50
100:
mm, SEWER REPLACEMENT ROUTE INVESTIGATION BH-5
HWA.GEOSCIENCES INC. RENTON-STONEGATE-11
RENTON, WASHINGTON
PROJECT NO.:
PAGE: 2 of 2
2007-080-21 FIGURE· A-10
BORING 2007-000.GPJ IW2III08
fl
I
I
I
I ;
'
l 1
' ~1
1-.-_-, .-.,
>--i
I
I'
I!
I ____ ,
;J
.. j
1·
I'' d
I:
I
I ii u
1u
D.RILLING COMPANY: Gregory Drilling Inc.
DRILLING METHOD: Truck Mounted Holow Siem Auger
SAMPLING METHOD: SPT wlAuto hammer
SURFACE ELEVATION: 387 :i: feel
DESCRIPTION
As-·1t
• ~M ; ~
0
e<ll,t-=-hi I Very dense, gray, fine to coarse GRAVEL with fine Lo coarse ,
GP \ sand and trace silt. I
' GM c _________ _l!'ILL) ---------' .
-
"b-
0
°af!!lc'4--,,,.,-lf-Da-ns-o-, o_i•_•_g_,._,_IO_o_i_••_br_own __ • s~ilty_._,_ .. _•_o_coa_rse~sa-nd_y_._-1 ij S-
2
-~ flne lO coaraa GRAVEL, mo~t. l"J
SM Dense, olive gr!lV, silty, fine to medium SAND, moist.
5-Scattered fine gravel, molsl
(INE'THEREO TILL)
~~~l----,-,-,---1--,----------------------SM Very dense, olive gray, silty, fine to coarse gravel~, silty, fine
to medium SANO, moist
(VASHON GLACIAL TILL)
10-
-::-: \ :,:
!81 S-4
.. S-5
w u
~i _ 1,
00 .s ~1 ~ !l,
24-24-34
10-23-25
14-14-23
32-5013"
50/3"
. ~ S-6 32-50/4"
15-
.' ...
. :• ·.~ ·:·:
~ S-7 23-50/4"
-
20-
-
.
.
.,J"'f"':--'----------------'181 S-8
Borehole terminated at a depth of about 20.4 feet below
existing ground surface. No ground water seepage was
observed during drillng.
~ w ,_
0: w :c
b
LOCATION: See Figure 2
DATE STARTED: 05/0712008
DATE COMPLETED: 05/07/200S
LOGGED BY: T. Taddese
0: Standard ~enetraUon Test
i 1140 lb ... lghl, 30" drop)
A Blows per foot " z ::,
~
" 0 10 20 30 40
--iAi·
.; .... ;,· ... ; ...
:,:
Ii: w
50 " 0
:;>>
'A
5
10
:>>
15
20
25 25-
For a proper understanding of the nature of subsurface conditions, this
exploration log should be read In conjunction with the text of the
geotechnical report.
0 20 40 60 80 100
NOTE: This log of subsurface conditions applies only at the spedned location and on the date lndlcaled
and therefore may not necessarily be indleative of other Umes ahd/or locations.
-HWAGEOSCIENCES INC.
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON
PROJECT NO.:
BORING 2007-080.GPJ 10/2Ql08
Water"Content (%)
Plastlcllmlt I e I ,LiQUidlimil
Nal\lral Water Content
BORING:
BH-6
PAGE: 1 Of 1
2007-080-21 FIGURE· A-11
11
I
I
I;
:...;:J
I,:
. '
11
' :\
1-,
.<
j
I ·.·,
J
'· i
11
' .. I
ll ,:.!
11
'. J
1---,_ ;#
i:l
I
-d
I'.
' ·'
I
I
I , ..
DRILLING COMPANY: Gregory OritUng Jnc. SURFACE ELEVATION: 350.00 :I: feel
DRILLING METHOD: Truck Mounted Hobv Siem Auger
SAMPLING METHOD: SPT wlAuto hammer
LOCATION: See Figure 2
DESCRIPTION
O-r0~~~~~~~~~~~~~~~~~~~~~~~
1_ f\. GP Medium dense, olive gray, fine sandy, fine to coarse
. "!:.t.{.>:\LS-P-l.\ GRAVEL. 'FILL>
-Medium dense, brO'Ml, fine SAND. Scattered gravel, moist
""'+l-----'. ·-..................... (FILlJIILLUVIUM)''
S-'.::l}t SP
Medium dense, allghlly rust motUed, olive bro,.n, fine to
medlum SAND. Scattered fine gravel, moist
-
-SM Medium dense, ollve gray, fine SANOwllh alll, moist.
(ALLUVIUM)
.
I
. W:..U..-~----------------------ML Medium stiff, slightly rust motlled, olive brown to yellowtllh
10-broY.,n, SILT with fine sand, moist. Faint bedding noted.
-
-ML Dense to hard, olve brc,,m, allty, nne to C08f18 gravelly, fine
. SM to medium SANO to fine to c:oane gravely, fine to medium
. sandy, SILT, moist
(ADVANCE OUTWASH)
15-SM ---------------------Dense, olive brown, fine to coarse gravelly, allty, Doe to·
. medium SANO, motst.
. : .·; ·:. ......... ~--------------------·-----------···············------
. -:.:: }. ·.:: SM Dense, olive gray and yeb\Ash brow, silty, floe to medium
SAND, moist. Scattered gravel noted.
-
"' w
w 0
w '" ~I .. "' i:: i1 ffl .e ~ w :i-.. 1'
I I ~e
~ $,1 3-5-6
~~2 2-3-4
~~3 3-7-7
~ S-4
2-3-~
~S·5 '.1-13-21
~s~ 11-14-19
20~ '"'""'--l.------------------~ s.1 10-1a:;,··
25
Borehole terminated at a depth of about 21.5 feet below
existing ground surface. No ground water seepage was
observed during drlUlng.
,;I•
~
~
"' w
j!:
0
DATE STARTED; 05/07/2008
DATE COMPLETED: 05/07/2006
LOGGED BY: T. Taddese
Standard PenetraUon Test m~ (140 lb. weight, 30" drop)
.6. Blows per foot ii 0 10 20 30
A
... : .... : .... : .... , .... :
A·
t:-w
40 50 C
_o
5 -
10
15
20
'25
0 20 40 60 BO 100
NOTE: This log Of subsurface condJUons applies on~ at the specified DCSUon and on the date Indicated
and therefore may not neceS&arlly be Indicative of other time& and/or locations.
GEOTECHNICAL DATA REPORT -SEWER REPLACEMENT ROUTE INVESTIGATION
HWAGEOSCIENCES INC
PZO 2007-080.GPJ 10'29108
RENTON-STONEGATE-11
RENTON, WASHINGTON
PROJECT NO.:
Waler Contenl (%)
Plastic Llml I ril-I Uquld Limit
Nalura.l Waler Content
BORING:
BH-7
PAGE: 1 of 1
2007-080-21 FIGURE· A-12
l fl
: 1
• I
I
I
•····.
I
1,
:::i
1.···
EK;
I
I
I
I
IJI ! II I I L...,
DRILLING COMPANY: Davies Drillng
DRILLING METHOD: Track Mounted HolbN Stem Auger
SM1PUNG METHOD: SPTw/Calhead
SURFACE ELEVATION: 410 t feet
! w ~
..., Q. ~ ~ ~ z
~! E_. i. _!~ _______ o_E_sc_ai_PTI_o_N ______ ~ i i
-1•.· ... · · .... ·. SM Asphalt ~ S-1 Cuttings: Loose, light bro'Mi, to bl'own, silly sand with gravel. ~
(FILL) _.,...,.._,.... _________________ _,
SM Medhlm dense, fight brov.,,, silty SAND with nne lo coarse
gravel, wood bits, rootlets, moist.
•-SM
.
.
(WEATHERED TILL)
'
Medium dense to dense, l!ght olive bl'O'M'I, sllly SAND with
gravel, moist. Oxide molll1ng noted.
(VASHON GLACIAL TILL)
Gravett,, drilling between 6.0 to 7.0 feet.
9-5-2
3.3.12
28,.2-20
10-21-26
10-
.
f',!;+,t-:,SM~-oense""to-;ecy;.;;-e:-o11Yeb~oiight01iv8~-Gllty,--
SAND with grave~ mofst. Wetter zones in some cl the sandier
materlaf.
~ S-5 15-16-28
.
.
. :· :; ...:
15-) ~ ( ~ 5-6 21-60/6"
20-SM Vor;den;,~;;g;a"v;Sl\No";.t(h;j"lla"ndg;v;ii;~tty---• S-7 50l1Q
SANO with gravel, moist.
Drlller notes less b!g gravels, smaller more angular gravels.
25----------------------
For a proper understanding of the nature of subsurface conditions, this
exploration log should be read in conjunction with the text of the
geotechnlcal report.
NOTE: This log of aubsufface eoodltlons applies only at lhe specifieel IOcation and on the data indicated
and therefore may nol necessarily be Indicative of other Umes andlor local Ions.
GEOTECHNICAL DATA REPORT
LOCATION: See Figure 2
DA.TE STARTED: 05/0812008
DATE COMPLETED: 05/08/2008
LOGGED BY: 0. COitrane
I z
i 0 10
Standerd PenevatJon Test
{140 lb. weight, 30"droP)
6. Blows per foot
Watei Content (%)
. ' .. Ji. ..
••::->
Plastic limit 1------e---f Liquid Limit
Natural watfY eootenl
BORING: mm SEWER REPLACEMENT ROUTE INVESTIGATION BH-8
HWA.GEOSCIENCES INC RENTON-STON EGATE-11
RENTON, WASHINGTON
PROJECT NO.:
PAGE: 1 of 2
2007-080-21 FIGURE·
BORING 2007..oeo.GPJ 1°'29#08
5
10
15
20
A-13.
I
I:
1·.;;.1
Ii -I
11
; .I
Ii
.. l
11 _J
1, -'
I!
·.·.j
I:
lcJ
I: ... )
I
I
I
DRILLING COMPANY: Davies Drifting
DRILLING METHOD; Track Mounted HoKow Siem Auger
SAMPLING METHOD: SPT w/Calhead
SURFACE ELEVATION: 410 :t: feet
~
0
~ 5
~ g IJ)
IJ) ~t ~ l;l
::, DESCRIPTION
25 -;.I SM Very dense, gray to olive gray, fine to medium SANO with slit
. and fine gravel, moist to wet. Perched water detected In sand
seam. :, . -·
·---------------------;_ SM Very dense, olive btcwm, silly SANO with gravel, moist to wet. .. .
.-
30 -
. Borehole terminated at a depth of about 30.25 feet below
existing ground aulface. Ground water was observed
between 23 to 28 feet below existing ground surface.
35 -
-
.
40 -
.
-
-
-
,-
-
.
-
.
5 o-
0: w
w 0
w "' ~, l'! a. :!
1:: ::, IJ) z I!! w w IJ) --
~ ~ ~1 0: a. a. w
!J 5 ~ e.
t8J S-8 40-50/3"
-! l I
'I ,I
For a proper understanding of the nature of subsurface conditions, this
exploration log should be read in conjunction with the text of the
geotechnlcal report.
NOTE: This log of subsurface conditions applies ant,, at the spedned loc.allon and on the date Indicated
and therefore may not nec:essarUy be Indicative of Olher Umea and/or locatlona.
GEOTECHNICAL DATA REPORT
LOCATION: See Figure 2
DATE STARTED: -05/08/2006
DATE COMPLETED; 05l08/2008
LOGGED BY: D. Coltrane
0: Standard Penetratioo Test I!! (1<0 lb . ..,1ght, 30" drop) ~ A Blows per foot 0 z ::,
fi!
"' 0 10 20 30
~
40 50 0
25
•·:>> 30
0 20 40 60 80 100
water Content(%)
Plaslfc Limit t---e-1 Liquid Limit
Natlnl Water Cciitent
BORING:
35 -
40
45
50
-SEWER REPLACEMENT ROUTE INVESTIGATION BH-8
RENTON-STONEGATE-11
RENTON, WASHINGTON HWAGEOSClENCES INC. PAGE: 2 of 2
2007-080-21 flG\JRE· A-13 PROJECT NO.:
BORING 2007.oBO.GPJ 10'29/08
•
I
I' i : .. .I
I
I .. !
. j
. ;
I . I
I • ·-1
I
I,.: ,_-:;J
I
I
I ' 1:)
I I·; , I L,
DRILLING COMPANY: Davies Orilllng SURFACE ELEVATION: 398.00 :t feet
ORI LUNG METHOD: Track Mounted Hollow Stem Auger
SAMPLING METHOD: SPT ... c,lhead
LOCATION: See Figure 2
DESCRIPTION ·
o•-,h-==~,,------~--~=~~----~ SM Medium dense, llghl broMl, ailty SANO IMlh gravel, moist.
-H,1-,1.+-=~ . Contains small wood partldes.
:'..): SM I . . .. jFILL!
•-
) -
-:; L:-,
SM -
-
Medium dense, brown to gray brcmn, silty SAND with gravel,
moist. Conlalns wood part!des and trace oxide mottling.
...................
Medium dense, dark gray brown, silty SAND ~th gravel, wood
partldes, burnt 'NOOd, moist.
....... ····· .............................................. .
Medium dense, gray to gray brown, SIiiy SAND, molal to 1Net.
Trace rootlets and oxide roottllng. Becomes SAND ~th allt at
about 9 feet.
10-.,._,...._+ .. · · -.. · ... · · · · · · · · · · .. · · · ....
SM Medrum dense, light ollve brown, sUly SAND with gravel,
-
. ) .:: ~::
.
.
15-
. ·:·-\ ~-
-
20-
-
.
-
-
SM
moist to wet. Conlalns aome deaner sand seams.
Perched water noted at about 13.5 feel
Very dense, ollve gray, slfty SANO with gravel to trace gravel,
moist Some oxide mottnng,
(VASHON GLACIAL TILL)
some sand seams delacled.
ffi w
" w "' ~I .. :;
~ i 0 .!: ~ ~ :1 ....
1 1 ~e
~5-1
5-7-9
~5-2
6-1·6
~S-3
.....
2-5-7
5-7-8
~ S-6 21-50/6"
~ S-7 14-50/5_5~
"' I;; w >-a: w
5
DATE STARTED: 05/08/2008·
DATE COMPLETED: 05108/2008
LOGGED BY: 0. Coltrane
ffi" ~i [;j :c
ii: il 0
Standard Pel\etratlon Test
(140 lb weiQh\ 'J/1' drop)
A sic:w.s per tea
. ... ···A·
'A:
·'···A·
! :
5 .
10
.: .... >>· 15
20
-'--'-'--'-'---'---'-:--'--c':--'-.if'.--25
0 20 40 80 80 100
NOTE: This log ol subsurfece condlliOns applies only at the specified locaUon and on the date Indicated
and therefore may not necesaarily be Indicative of o1her Umea and/or loeatlons.
-GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
HWAGEOSCIENCES INC. RENTON-STONEGATE-11
RENTON, WASHINGTON
PROJECT NO.:
PZO 2007-080.0PJ 10l29/08
Water Content(%)
Plastic Limit I (!l I Liquid Limit
Natural water Content
BORING:
BH-9
PAGE; 1 of 2
2007-080-21 AGUBE· A-14
I .1
11 : .!
I·:
I
.••. i
l '.i
I
: .J
l 'i
\i ,.,1
I;
l.i ,.::J
I
11
DRILLING COMPANY: Davies Drilling SURFACE ELEVATION: 39B.OO :.t feel
DRILLING METHOD; Track MOl.tlted Hollow Stem Auger
SAMPLING METHOD: SPT w/Cathead
LOCATION: See Figure 2
~ a: w :'i w m u ~ i ~
~ 5 ~ ~
~I ~ "' ~ ....
~ DESCRIPTION ~ ~ o-::,
25 -/l SM Very dense, ollve brown, silty SANO with gravel to SANO with :::.;·:. sill and gravel, moist. Contains minor sand lenses 'which are -. : •'
<: :~ ~:. slightly wetter.
-..
:':\": -...... . .......... ~:: -~ .. :. SM Very dense, olive brONn, silty SANO with gravel, moist:
.• : ::.··:··
w u
!f "' Iii
"'·-~ :i a: w
i!: ~e 0
50/5.5"
DATE STARTED: 05/08/2008
DATE COMPLETED: 05/08/2008
LOGGED BY: D. Coltrane
Slandard Penetration Test
ffiu (140 lb. weight, 30" drop)
ii A Blows per foot
t;j:t -U .. ,, 0 10 20 30
i!: .. -~Jl 40 50
25
30 -..
39-50(4"
•. ::,O>· 30
:.:. :~. ::
.
. Borehole terminated at a depth of about 30.8 feet below
existing ground surface. Minor perched ground wat9r water
-seepage obselved at anapproxmats depth of 13.5 feet below
the existing ground surface.
-
35 ,-35
-
.
,_ 40
-
.
-
4 5-
--
-
,_ 50 0 80 100 20 40 60
Water Content CV•)
. · Plastic Limit I GD I Liquid Limit
Natural Water Conlenl
NOTE: TI1is log Of subsurface conditions app'ies orly at the specified location and on the date Indicated
end therefore may not neoeasarRy be Indicative Of other limes and/or locatlons. -·
BORING:
BH-9 -HWAGEOSOENCES INC
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON
PAGE: 2 of 2
PROJECT NO.: 2007-0B0-21 FIGURE· A-14
PZO 2007-080.GPJ 1tll29/08
11
I
I
I .. ,,
i
:1
••
I:!
l __ i
I
I.,
:.:.:1
I
I
I,.·:
f:.{
l.J
DRILLING COMPANY: Gregory Ori\Ung Inc.
DRILLING METHOD; Truck Mounled Holbw Stem Auger
SAMPLING METHOD: SPT w/Aulo hammer
SURFACE ELEVATION: 375 t feet
.. •.·· ... ,
-
·:.:.:.
5-
-:\.
DESCRIPTION
3-lnch lhick layer of asphalt over 3·1och thick layer of crushed
SP \base course. /
SM From Oto 7 feel a vaclor truck was used to remove the
malefial due to utllty restrictions. The material removed was
observed and logged, but no samples were collected. MaterJal
consisted ol Gray, gravelly SAND with slit
'
' ·r.··,'·~·=+-~--------------------(: ~ : SM Medium dense, mottlecl gray and oranglsh brown. sandy SILT
• :. :. to silly SAND with gravel and cobbles. moist. -.. · ,,
[FILL)
-·
(: ~ ;:, 10-~R~=~-----------------------GP Very loose, gray, poorly graded fine GRAVEL with sand and ~Cs trace s11t. moist. -b I
0
[BEDDING MATERIAL)
-•
_ ::: ~ ::, SM . Very dense, llghl gray brown, sllty SAND with gravel, moist
·· :: [GLACIAL TILL]
,•, -,, ,, .
:,,, .. •'
:·· .~ :.:. -. •, ,• .· •'
.
.
26-
Verf dense, light ,,_ve gray, a Qty SANO Yoilh gravel, moist.
Broken gravels In sampter.
Very dense, llght olive brown, sDty SANO IMth grave~ moist.
Vert dense, lklht olive nn111, siltv SANOwlth gravel, IT'()lsl.
Boring was terminated at 20.5 feet below ground surface. No
ground water seepage was observed wtdle drilling this
exploratory boring.
3.3.3
2-2-1
50/6
50/5
50/5
50/6
For a proper understanding of the nature of subsurface conditions, this
exploration log should be read in conjunction with the text of the
geotechnical report.
NOTE: This k>g of subsurface conditions applies only at the specified location and on !he dale Indicated
and therefore may not necessarily be Indicative of '1her limes and/or locatlcm.
GEOTECHNICAL DATA REPORT
LOCAT!ON: See Figure 2
DATE STARTED: 05108/2008
DATE COMPLETED: 05/08/2008
LOGGED BY: T. Taddese
0
-o:-
0
0
Standard Penetration Test
(1-40 lb. weight, 30" drop)
A. Blows per foot
20 •• BO
Walei Content (%) ·
BO
P\asUc Limit [ Ill l · L~uld Llmll ·
Natural Water Content
BORING: -SEWER REPLACEMENT ROUTE INVESTIGATION BH-10
HWAGEOSCIENCES INC. RENTON-STONEGA TE-I I
RENTON, WASHINGTON
PROJECT NO.:
PAGE: 1 of 1
2007-080-21 ffGUBE·
BORINO 2007-060.GPJ 10l29/0B
•
10
15
20
100
A-15
I: ••. I
Ii
. '
I:
•• I
I:
t,..;,.:J
11
' l
I:
'
Ii
; •• I
Ii
:~. J
'j
I:
,_;,/
Ii
I
DRILLING 9()MPANY: Davies Otillng SURFACE ELEVATION: 320.00 :I: feet
DRILLING METHOD: Track Mounted Holla.'1 Stem Auger
SAMPLING METHOD: SPT wfCathead
LOCATION: See Figure 2
<J)
~
0
~
~ 5
ii 0 <J)
~ l'l
<J)
::> DESCRIPTION
o-SM (TOPSOIL)
Loose, brO'Ml, silty SAND wllll ltWOd pieces, rootlets, and
burnt 'A'OOd.
a: w
w "' ~ I
w w ~ ~ a. a.
~ !
~S-1
'.Y. SC
1 [ALLUVIUM] ~ S-2
Loose, light brO'Ml, da-,jflf, fine SAND 'Mth trace gravel, moist
to wet. Trace rootlets, mottled coloring noted.
5-.%. Medium dense, oUve btovm, clayey, line SANO, wiltl beds Of
. l'cv~it--l~d!J"f!:.·.!cTr~ooo~llne!!!.~lo~coa~re~g~rave~l.'-:,-=,..-:------l . t\ (RECESSIONAL OVlWASH)
ii:\\ :c,:.•., ;}l
-/}:.
10-:c,,:· ..
. ~}~
.
.
Medium dense to dense, brown lo llght brav.n, fine gravelty,
line to coarse SANO, 10 sandy, fine to medium GRAVEL. wet
Subroundecl and subangular gravel al\d sand.
lniUal ground water seepage encountered at 7.5 feet below
ground surface.
Becornlng sllly at about 1 O feet.
~~3
~~4
~~5
UJ 0
~ !l -!! ~,
~il.
2·1-2
3.3-4
3-4-20
12-24-14
8-12-15
15-Medium dense, brown to dark brown, line gravettf, medium to
coarse SAAD \\4th all~ wet.
~ ~. ··-9-15
.
-
-
20-::~:o
:1w :e>-·· ..
Dense, light bfOM'l, fine to medium san(tJ, fine GRAVEL ~th
sUt,wet.
\lnterbed of R~I brown, s}LtYJ!ine to medium GRAVEL. __ J
Dense, lght brONO, sandy rine lo medium GRAVEL wtth silt,
wet.
P1 -/J
25-if}~~-----------------· ----
NOTE: This log of aubsulface condition& apples only al Ille specified location and on lhe date Indicated
and therefore may not necessarily be indicative of other times lind/or locatlons.
GEOTECHNICAL DATA REPORT
<J) t;
I!!
ffi
l: >-0
AL
%F
DATE STARTED: 05/0712008
DATE COMPLETED: 05/07/2008
LOGGED BY: D. Coltrane
standard Penetration Test
a: (140 lb. we~hl. 30" drop) ~~ A BIOWs per foot ~,
-0 a. <J) 0 10 20 30
A .... ·
, .. o ..
A··
40
······A·.
0 0 40 60 BO
Water Content(%)
Plastic llrnl I ~ I liquid um11
Natural Waler Content
BORING: -SEWER REPLACEMENT ROUTE INVESTIGATION BH-11
PAGE: 1 Of 2 RENTON-STONEGATE-11
RENTON, WASHINGTON HWAGEOSCIENCF.S INC.
PROJECT NO.: 2007-080-21 FIGURE·
PZO 2007-080.GPJ 1009/06
50
§1
0
5
10
15
20
25
100
A-16
I
I
I ' ' ' >J -· _,
l fl
;'.'. ". g,.•J
I•,, i
'
1:.: . ,
I
1-.,
j
•. ··,
: i .. ;
I:;:
I
I ,,
i j' : ... ;
I '' •· 1
'. I
0
DRILLING COMPANY: Davies Dri!Hng SURFACE ELEVATION: 320.00 :I: feet
DRILLING METHOD: Track Mounted Hollow Stem Auger
SAMPLING METHOD: SPT w/Cathead
LOCATION: See Figure 2
~
"
DESCRIPTION
Stiff, gray, sandy, sUty CLAY 'Mth trace clay beds, and trace
g1avel, moist to wet.
(RECESSIONAL LACUSTRINE)
----------------------lnterbed o~ d!i!l fln& to medium SAND ~th rootlets, wet. _
'
Medium dense, gray, sandy CLAY, moist to wet. laminar
bedding, !race gravel.
Medium dense to denSe, gray, sandy ClA Y with trace gravel
and lnterbeds of sandy clay, moiat to wet. Laminar bedding.
----------------------
Shelby tube sample d1iven 23 lncttes .
0-6" Dark gray, clayey SAND, moist
8-16" Dark gray, poorly graded SANO 'Mth day, moist.
16-23" Dark gray, poor.,. graded SANO wtth clay and gravel,
rrdst.
Medium dense, gray, clayey SAND 'Min trace gravel, moist.
----------------------
40 CL SUff, gray sandy sllty CLAY with gravel, moist
ML
Borehole termlnaled at a depth of about 41.5 feet below
exlsUng ground sufface. Ground water seepage was
encountered at 7.5 feet below the ground surface during the
explorallon. A plezometer was Installed In the expbraUon l'lith
ween from 25-35 feet below ground eurface.
••
50
0: w
w "' CL " ~ ;:, z
~ ~
CL CL
1 1
~s~
~~·
~~10
~S-11
±S-12a S·12b
S-12e
~~13
~~14
w
" ~ If -fi (I) .5 ~i
ffi " CL -
7-8-9
7-9-9
6-6-8
7-1-4-17
11-12-22
5-10-12
NOTE: This log Of subSUrface con~lltions applies only at the speclOed location and on the date Indicated
end therefore may not necessar!.,. bo Indicative at other Umes and/or bcations.
GEOTECHNICAL DATA REPORT
~
~
ffi ,:
b
AL
%F
AL
%F
DATE STARTED: 05/07/2008
DATE COMPLETED: 05/07'2008
LOGGED BY: D. Coltrane
Slandard Penetration Test
0: "
(140 lb. weight, 30" drop)
~;:: A Blows per foot ~~
.: l;l 0 0 20 30
1&71 'Ai
','
40
GS ·i· ·8: cctii
GS
GS
AL
%F
0 A
0 A
"kiH·"' .. ,)A·i
·c.--' .
Water Content (%}
~lasttc Limit I Q I Liquid Limit
Natural water Content
BORING: -SEWER REPLACEMENT ROUTE INVESTIGATION BH-11
RENTON-STONEGATE-11
RENTON, WASHINGTON HWAGEOSOENCES INC. PAGE: 2 of 2
PROJECT NO.: 2007-080-21
PZO 2007-080.GPJ 1IY29/08
t-~J!
50
25
30
35
40
• •
A-16
I
IJ
I\
I:
l
I:
; l
I: •,.:
I_;
I: ·...: .. H
I: : •• J
11
I: .. ;
DRILLING COMPANY: Davies OrUing
DRILLING METHOD: Track Mounted Holkriv Slam Auger
SAMPLING METHOD: SPT IMCathead
SURFACE ELEVATION: 319 :t: feet
DESCRIPTION
"' w
0 w
~i w a>
0. :,;
~ :, !!l g z "'·-~ ~ w,.
0. 0. il i !
~
I!!
"' w
~
LOCATION: See Figure 2
DATE STARTED: 05/0712008
DATE COMPlETED: 05/07/2008
LOGGED BY: 0. Coltrane
"' i z :,
0
"' " 0
Standard Penetration Test
(140 lb. weight, 30'' drop)
A Blows per foot
10 20 30
~
40 50 C o~,=~=~---------------~
~S-1
~-b------------~ 0 ·:>: SM
. : •'
. ; ::. ...
GM
20-
. ,
I~
[TOPSOIL]
Loose. bl'oY.11, silty SAND, INlth gravel. Contains pockets of
Hght brown, silty sand, with wood pieces, and rootlet.a .
(ALLUVIAL SANOS AND GRAVELS)
Medium dense to very dense, grayish brown to brown,
gravelly SANDwlth silt, molsl Sample driven on rock.
Sitt content lnCleases.
Very dense. dark brov<l, poorly graded GRAVEL v.lh sand
and silt, moist. Sample dliven oo rock. Wood pleoes/t'Mgs
noted. Sand becomes nne to (X)81'18 and gravel becomes nne.
Medium dense, brown, sandy GRAVEL with sill, wel. Sampler
wet at 7.5 feet. Gravel la rounded to sub-rounded.
(RECESSIONAL OUTWASH)
Dense, da[k yelowlsh bJ'OIMl, well graded GRAVEL v,,itll sand,
wet. Sllb-angutar gravel IS present.
Medium dense, brown, sandy wel graded GRAVEL, Mth slit,
wet.
Becomes allier at aboUt 16.0 feet. SOme heave in sample.
Gravel Is sub-rounded to sub-angular.
3-2-3
~ S-2 10-27-25
~ S-3 1:1-50/6" GS
~&4
7-8-12
~S-5 19-12-20 GS
.,,.
11-13-15
20-23-24
p . • I'
Dense, gray, alll'i GRAVEL with medium to coarse sand, wet.
Gravel ts sub-qular to sub-rounded. Orlllng becomes leas
gravelly at 22 feet below ground surface.
~s-7
-f\',-l/4ccc.-l-,-;--,,--;----;-;;-c::,-;-;-;-----I
ML Medium dense. gray, sandy SILT, moiSt to wet.
-'.
25-
(RECESSIONAL LACUSTRINE)
For a proper understanding of the nature of subsurface conditions, this·
exploration log should be read in conjunction with the text of the
geotechnlcal report. · ·
NOTE: This log Of subsurface conditions appUes only at the specified location and on the date Indicated
and therefore may not neces&8fitf be Indicative of other Umes and/or locations.
GEOTECHNICAL DATA REPORT om
HWAGEOSCIENCES INC.
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGA TE-I I
RENTON, WASHINGTON
PROJECT NO.:
BORING 2007-080.GPJ 10f29/06
A
···0· 10
15
20
25
20 60 60 100
Water content (%)
.. P~sUc Umlt I II . I Liquid Limit
Natural Water Content
BORING:
BH-12
PAGE: 1 of 2
2007-080-21 FIG\IBE· A-17
I
I
I . ___ j
1.·
1·: ; .. :;
I
I .. ,
: :
'. _j
I'.,
' ; : ; :..;
1.!
I
I ;
.. · i.oi
I
I
I
DR1LUNG COMPANY; Davies Drilling
DRILLING METHOD: Track Mounted Holow Siem Auger
SAMPLING METl-l0D: SPT w/Cathead
SURFACE ELEVATION: 319 :I: feet
"' ::, DESCRIPTION -Very stiff', gr~. sandy SILT, moist Contains scattered layers
-of silt/day at aboul 25.0 feet.
Stiff, gray, SILT with sand, moist.
'
30 -' ·:: ~ SM Medium dense, gray, sllY, SAND with gravel, wet.
: ... -::. · .. · (RECESSIONAL OUTWASH)
' ' Silt content decreases at about 30.5 feet. -'', ....
-:: ~ Medium dense, gray, fine to medium SANO, with slit, wet.
' . '• lnterbeds of sl1Uer sand from about 32.5 to 33 feet.
.', :·
' :, . SP ,.: No Sample recovery from this depth. Drillng action was
-·> : SM consistent wilt\ the recesslonal outwash material encountered
from 30 to 34 feet below ground surface. 35
5 feet of heave noted from about 35 to 40 feel.
•' No sampte rea;,very. Blow counts most likely accurate.
" -_.:· .. : . '
-/:.
-,,
::·-:·
-... ~
·:.: .. No sample recovery. Blow counts most Rkely affected by
heave.
40
::.: ..
Borehole terminated at a depth of about 41.6 leel below
-.existing ground aurfa<:le. Ground water seepage was
observed at a depth of approximatat,i 7 .5 reet bl!low the
exlsllng ground surface an'J measured al B.O feet belOW -ground surface aft9r the rJmoval of the casing.
,_ 45
.
-
,_
S-12
0
w
0
~i !!!g "'·-w ,0 :i ~e
6-10-10
6-7-8
9-6-14
3-9-11
S-13 1-12-3
0
"' I;;-
~ .. w
i!:
0
GS
%F
GS
%F
50
· For a proper understanding of the nature of subsurface conditions: this
exploration log should be read In conjunction with the text of the
geotechnlcal report.
NOTE; This IOg ot subsurface condiUoos appies on"f at the $J)8Clfied IOCallon and on the dale ln<ficated
and therefore may not necessarl"f be lodlaltive of other Umos and/or locations.
GEOTECHNICAL DATA REPORT
lOCATION: See Figure 2
DATE STARTED: 05/07/2008
DATE COMPLETED: 05/0712008
LOGGED BY: 0. Coltrane
0: Standard Penetration Test
i (140 lb. weight, 30" drop)
A BloY.$ per foot " z ::,
li1
" 0 30
·l!l ... ,.,1.:
·A"·c
..)
.. , ...... ·
0 20 40 60
Water Content (o/o)
40
80
Plastic limit ~ liquid limit
NatUr81 .Water Content r
BORING: -SEWER REPLACEMENT ROUTE INVESTIGATION BH-12
HWAGEOSCIENCES INC RENTON-STONEGATE-11
RENTON, WASHINGTON
PAGE: 2 of 2
PROJECT NO.: 2007-080-21 F19URK
BORING 2007-060.0PJ 1M9/06
~}i
60 " 25
-·'°
35
40
45
50
100
A-17
-
11
'
11
I·'' . .i .. '
1: ,.I
1, ,J
I; -,._:J
·1·1
I I . .
I. -.J
DRILLING COMPANY: Holocene Drillng SURFACE ELEVATION: 328.00 :t feel
DRILLING METHOD: Trud< Mounted B-59 Hol~ Stem Auger
SAMPLING METHOD: SPT w/AutohamfTIEl1'
LOCATION: See Figure 2
o-
DESCRIPTION
3.4• thick layer of asphah.
Light broY't'n gravelly SANO to sandy GRAVEL, moist From
cuttings.
[FILL)
:11
. -o/,{· •
6-
-
.
.
.
10-
-
-
16-
20-
-=-Asphaltlc gravel chunks, (ATB) 1" plug In sampler, unknown
c:··;, SM llhlcl<ness. -----------------!
· ,. · ,-. No recovery.
SM -[RECENT ALLIMUM]
Medium dense, light brown, silty SAND with gravel, moist.
Ane to medium angular gravel, fine to coarse sand.
Medium dense, Ughl brown, silty SANO with gravel, moist
Fine to medium angular gravel, fine to coan.e 1al\d.
Medium dense, light brown, silly SANO with gravel, moist
Fine to medium angular gravel, fine to coarse sand.
Me<fium dense, light brovffl, &llty SANO with uravel, moist.
Fine to medium angular gravel, flne to coarse &and. Ground
water encountered at 15.0 feet below the ground surface.
Medium dense, light broYm, silty SANO w\lh gravel, moist to
wet. Fine to medium angular gravel, fine to coarse sand.
~S-1
S-2
0
~5.3
4-4-8
8-9-11
6-13-13
15-9-11
6-7-8
.,, .. .,
4-7"8
6-11-14
NOTE: This log of subsurface condttlons applies only at lhe speciled local!on and on the date Indicated
and therefore may not necessartty be Indicative Of other umes and/or bcallons.
GEOTECHNICAL DATA REPORT
DATE STARTED: 09/11/2008
OATE COMPLETED: 09/11/2008
LOGGED BY: D. Cdtrane
Standard Penetration Test
(140 lb. v.olght, 3a• drop)
A Blows per foot
10 20 30
A
.... ,e,, "4"
0 20 40 80
Water Content {%)
40
80
P~sl<: Limit I • I Liquid Limit
Natural Water Content
BORING: om SEWER REPLACEMENT ROUTE INVESTIGATION BH-13
HWA.GEOSCIENCES INC. RENTON-STONEGATE-11
RENTON, WASHINGTON
PROJECT NO.:
PAGE: 1 ol 2
2007-080-21 FIGURE'
PZO 2007-060.GPJ 10i29/08
5
10
15
100
A-18
11
I
I
IJ
I.I
I
I
I·.
.
I
I
DRILLING COMPANY: Holocene Orilfing SURFACE ELEVATION: 328.00 :t: feet
DRILLING METHOD: Truck Mounted B-59 Hollow Stem Auger
SAMPLING METHOD: SPT w/Aulohamrner
LOCATION; See Figure 2
DESCRIPTION
Medium dense, llghl brOYltl, sUty SAND 'Mlh grave~ moist lo
wet Fine to medium angular gravel, fine to_coarse sand.
Medium dense, light bl'OM'I, Inter bedded, sltty SAND \\'ith
gravel, and $Nll0 Ywith sut and gravel, moist to wet SAND
'Alllh sm and gra\lel Is wet
8-8-10
.....
25
Medium dell88, light brOYon to reddish brOIM"I, becoming gray
at the tip of the sampler, llne to medium SAND 'Mth silt, wet.
~S-10 11-13-13
30
35
,o
L
C_l...L---[-R-EC_E_S-Slc.O_NAL_LA_C_U_ST-R-IN_E_O_E-P0-8-IT_S_J __ _l ~S-11 Very sUff, gray to llghtgray, sandy lean CLAY to lean CLAY
¥Ath sand, moist to wet •
Boring was terminated at 31.5 feet below the ground surface.
Ground water seepage was observed at 15.o reet below the
ground surface. lnlerbeddlng of the atluvleil deposits resulted
In layers of material or varying permeabilty.
2-8-11
NOTE: This log of subsurface condlllona applies only at the specified locatlon and on the date Indicated
and therefore may not necesaarlly be Indicative of othet times and/or locallons.
GEOTECHNICAL DATA REPORT
DATE STARTED: 09/11/2008
DATE COMPLETED: 09/1112008
LOGGED BY: 0. Coltrane
Standard Pelletrallon Test
(140 lb. weight, 30" drop)
A Blows per foot
10 20 30
lil A
.1:,. .....
·--~-
,o
25
30
35
L._.:_c'--.:.;_--'----'-':---'---'::-~-:-'.i:-•o o :20 40 60 80 100
wa1er con1en1 (%)
Plasllc un;1 I Ill I Liquid Llrmt
Natural Water Content
BORING: -SEWER REPLACEMENT ROUTE IN\/ESTIGATION BH-13
HWAGEOSOENCESINC RENTON-STON EGA TE-II
RENTON, WASHINGTON
PROJECT NO.:
PAGE: 2 of 2
2007 -080-21 FIGURE· A-18
PZO 2007.0SO.GPJ 10/'29/08
I -1
I
I
I;
···•l
1: .• I
I: .,. ~
•-.,j
1:
• • !
I:
'·l
11
l.i . j
I I
. ::J
ll
I
•
DRILLING COMPANY: Holocene Dffllng
DRILLING METHOD: Truck Mounted 8-59 HoGo.v Stem Auger
SAMPLING METHOD; SPT wfAutohammer
SURFACE ELEVATION: 328 :t: reet
DESCRIPTION
o-~~~~======::::::=:::::;, ~ 3·4" lhlck layer of a~aft. . kl :i~~ brown gravelly SANO to sandy GRAVE~ moist. From
-+ SM "---------J:i~~---------.1
Loose, br0¥10, sltty SANO with gravel, moist
.~lt[JJ~~~ I lit:= Asphattlc gmYel chunks, (ATB) 2" plug In sampler, unknown
·':, ,: SM hthlcl<ness. -----------------'
' ··. ·· . (RECENT ALUMUM)
. ,' ,,
:'··:::·.
' : ......
.
: ,: ·,
10-
:-::::-.
Medium dense, Hghl brown, slrty SAND wflh gravel, molsl
An& to medium angular gravel, fine to coarse sand.
No rect:Nety.
Medium denso, l~ht bro,,n, ~ SANO with gravel, moist
Fine to medium angular grave~ tlne to coarse aand. Ground
water encountered betiiwen 12.5 and 15 leet below ground
surtace.
"' w
w " .. ::;
~ ~
~ ~ ....
! !
~~:
~S-2
~~,
. S-4
0
16-
: :, ·:,
',' ,'
S-6A 15-16 feet BG$. S1lff, lighl brCMn, thlnly laminated. SILT ~~
wilh oxide rnctllng streaks, moist. :
5-68 16-16.5 feel BGS. Medium dense, light brown, silty ..i
GRAVEL Mlh sand, wet ' S·B~
. : ... ',
-
-
20-
w
0
!f "' !ii "'·-f-
~] "' w
~B ~
3.3.5
3-2-3
7°15-14
2-10-14
6-10-11
2-5-10
2-5-10
For a proper understanding of the nature of subsurface condttlons; this
exploration log should be read in conjunction with the text of the
geotechnlcal report.
NOTE: This log of subsurface conditions applles only at the specified location and on the date kldlcaled
and therefore may not necesaarlly be i'ldlcallve of other Umea and/or locat!oos.
-HWAGEOSCIENCES INC.
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON
PROJECT NO.,
BORING 2007-000.GPJ 10'2W06
LOCATION: See Figure 2
DATE STARTED: 09/1112008
DATECOMPLETED: 09/1112008
LOGGED BY: 0. Coltrane
"' Standard Penetration Teat ~ (140 I). v.elght, 30" drop)
~ A Blows per foot z :,
fil
" 0 10 20 30 40
OA:
·OA··'
0
..... ' ... ,I,
0 A
~ w
50 C
0
5
10
... : .. : . : . ~:, i ....
·<··O,··A···
0 20. 40 ..... e.o. _60_
Walor Content (%)
Plastic Limit I Q I Liquid Llmil
Natural Water Content
BORING:
BH-14
PAGE: 1 of 2
2007-080-21 FIGURE·
15
20
100
A-19
ll '
I DRILLING COMPANY: Holocene Drilling LOCATION: See Figure 2
ORI LUNG METHOD: Truck Mounled B-59 HoMow Stem Auger DATESTARTED; 09/11/2008
SAMPLING METHOD: SPT w/Autohammer DATE COMPLETED: 09/11/2008
SURFACE ELEVATION: 328 :t Jeet LOGGED BY: 0, Co11rane
I
"' a: w
~ w " a: Standard Penetration Test ,._
w "' ~a ~ i I~, " .. ::; (140 b. we~hl, 30" drop)
-' ~ ::, -i,
0 2 (I) .5 .6. Blows per foot
-' "I "I ::!~ ~I ii "' a: 2 i!: "' a. a. w :,
" ! ! fl :I: ~ ilij w • >-"' b I "-t"' ::, DESCRIPTION "' 0 10 20 30 40 50 "
20 ~ S-7
B-11-13
20
. Medium dense, light brown, silty SAND will, gravel, molsl lo
,."·i wet. Ane to medium angular gravel, llne to coarse sand.
AllemaUng zones of sllUer and sandier material.
I ::j
_;::·:!
.• c;:, ' :·:·,
:\:i • ~ 1., •. ,
i 25 Medium dense, Dght brown, sllty SANO IMth grave~ moist to ~ S-8
3-7-15
25
wet. Fine to medium angular gravel, fine to coarse sand .
. j Atternallng zones of slitter and sandier material. .. , ..
I: i
.i
I:
30 30
CL (RECESSIONAL L.ACUSTRINE DEPOSITS} ~S-9
4-6-7
Very stiff. gray to lght gray, sandy lean CLAY to lean CLAY
I' with sancl, molal to wet.
:: 1 ::::
Bortng was terminated at 31.6 feet below lhe ground surface.
11·1 Ground water aeepaoe was observed at 16.0 feet below the
ground surface. lnlelbeddlng of aluvlal deposits resul\ed In
: ) layers of material d varying penneabiUty .
. , l ;
I"" . iil 35 35
1:;
l11 H
40 40
I For a proper understanding of the nature of subsurface conditions, this 0 20 · 40 80 80 100
exploration log should be read in conjunction with the text of the
Wstei·eontent (%) _,
geotechnical report.
Plastic limit l---0--I · Liquid Ll~li
Natural Waler Content
I NOTE: This log of subsurface conditions appies only at the specified !Ocalion and on the date Indicated
and therefore may not necessarily be lndlcaUve of other times andfor locations.
-GEOTECHNICAL DATA REPORT BORING: I:,) SEWER REPLACEMENT ROUTE INVESTIGAilON BH-14
\"': RENTON-STONEGATE-11 .. ~ . ..: HWAGEOSCIENCES I.NC. PAGE: 2 of 2
RENTON, WASHINGTON
I PROJECT NO.: 2007-080-21 ~1£UJB~· A-19
·, i BORING 2007-060.GPJ 10'29/08
' I u
~
11 I
Ii
Ii .. ,
1: ,.-,.!
l.i
Ii
"''~··1
1··1
·!
"· '
-Ii • I
Ii . I
Ii }' l
I.I
liJ
1: --. .I
ll,i
l)
I !_ ·1 . -·
I:
1.J
APPENDIXB
LABO RA TORY TESTING
•
lfl
' ' ,~ '
I ,,
' :.:.:)
I: ' I -..
·1; !
'1
j
1·····j 'id
I:
I
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,,.-:1
,'.}j
· r::.\1
I ..
I· /:,;:
•,.·
I ,.
1:
I
• f ,·
APPENDIXB
LABORATORY TESTING
Laboratory tests were conducted on selected soil samples to characterize relevant
engineering and index properties of the site soils. Laboratory testing, as described below,
consisted of determining moisture content, grains size distribution and Atterberg Limits.
All laboratory testing was completed in general accordance with ASTM (American
Society of Testing Materials) specifications.
Moisture Content Testing
' The moisture content for select samples collected from the explorations was determined
in general accordance with ASTM D 2216. The results are shown at the sampled interval
on the appropriate boring logs in Appendix A.
Grain Size Distribution
Grain size distribution was determined for selected samples in general accordance with
ASTM D-422. Results of these analyses are plotted on Figures B-1 through B-8.
Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)
Selected samples were tested using method ASTM D 4318, multi-point method. The ·
results are reported on the attached Liquid Limit, Plastic Limit, and Plasticity Index
reports found on Figure B-9.
m
rn
a
a
-'8
a
a
B
rn
m
il
il
-~
g
a
;m
m
-~
; ll .
-...
I GRAVEL SAND
I Coarse Fine Coarse Medium I Fine
U.S. STANDARD SIEVE SIZES
3/4"
3" 1-1,12~ • 5/8" 3/8" ":' --#10 #20 "10 ~o #1,00 #200 . .
100 II
~I 'i I I
I I I I I I
I I I I I I I
90 . i ' I I I ~ I I I I
I 11 I ~~ c--.. I I I I I
80 lj i . .
I-I ""' "-.....;_ '~', I I I :,: I I I I ! I I
(!) 70
~-
I I I I ' } I I
I 1! ! I " ,1 I '
>-60 I I I N" "-,!."\ I Ol
rr: I ! I ' I
w 50 ~ z I i I I iI I I I I
I-40 II o ' I I z I I I I w
<) I I I I I
rr: 30 i " . ' w I I I I I
Q. I I I ! I I
20 i I I I I I
I I I ! ! I
10 " I I
!I
I I I I I
,! I 1l I ! ! ! I
0 .
50 10 5 1· 0.5 0.1 0.05
GRAIN SIZE IN MILLIMETERS
.
SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL-ASTM D2487 Group Symbol and Name
0 BH-1A S-3 4.5-6.0 (SM) Olive gray, silty SANO with gravel
a BH-18 S-4 7.5-8.9 (SM) Olive gray, silty SANO .. BH-3A S-3 4.0-5.5 (SM) Strong brown, silty SAND with gravel
~ GEOTECHNICAL DATA REPORT
HWAGEOSCIENCES INC
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONE GATE-II
RENTON, WASHINGTON
KWAGRSZ 2007..000.GPJ 10'29Kl8
SILT
-··-CLAY
0.01 0.005 0.001 0.0005
%MC LL PL Pl Gr!.vel s:d ~·
10
11
12
16.5 45.4 38.1
14.0 43.1 42.9
16.2 50.2 33.6
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D422
PR()JS_CJ NOc__1_Q_Q7-080-:11 _R9~~ B-1
---; ,. llllilJ,; ____ _
illll, illli1 ,.. '.-/ \-1llliJI ... \al; -
I m
i . g
rn
0
T~
I
1 a l O , , I , .. , .. ,
I
i ID I
ra
m
~
~
~
~
~
rn
m
ffl
rn
. ~-.
-, ..
GRAVEL SAND
Coarse Fme Coarse Medium Fine
U.S. STANDARD SIEVE SIZES
3/4"
3" 1-1/2" ' 5/8" 318'' .. #10 #20 "10 #60 #100 #200 . . ' . . ' .
100 11 I I I! 'i~ I I i i i 'i I
90:: I 'I. I I I I I I
" ' I j 0,,,, I "" i ' ' h k_ I 1. I I
. ' ! I I I ! ! I
80 i i I-I I I '>-. r<::: I
:i:: I I I ',, I'<~ ! ! 11 l!I I I I I (9
~
~
>-m
(l'. UJ.
z u:
I-z
UJ
(.)
(l'.
UJ n.
i3YMBOL
0
GI
A
70
I
I
80 I
. I
50
I
40 I
I .
I
30 'i ,! 20 "
10H+-f-1°
0 11 1 1 Ii
50
SAMPLE
BH-4B
BH-5
BH-5
(Th\mi)
Qjm(\'ij
S-4
S-5
S-9
I I
I !
I I
I !
I I
I I
I I
I I
11 I
lj l
1! !
'j I
I !
I I
1! !
HWAGEOSCIENCES INC.
1-!WAGRSZ 2007-080.GPJ 11r29/00
--..~ I'\ ' " ' ' I { I
! I !
I ~~, I' ~ I '' i
I"' I'} I I
I I I
II I ~ I I
I I I I
i i I I
I I I I
I I I I
I ! ! !
I I I I
I ! ! !
10 5 I 0,5 0.1 0.05
GRAIN SIZE IN MILLIMETERS
DEPTH (ft) CLASSIFICATION OF SOIL-ASTM 02487 Gt(!UP Symbol and Name
7 .5-8.9 (SM) Light grayish brOwn. sllty SAND with gravel
10.0-11.4 (SM) YelloWish brown, silty SANO
30.0-30.8 (SM) Gray, silty SAND
:,;;··,;,,_, ..
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON
,_.,.·_
I
SILT I CLAY
11111 I I I I 11111 I
' ' 111 I I I
0.01 0.005 0.001 0.0005
%MCI LL I PL J Pl 1Gr~vel/StndlFi!l9sl
7
10
6
23.9 47 .3 28.8
10.1 49.8 40.1
10.8 46.2 41.0
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D422
PROJECT NO., 2007-08_0-21 RGURE B-2
I ·~
.. , ... ->( ___ ... ,_
-fiiiili)) ,iiilila ,. -; :• ·:---... -
I ra
lffl
I
I m
!
l a
I
l~
i ~ I
i a
~
~
m
~
~
I~
I
10
~
~
ra
ffi
m
-'--;
GRAVEL SAND
Coarse Fine Coarse Medium Fine
U.S. STANDARD SIEVE SIZES
3/4"
#60 #100 3• 1-~/2" 5f8" 3/8" #4 #10 #20 #40 #200 . . . . . .
100
I! i ' ' " I I I ~ I I I
I I I I I I I I
90 Ii i i i i i 'i I I I I
I 1: ! I I I I 'ii, I I
80
I-I " I I I I I !\ I I :,: I I! ! I I I I ! ! (') 70
.
~ I " I I I I I I I I
I 1; I I I I I I \I I
' " >-60 I I 11 I I I I l I m
0:: I Ii I I I I I I I
w 50 'I I : !\ z I I I I I I u:: I I I I I I I I I I-40
ri i ' i j I 'i z I I I I I w
(.) I I I I I I I I I
0:: 30 1
1 i .
w I I I I I I I I
(l_ I 1! ! I I . I I ! I I
20 'j I i I I I I I I
I 1! ! I I I I I I . 10 I I ll 1
I I I I I I
I ! I I I ! ! ! I
0
50 10 5 1 0.5 0.1 0.05
GRAIN SIZE IN MILLIMETERS
SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL-ASTM 02487 G~up Symbol and Name
0 BH-7 S-3
Ill BH-7 $.4
A BH-7 S-7
~
HWAGEOSCIENCES INC
HWAGRSz 2001--000.<,Pj tor.mill
·--· -
7.5 -9.0 (SM) Brown, silty SAND
10.0-11.5 (ML) Yellowish brown, S1L T with ·sand
20.0 -21.5 (SM) Yellowish brown. silly SAND
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON
!-I-----•• !-· ',,
SILT CLAY
0.01 0.005 0.001 0.0005
%MC LL PL Pl Gravel Sand Fines
" " "
24
23
8
0.8 79.6 19.3
o.o 72.9
0.0 12.7
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D422
PROJECT NO, 2007 -080,21 FIGURE: B-3
-\--.. ,/ -"
... ....
0
r
a
a
l B
g
0
~
~
i
~
m
m
~
m
m
m
m
~
-~~~;~ff;~,-. , ''. :.
I GRAVEL SAND
I Coarse I Fine Coarse Medium Fine
U.S. STANDARD SIEVE SIZES
3/4" ~-1·1/2" 5"" 31,a-#4 #10 #20 #40 ~o ,11,00 #2,00 . . .
100 I I
I I
I I
90 I I
I I
I I
80
I-I I
J: I ! (!) 70 iii I I
:I: I ;
>-60 I co
a:: I
w 50 T z u: I I
I I I-40 I I z I I w u I I
a:: 30 ' w I I
a. I I .
20 ' I I
I I ' 10 I I
0 ,! I :
50
SYMBOi SAMPLE
" BH-11 S-3
Cl BH-11 S-8
A BH-11 S-9
mw
HWAGEOSCIENCES INC.
HWAGRSZ 2007-0BD.GPJ 1«29/08
. .
I i I I I I I I
I I I I I I I
I I I I I I ! I
I I I I I I I
I I I I I I I
I I I I ! ! I
I I I I
I I ! ! :
I I I I I
I I I I I
I I
I I I I I
I I I I
' r I
I I I I
I I I I I
' ' I I I I I
I I I I I .
I I I I I
I Ii
I ! ! ! I
I I I I I I
I I I ! ! ! I
" 10 5 1 0.5 0.1 0.05
GRAIN SIZE IN MILLIMETERS
DEPTH (ft) CLASSIFICATION OF SOIL-ASTM D2487 Group Symbol and Name
5.0-6.5 (SC) Olive brown, clayey SAND
25.0 · 26.5 (CL-ML) Gray, sendy silty CLAY
27.5-29.0 (SC) Gray, clayey SAND
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON
-.. ·-'--·-.. ----,---
SILT CLAY
.
O.D1 0.005 0.001 0.0005
%MC
19
20
16
u PL Pl Gr.:.vel ~ F~s
29 18 11 0.0 35.7
23 17 6 o.o 65.0
22 13 9 o.o 42.3
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D422
PROJECTNO., 2007-080-21 F!QURE: B-4
----·iilli ~ . , -/-
@
m
g
a
a
~
a
D
n
n
~
~
m
~
m
ffl
m
I
u
tFt;;ic;:.1~~:~.;_
.. --
I GRAVEL I SAND
I Coarse I Fine I Coarse Medium I Fine
U.S. STANDARD SIEVE SIZES
3/4"
3" 1-v2· . 5!"" 3/r .. #10 #20 040 #60 #100 #200
' ' ' ' ' 100 ' ' ' I 11 I I I I I I
I I h I I I I I
90 lj i i ' l I ----'------~ I I
I I I :-,.._ ! ! I
BO ' \ i I-I I I -I
I I I I "' r I
" .
70 ~ I I I T' ~ I ! I i i >-BO I I I 1\ I a,
Cl'. I I I
w 50 I I
z I I I
u: I I I I
I I I I
I-40
I I ' I l z w I I
(.) I I I I I
Cl'. 30 ' ' w I I I I I
a. I I I • ! I
20 .
I I I I I
I I I ; ! ,!
10 I I I I I
I ! ,! Ii i . i ! I
0
50 10 5 1 0.5 0.1 0.05
GRAIN SIZE IN MILLIMETERS
SYMBOL . SAMP1.E OEPTH(ft) CLASSIFICATION OF SOIL-ASTM 02487 G~ Symbol and Name
0 BH-11 S-10 30.0 -31.5 (Cl) Gray, sandy CLAY
C BH-11 S-11 32.5 • 34.0 (CL) Gray, sandy CLAY .. BH-11 S-13 37.5-39.0 (SC) Gray, clayey SAND
GEOTECHNICAL DATA REPORT Im
HWAGEOSCIENCES INC
. SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON
HWAGRSZ ~-000.GPJ 1009'06
,..c,
liliii --::-s ----S'\!! ·-·-
SILT CLAY
0.01 0.005 · 0.001 0.0005
%MC
17
21
22
LL PL Pl Gravel Sand Fine,
~ ~ ~
9.6 36.6 53.8
0.0 65.2
7.3 48.7 44.1
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D422
PROJECT NO., 2!)07-080-21 FIGUR_!:· B-5
----·---
m
w
ra
a
g
a
g
D
a
m
B
~
~
~
-~
m
ffl
,C
m
-
.
--
I GRAVEL I SAND I
I Coarse I Fine Coarse Medium Fine I
U.S. STANDARD SIEVE SIZES
314•
3" 1-1/2" • 518" · 3/8" #4 #10 #20 #40 ~ #1,00 #2,00 . I ' ' . .
100 ~
~-N I i I
I I I I I I I
I I I I I I I I
90 I i ' i I N\ I I I I I
I I I I I I I
80
f--I ~\I I I I I I I
I I I I I I I I
(!) 70
i I
~ I
I!'\
I I I I I I
I 1! I I i i I ' ' >-60 I I I I I I m I\ a:: I I I I I I
I I
Ul 50 z ~ I\ I I
ii: I I I I I I
I I I I I I
f--40 " ' ' ' l I z I " I I I I I
Ul
(.) I ~ I I I I I
30 oc ' I'--. .
Ul I I I\ I I I I I
0. I -~ I ! ! I
20 " "r--rt hi. I I I I
1! I ~ I I I
10 i
I I I ! !
0 1! ' 1! • 7
50 10 5 1 0.5 0.1 0.05
GRAIN SIZE IN MILLIMETERS
SYMBOi SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL-ASTM 02487 Gr9Up Symbol and Name
0 BH-11 S-14
IJ BH-12 S-3 .. BH-12 S-5
~
HWA.GEOSCIENCES INC
HWAGRSZ 2007.QOO.GPJ 1W2911)1
40.0-41.5 (CL-ML) Gray, ~m;ty silty CLAY
5.0-6.0 (GP-GM) Dark brown, poorly graded GRAVEL with sand and sill
10.0 -11.5 (GW) Dark yellowish brown, well graded GRAVEL with sand
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON
-. 1;:c
~-------iill --
SILT CLAY
··-
0.01 0.005 0.001 0.0005
%MC LL PL Pl Gravel Saad Fones
~ u ~
18
10
11
22 15 7 0.0 57.1
56.6 35.0 6.4
67.3 30.1 2.6
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM 0422
PROJECTNQ,, 2007-080~21 '"""" 8-6
----
-
--
m
B
B
a
i
B
a
~
ffl
m
~
m
m
rn
m
~
E
ti
u
-
.
---
I GRAVEL SAND
I Coarse Fine Coarse Medium Fine
U.S. STANDARD SIEVE SIZES
3/4"
3• 1-112~ 518" 3/8" #4 #10 #20 #40 #60 #100 #200 . . . . .
100 " ~I ii ~ ' ' I " I I I
I I I I I I
90 ; p i'-; I ' 'L I I
I I I I ,, I
80 .
f-I I I I ~ I
I ! I I .. , ! (9 70 ~ I I I I 'i I I
! I I I ! ' ' >-60 I I I I !\ I I m
a:: : I I I ! I I
w 50 I
z I : \: u:: I I I I I I
' I I I I I I I
f-40 I! 1: : ; ' ~ z I I I I w
0 I I I I I I I
a:: 30 " ' ; ; l\ w I I I I I
a. I ! I ) I I ! I
20
I i I I I I I I I
I I ! I I I I ! I
10
I I I I I I I I I
! I ! I ! !, ! ! ! I
0
50 10 5 1 0.5 0.1 0.05
GRAIN SIZE IN MILLIMETERS
SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL-ASTM 02487 Group Symbol and Name
0 BH-12 S-8
a BH-12 S-9
... BH-12 S-10
8fffi
HWAGEOSCTENCES INC
HWAGRSZ 2007-0llO.GPJ 100WOB
25.0 -26.5 (ML) Gray, sandy SILT
27.5-29.0 (ML) Gray, SILT.Wllh sand
30.0-31.5 (SM) Gray, sllty SAND with gravel
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVES_TIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON
----------
SILT CLAY
0.01 0.005 0.001 0.0005
%MC LL PL Pl G~I S!_nd Fi~s
23 0.0 35.7 64.3
27 o.o 71.4
18 16.3 63.1 20.6
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D422
PRO[ECT NO., 2007-080-21 FIGURE: B-7
------
B
D
n
I
~
g
D
~
m
w
~
ra
m
~
~
~
G
i
u
---
I GRAVEL SAND
I Coarse Fine Coarse Medium I Fine
U.S. STANDARD SIEVE SIZES
3/4"
3" 1-1/2" ' 5/8" 3/8" #4 #10 #20 #40 #60 #100 #2,00 . . . . . . .
100 I I •
I l~I I I I I I I
I I I I I I I I I I
90 ' ' . ' ! I I I I ' I I I I I I
I I I I I I I I I I
80 • •
I-I I I I ' I I I I I
I I I ! I I I ! I I
(') t.
70 ~ I I I I : I'-I I I I I
I 1! ! I I I ! ! I '
>-60 I I I I I ' I I I I I ID
0:: I ! I I " I I ! ! I
II UJ 50 I I I r z ' ii: I I I I I I I I
I I I I I I I
I-40 I I i T T z I I !1 I ~' I I I
UJ
() I I I I I I I I
0:: 30 ' I i '+.,_
UJ I I I I ,l 0. I I I I I I I
20 T
I I I I I I I I '-I
I ! I ,! I I ! !
10 I I I I I I I I I
1! ! I ,! I ! ! ! I
0
,,
50 10 5 1 0.5 0.1 0.05
GRAIN SIZE IN MILLIMETERS
SYMBOl SAMPLE DEPTH (fl) CLASSIFICATION OF SOIL-ASTM 02487 Group Symbol and Name
0 BH-12 S-11
Cl BH-13 S-11
... BH-14 S-1
~
HWAGEOSCIENCES INC.
HWAGRSZ 2007.()80.GPJ 1<n91118
---
32.5-34.0 (SM) Gray, silly SAND
30.0-31.5 (CL} Olive gray, lean CLAY with sand
2.5-4.0 (SM) Grayish brown, sUty SANO
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON
-------
SILT CLAY
0.01 0.005 0.001 0.0005
%MC LL PL Pl Gr~vel s~ ~es
22
22
9
0.0 23.9
37 21 16 0.0 76.9
27.9 58.4 13.7
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM 0422
PROJECTNO, 2007-080-21 FIGURE: B-8
iliil -----
D
~
a
a
. ·a
g
a
ii
a
D
D
fi
~
~
~
~
m
ru
ti
--
60
50
~ a:
~ 40 >< w
0
~
~ 30
u
j::
CJ) 20 :'5
0..
10
CL-ML
0
0
SYMBOL SAMPLE
0 . BH-11 S-3
C _BH-11 $-8 .. BH-11 S-9
0 BH-11 S-14
0 BH-13 s~11
IDrm
HWAGEOSCIENCES INC.
HWMTT8-'lf1Jf-OllO.GPJ 1009i'08
.-:-.:_'}''.'
@ @)
V
/
/ V
V
I/ / -.. I/
" .... @ (@
20 40 60
LIQUID LIMIT (LL)
DEPTH (ft) CLASSIFICATION
5.0-6.5 (SC) Olive brown, clayey SAND
25.0-26.5 (CL-ML} Gray. sandy silty CLAY
27.5-29.0 (SC) Gray, clayey SAND
40.0-41.5 (Cl-ML) Gray, sandy silly CLAY
30.0 · 31.5 (CL) Olive gray, Jean CLAY with sand
GEOTECHNICAL DATA REPORT
SEWER REPLACEMENT ROUTE INVESTIGATION
RENTON-STONEGATE-11
RENTON, WASHINGTON
'
80
V
.
100
%MC LL PL Pl % Fines
19 29 18 11 35.7
20 23 17 6 65,0
16 22 13 9 42.3
18 22 15 7 57.1
22 37 21 16 76.9
LIQUID LIMIT, PLASTIC LIMIT AND
PLASTICITY INDEX OF SOILS
METHODASTM 04318
PROJECTNO., 2007-080-21 AGU11£ . B-9
._ >;,·~---, >.,~-.-' >-
-----------------
1·
I
I
I
I ..
I
I
I
••
I
I
I •... ,._.
t~
I I
I
I''.
I
I
I ;
STONEGATE II LIFT STATION AND PIPELINE
PROJECT
Critical Areas Report
'
Prepared for:
City of Renton
LAJ"NING DE'f~i~WE'wot1
. t,.PR 2 ' 1Cj3
RECEffE.0
August 2008
,r LS\ ,'\dolfson
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Stonegate 1/ l(/i Station and Pipeline Project Critical Area.\· Report
SUMMARY
At the request of Roth Hill Engineering Partners, LLC, ESA Adolfson delineated wetland
boundaries, flagged the ordinary high water mark of streams, and prepared this technical report
for the Stonegate II Lift Station and Pipeline Project, located in the City of Renton, Washington.
The Stonegate Lift Station II and Pipeline Project includes the construction of a new lift station
near the existing Stonegate lift station and construction of a new force main from the new
Stonegate II lift station to the City's existing sewer system along Field Avenue NE. Due to
easement constraints, the force main alignment has been recently revised.
The project area is generally bounded by May Creek to the north, NE Sunset Boulevard to the
south, and 148th Avenue SE to the east. Single-family residential development is the
predominant land use in the area.
The field investigation found two wetlands and two streams located in the project area. Wetland
A is located north of the proposed lift station. The wetland contains PEM/PSS communities and
has a riverine and depressional HOM classification. Wetland A is considered a Category I
wetland and has a required standard buffer of 100-feet (RMC 4-3-050 M6). The wetland
continues offsite to the north and northwest.
Wetland B is located in the southwestern portion of the project ·area near the intersection of SE
104th Street and 147th Avenue SE. Wetland 8 contains a PFO community and has a riverine· -
HOM classification. It is considered a Category III wetland with a required standard buffer of
35-feet (RMC 4-3-050 M6).
May Creek is located in the northern portion of the project area and travels through Wetland A.
The stream is considered a Class 2 with 100 foot buffers. The tributary of May Creek enters the
project area from the south, flowing under SE 104th Street and then adjacent to Wetland 8. The
tributary continues north, traveling under NE 26th Street and then drains ·to May Creek. The
tributary of May Creek is considered a Class 4 that requires 35 foot buffers.
To avoid impacts to aquatic resources located in the project area, the proposed lift station near
NE 26th Street and 148th Avenue SE has been located outside the 100-foot buffer of Wetland A.
Construction of the new force main along NE 26th Street may involve tunneling/directional drill
methods in the vicinity of the tributary, which would not require in-water work or cause impacts
to the stream buffer.
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Stonegale II L{li Station and Pipeline Project Critical Areas Report
CONTENTS
1.0 PROJECT AUTHORIZATION AND SCOPE OF WORK ....................................................... I
2.0 PROJECT DESCRIPTION .......................................................................................................... 1
3.0;. SITE DESCRIPTION .................................................................................................................... 1
! 4.0 WETLAND DEFINITION AND REGULATIONS .................................................................... 2
5.0 METHODS .............................................................................................................................. · .... 2
5.1 REVIEW OF EXISTING INFORMATION ............................................................................................ , ........ 2 _
5.2 ON-SITE INVESTIGATION ................................................................................................... , ................... 3
5.2. I Determining the Presence of Wetlands and Delineating Wetland Boundaries ..................... 3
;;:~ ' ']!;::.tm;;, :;J;~;;;~·A~;~.;: :::::::: :::::::::::::::::::::::::: :::::::::::::::::::::::::::::::::::: ::::::::::::::::: ~
6.0 FINDINGS ··-····················· .. ··················-·-·-·····················-··············· ................................................ 4
7.0
8.0
9.0
• 6.1 EXISTING INFORMATION ....................................................................................................................... 4
6.2 WETLANDS DETERMINATIONS .............................................................................................................. 4
6.2. I Wetland A .............................................................................................................................. 5
6.2.2 Wetland B ...................................................................................................................... : ....... 5
6.3 STREAMS AND OTHER DRAINAGE FEATURES ........................................................................................ 6
6.3. I May Creek ........................................................................................................................... _ .. 6
6.3.2 Tributary of May Creek ......................................................................................................... 6
6.4 UPLAND DESCRIPTION .......................................................................................................................... 7
6.5 WILDLIFE .......................................................................................................................... ; ........ .-... ,, ..... K
REGULATORY IMPLICATIONS ·····-·-·······················•••••••• ..................... ,._. ............................... 8
7.1 FEDERAL REGULATIONS ................................................................................................ , .......... : ........... 8 ·
7.2 STATE REGULATIONS ............................................................................................................................ 9
7 .3 LOCAL REGULATIONS .................................................................................................... : ...................... 9
LIMITATIONS ............................................................................................................................ 10
REFERENCES ............................................................................................................................. 11
10.0 GLOSSARY ................................................................................................................ : ........ : ..... ;;-. i2
FIGURES AND PHOTOGRAPHS ......................................................................................................... 17
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llST OF APPENDICES
Appendix A -Methods Used to Evaluate Wetland Characteristics Appendix A
Appendix B -Common and Scientific Names of Plants and Their Wetland Indicator Status
Appendix C -Wetland Determination Data Sheets
liST OF TABLES
Aquatic Resource Classification and Rating
LIST OF FIGURES
Vicinity Map
2 Wetlands and Streams-Existing Information
3
4
Key Map
Wetlands and Streams-Lift Station
5 Wetlands and Streams-Force Main
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Stonegate II lffi Station and Pipeline Project Critical Area.\' Report
1.0 PROJECT AUTHORIZATION AND SCOPE OF WORK
At the request of Roth Hill Engineering Partners, LLC (client), ESA Adolfson delineated wetland
boundaries, flagged the ordinary high water mark of streams, and prepared this technical report
fo{.the City of Renton Stonegate II Lift Station and Pipeline Project (the project), located in the
Cily of Renton, Washington. The boundaries of the study area were established based on maps
provided by Roth Hill Engineering Partners, LLC.
The Scope of Work for this project included wetlands determinations, delineations, an
. assessment of wetland functions, and stream survey, all of which are summarized in this
technical report. A,brief analysis of potential wetlands impacts, and a discussion of regulatory
implications and permitting considerations are also included in this report. The development of a
mitigation plan was not included in this Scope of Work.
2.0 PROJECT DESCRIPTION
The Stonegate II Lift Station and Pipeline Project includes the following components:
o Construction of a new lift station near the existing Stonegate lift station.
o Construction of a new force main between the new Stonegate II lift station to the City's·
existing sewer system along Field Avenue NE. The force main alignment was recently
revised due to easement constraints.
o Demolish existing lift station and site restoration.
3.0 SITE DESCRIPTION .
The project area is located in the northern portion of the City of Renton (Figure _I). The project
area is generally bounded by May Creek to the north, NE Sunset Boulevard tci ·the south, and
148th Avenue SE to the east. The proposed force main alignment extends west on NE 26th ·
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Street, then travels south along Lyons Avenue NE. The alignment turns southwest onto NE 22 ,
Court and continues west on NE 20th Street, turning southwest on Field Avenue NE until a tie-in
to the existing City system. Figures 2 and 3 show the proposed lift station location and force ·
main alignment. Single-family residential development is the predominant land use i_n the area.
The wetland and stream investigation focused on the proposed Ii ft station area and undeveloped
areas along the proposed force main alignment. The proposed lift station site .is a 38,185 sq.
ft. (0.88 acre) parcel (8035400580) located on the northwest comer of 148 1
h Avenue SE and NE
261h Street. The parcel is relatively flat, sloping down gradually to the north toward May Creek.
A break in topography occurs between un-maintained and landscaped portions of the parcel,
located north of the existing lift station. An un-maintained parcel (803540TRCT) north of the
existing lift station was also investigated. For purposes of the investigation, this area was
bounded by May Creek, a tributary of May Creek, and 148 1h Avenue SE.
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Stonegate 1/ l(ft Station and Pipeline Project Critical A_reas Report
The un-maintained areas of these parcels largely support dense shrubs (Scotch broom and
Himalayan blackberry) and significant amounts of reed canarygrass. A few scattered deciduous
trees (black cottonwood, red alder, and Sitka willow) are found in the areas, primarily along May
Creek and the tributary intersecting the stream. The landscaped parcel contains lawn and
ornamental plantings surrounding the existing lift station.
The proposed forced main alignment would travel from the proposed lift station west, along NE
26'h Street crossing under a tributary of May Creek approximately 325-feet west of the lift
station. The tributary flows under NE 26th Street through a 48-inch diameter corrugated metal
culvert.
4.0 WETlAND DEFINITION AND REGULATIONS
The characteristics of an area that result in its classification as "wetland" have been formally
defined by federal and state agencies, as described in Appendix A. Numerous federal, state, and
local regulations govern development and other activities in or near wetlands; at each level, there
are typically several agencies charged with such powers (Ecology, 1994). Specific regulatory
implications concerning the subject property are summarized later in this report.
5.0 METHODS
Two levels of investigation were conducted for the analysis-of wetlands on the subject property: a
review of existing information and an on-site investigation.
5.1 Review of Existing Information
A review of existing literature, maps, and other materials was conducted to identify wetlands or
site characteristics indicative of wetlands on the subject property. These sources can only
indicate the likelihood of the presence of wetlands; actual wetland determinations must be based
upon data obtained from field investigations.
Several documents were reviewed:
Page 2
o U.S. Geological Survey I :24,000 Topographic Map, Mercer Island quadrangle (1992)
o Soil Survey of King County Area, Washington, Snyder et al., ·I 973
o National Wetland Inventery, Mercer Island quadrangle (U.S. Fish and Wildlife
Service, 1973)
o Hydric Soils List of King County (United States Department of Agriculture: Natural
Resources Conservation Service, 200 I)
o City of Renton Critical Areas Inventory (Jones & Stokes Associates, 1992)
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5.2 On-site Investigation
5.2.1 Determining the Presence of Wetlands and Delineating Wetland
Boundaries
Methods defined in the Washington State Wetland~ Identification and Delineation Manual
(Efology, 1997), a manual consistent with the U.S. Army Corps of Engineers Wetlands
Delineation Manual (Environmental Laboratory, 1987), were used to determine the presence and
extent of wetlands on the subject property. Washington state and all local governments must use
the state delineation manual to implement the Shoreline Management Act and/or the local
regulations adopted pursuant to the Growth Management Act. The methodology outlined in the
manual is based upon three essential characteristics of wetlands: (I) hydrophytic vegetation; (2)
hydric soils; and (3}.wetland hydrology. Field indicators of these_ three characteristics must all be
present in order to determine that an area is a wetland (unless problem areas or atypical situations
are encountered).
The "routine on-site determination method" was used to determine the wetland boundaries. The
routine method is used for areas equal to or less than five acres in size, or for larger areas with
relatively homogeneous vegetative, soil, and hydrologic properties.
Formal data plots were established where information regarding each of the three wetland
parameters (vegetation, soils, and hydrology) was recorded. This information was used to
distinguish wetlands from non-wetlands. If wetlands were determined to be present on the
subject property, the wetland boundaries were delineated. Wetland boundaries were identified
with sequentially numbered colored flagging imprinted with the words WETLAND
DELINEATION. Data plot locations were also marked with colored flagging.
As required by the City of Renton, visual observations were made of off-site areas from the
parcel boundaries and public roads to determine if potential wetlands occur within 300 feet of the .
site .
. The methods used to assess wetland characteristics are described in greater detail in Appendix A.
Please note that common plant names are used throughout this text; the scientific names are
presented in Appendix B.
5.2.2 Classifying Wetlands
Two classification systems are commonly used to describe wetlands. The hydrogeomorphic
(HGM) system describes wetlands in terms of their position in the landscape and the movement
of water in the wetland (Brinson, 1993). The U.S. Fish and Wildlife Service classification
system (Cowardin et al., 1979) describes wetlands in terms of their vegetation communities;
these include, for example, emergent, scrub-shrub, and forested community types.
5.2.3 Assessment of Aquatic Areas
In addition to wetland areas, streams were identified in the vicinity of the project area.
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Stonegale II l{/i Station and Pipeline Project Crilical Areas Report
6.0 FINDINGS
The following sections describe the results of the field investigation conducted by lion Logan,
Laura Brock, and Scott Olmsted for the Stonegate II Lift Station and Pipeline Project on February
I 4'h and March 26'\ 2008. These sections describe the wetlands found in the project area,
upland habitats, and wildlife observations. Seven (7) data plots were established within
relatively uniform areas of vegetation on the site. Data sheets for each of the formal data plots
evaluated for this project are provided in Appendix C. Stream observations were noted for May
Creek and a tributary of May Creek located in the vicinity _of the project area.
6.1 Existing Information
The Soil Survey of King County Area (Snyder et al., 1973) maps two soil types iri the project
area: Bellingham silt loam and Ragnar-Indianola association. Bellingham silt loam is mapped on
both sides of May Creek and is listed as hydric on the Hydric Soils of List of King County Area
(USDA NRCS, 200 I). These soils are poorly drained and formed in alluvium under grass and
sedges. The Ragnar-Indianola association is comprised of equal parts Ragnar fine sandy loam
and Indianola loamy fine sand. It is a well-drained soil that occurs on glacial outwash terraces.
Ragnar-Indianola association is not listed as hydric.
The National Wetland Inventory (NW!) shows palustrine emerg(;nt wetland recorded as
temporarily flooded, partially drained/ditched (PEMAd) west of 148 1h Avenue· SE and on both
sides of May Creek. East of 148 1h Street, the NW! maps a .larger palustrine emergent wetland
complex that contains a semi-permanently flooded (PEMF) community and a seasonally
flooded/well-drained and partially drained/ditched (PEMCd) community (Figure 2).
Wetlands and stream corridors in the City of Renton were preliminarily identified in the City of
Renton Critical Areas Inventory (Jones & Stokes Associates, 1992). The inventory shows the
main stem of May Creek north of the existing Stonegate Lift Station and a tributary of May
Creek extending south through the Stonegate residential development. A large scrub-shrub and
emergent wetland is also mapped along the mainstem of May Creek, The mapped wetland is
identified as "K-7'' and is 142 acres in size (Figure 2).
Streams are also identified on the Renton Water Class Map (City of Renton, 2oosrcoritained in
the Renton Municipal Code (RMC). The map identifies May Creek and the tributary of May
Creek that extends south through the project area (NE 26'h-Street and SE l 04:'h Street) (Figure 2).
6.2 Wetlands Determinations
Two wetlands were identified in the project area (Figure 3). Wetland A is part ofa large 142
acre wetland that extends offsite to the north, east, and west (Figure 4). This large wetland was
preliminarily identified in the Critical Areas Inventory (Jones & Stokes, 1992) and is mapped
along the main stem of May Creek. Wetland B is associated with a tributary of May Creek and is
located near the intersection of SE l04'h Street and l48'h Avenue SE (Figure 5). The following
describes the wetlands and upland habitats found on the site.
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6.2.1 Wetland A
Wetland A is located in the northern portion of the project area and contains a relatively unifonn
vegetation community and hydro logic regime (Figure 4 ). The wetland supports palustrine
emergent (PEM) and scrub-shrub (PSS) communities, experiences seasonal saturation and/or
inundation, and is connected to May Creek. A data plot dug to a depth of 18 inches was
espiblished to characterize soils and hydrology at the time of field investigation. The portions of
th~ wetland adjacent to the stream are considered riverine wetlands under the HGM
classification, while wetland areas further from the stream that are primarily groundwater driven
are depressional. Wetland A is characterized by sample plot DP-4.
Hydrology
May Creek and a high groundwater table are the main sources of hydrology to the wetland. At
the time of the site visit, no free water was present in DP-4; however, standing water 1-3 inches
deep was located approximately IO feet from the data plot and was present in either portions of
the wetland. The field investigation occurred after a prolonged dry period without large stonn
events, and soils were moist to the surface, but not saturated. Saturation and.inundation are
likely early in the growing season based on the presence of hydrophytic species and
redoximorphic features in the subsurface soils. In addition, DP-4 is located close to the
wetland/upland boundary; therefore, indicators of wetland hydrology are not strong. Indicators
of wetland hydrology, such as surface ponding and soil saturation, increased significantly within
5 feet of the data plot.
Soils
The soil at DP-4 consists of a surface layer that is a very dark brown ( I OYR 2/2) loam that
extends to about 16 inches below the surface. Below this layer is a lighter, grayish brown ( I OYR
5/2) silt loam soil that contains redoximorphic features (i.e., mottles) that are yellowish brown
(IOYR 5/8; medium and common) or yellowish red (5YR 5/8; medium and co.mmon) in color.
Soil samples generally match the NRCS mapped soil unit, which is Bellingham silt loam.
Vegetation
· Vegetation in the wetland is dominated by reed canarygrass and Douglas spirea (F J\C::\\i), with
scattered clumps of evergreen blackberry (F ACU) primarily along the boundaries of the wetland.
Red-osier dogwood (FACW) and Sitka willow (FACW) are present closer to·May Creek.
6.2.2 Wetland B
Wetland Bis located in the southern portion of the project area and supports a palustrine forested
(PFO) community (Figure 5). The wetland experiences seasonal saturation and/or inundation,
and is connected to the tributary of May Creek that flows under SE 104 1h Street via a 24-inch
culvert. The wetland is adjacent to the stream and is considered riverine under the HGM
classification. Wetland B is characterized by sample plot DP-I (Wetland B). A data plot dug to
a depth of 18 inches was established to characterize soils and hydrology at the time of field
investigation.
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Hydrology
The tributary of May Creek and a high groundwater table are the main sources of hydrology to
Wetland 8. At the time of the site visit, free water at 7 inches was present in DP-I (Wetland B);
and the soil was saturated to the surface. Soils appeared to be saturated to the surface throughout
the majority of the wetland. At the time of the site visit, the tributary contained approximately 4
to 6 inches of flowing water.
Soils
The soil consists of a surface layer that is a very dark gray ( l OYR 3/1) sandy loam that extends to
about 8 inches below the surface. Below this layer is a reddish gray (2.5YR 5/1) loamy sand soil
that contains mottles that are strong brown (7.5YR 4/6; medium and common) in color. Sofl
samples do not match the NRCS mapped soil unit, which is Ragnar-Indianola Association. The
Ragnar-Indianola Association is not a hydric soil; however, the soils encountered were generally
hydric.
Vegetation
Vegetation in the wetland is dominated by red alder (F AC), black cottonwood (F AC), Indian
plum (FACU), reed canarygrass (FACW), with scattered slough sedge (OB°L).
6.3 Streams and Other Drainage Features
6.3.1 May Creek
The main channel of May Creek is located north of the proposed Stonegate II Lift Station on
Parcel 803540TRCT, entering under the 148'h Avenue SE Bridge and-continuing offsite to the
west. May Creek is approximately 10 to 15 feet wide where it crosses l 48'h Avenue SE and
narrows slightly, to approximately 5 to 8 feet, as it travels west. The depth of the stream is
approximately 2 to 4 feet with a substrate composed of fine sediments. Riparian vegetation and
Wetland A exist along the north and south banks of the stream, with dominant species including
Sitka willow and reed canarygrass.
May Creek is perennial or intermittent with known salmonid presence. The May Creek basin
supports five species of salmonids: chinook, sockeye, and coho salmon, and steelhead and
cutthroat trout (Kerwin, 2001). Since 2000, volunteers with the King County Volunteer Salmon
Watchers Program have been observing salmon in May Creek .. Volunteers have consiste·ntly
seen sockeye salmon in the stream. Less commonly spotted are chinook salmon, coho salmon,
cutthroat trout, and kokanee salmon.
6.3.2 Tributary of May Creek
A tributary of May Creek enters the southern portion of the project area near Wetland 8, and
generally extends north until intersecting May Creek (Figure 2).
The tributary of May Creek is a seasonal channel with an estimated 5-foot width and I-foot depth
in the vicinity of NE 26'h Street. The substrate is composed of finer sediments to the north and
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coarser material closer to NE 26 1h Street. Dominant vegetation along this stream is similar to
May Creek and includes Sitka willow, red alder, reed canarygrass, and Himalayan blackberry. -
In the vicinity of May Creek, the tributary has a less defined bed and banks, dispersing flow over
a broad area. The tributary also contains dense herbaceous vegetation in this area. Therefore,
salmonid presence in the tributary is unlikely; however, field investigations were conducted • duJ-ing low flow conditions.
The upstream portion of stream, in the vicinity of SE I041h Street, travels along the property
boundary of single family lots that contain maintained yards. The stream banks become armored
upstream of the SE 104 1h Street culvert.as the stream passes under a wooden fence. The 24-inch
corrugated metal culvert at SE I 041h Street empties near the confluence of the tributary of May
Creek and a small s'tream entering the project area from the west. Downstream of the confluence,
the tributary travels east for approximately 20 feet then turns to the north.
The tributary is approximately 3 feet wide and 6 inches deep in the vicinity of SE I041h Street.
Dominant vegetation upstream of the culvert includes Indian plum, creeping buttercup, sword
fem, cut-leaf blackberry, English holly, and red alder. Similar vegetation exists downstream of
the culvert, with Himalayan blackberry and black cottonwood becoming common.
6.4 Upland Description
Upland on Parcels 8035400580 and 803540TRCT
The un-maintained upland area located in the northern parcels is characterized by DP-I, DP-2,
and DP-3. Dominant vegetation includes reed canarygrass, Himalyan blackberry, eve_rgreen
blackberry, Canada thistle (F AC), and bracken fem (FACU). The soil investigation found a very
dark brown (I OYR 2/2), or brighter, sandy loam layer at the surface that extends to the.bottom of
the soil profile(+/-18 inches). In several areas, this layer extends to approximately 7 inches,
below which coarser and brighter soil exists. At the time of investigation, there was no soil
saturation, or other indicators of saturation or inundation, at any of the upland.plots. Based .on
the topographical position and the lack of soil saturation in upland soil pits dug around the site, it
. is likely that these areas will become drier during the early portion of the gro\Ving season.
Upland on Proposed Force Main Alignment
The upland area located east of the tributary is fairly uniform and characterized by DP-2.
Dominant vegetation includes red alder, reed canarygrass, Himalayan blackbt;rry, sword fem, and
vine maple. The upland west of the tributary is characterized by DP-3. Dominant vegetation
includes creeping buttercup (FACW), Himalayan blackberry, and herb Robert (NL), The soil -
investigation found a very dark brown ( I OYR 2/2) sandy loam layer at the surface that extends
approximately IO inches below the surface. Below this layer, the soil color and texture remain
the same, but the layer contains mottles that are dark yellowish brown ( I OYR 4/6) to 16 inches.
At the time of investigation, there was no soil saturation. There were no other indicators of
saturation or inundation at either upland plot. Based on the topographical position and the lack
of soil saturation in upland soil pits dug, it is likely that these areas will become drier during the
early portion of the growing season.
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6.5 Wildlife ·.•.
Wetland A provides habitat for wildlife species because it contains multiple vegetation classes,
water sources, and is part of the May Creek corridor. It is also connected to Cougar Mountain
Regional Wildland Park, located north of the project area. Bird species observed during field
investigation included Steller's jay, red-tailed hawk, sharp-shinned hawk, American crow,
Anna's hummingbird, black-capped chickadee, song sparrow, and pine siskin. Small mammals
such as mice and vole are likely present as well as amphibian species. Large mammals, such as
deer and coyote, also likely use the corridor and wetland.
Other species of birds, mammals, reptiles, and amphibians in addition to those observed are
expected to use habitat on the project site. For example;nocturnal species may be present that
were not active during the site visit, or other species may only be highly visible or present in thi_s
area during certain seasons.
Wetland 8 provides limited wildlife habitat due to its small size and level of human disturbance.
However, the wetland is part of a riparian corridor that likely provides habitat to a number of
species of birds, amphibians, and small mammals.
7.0 REGULATORY IMPLICATIONS
Wetlands are regulated at the federal, state, and local levels.· Agencies with jurisdiction include,
the U.S. Army Corps of Engineers (Corps), Washington State Department of Ecology (Ecology),
and the City of Renton. The Washington Department of Fish and Wildlife (WDFW) regulates
work within streams. Regulatory implications associated with development in wetlands and
streams include, but may not be limited to, those discussed in this section. All applicable permits
should be obtained prior to developing or otherwise altering streams or wetlands. ·
7.1 Federal Regulations
The Corps regulates discharges of dredged or fill materials into waters of the United States,
including wetlands, under Section 404 of the Clean WaterAct.. The purpose ofthe~Clean Water
Act is to "restore and maintain the chemical, physical, and biological integrity of the Nation's
waters." A Section 404 permit may be required if a proposed project involves filling .wetlands or
altering streambeds or other waters of the U.S. The Corps will determine if wetlands are
jurisdictional under Section 404 based upon the presence of a "significant nexus" to navigable _
waters (EPA and Corps, June 5, 2007}.
The Corps has established two types of permit programs under Section 404: nationwide and
individual. Nationwide permits are issued when a proposed activity will have minimal adverse
impacts to wetlands. All other projects are evaluated under the individual permitting process.
The Corps determines which permitting process is used for a proposed project. The Corps will
require that wetland impacts be avoided or minimized to the extent practicable, and mitigation
will likely be required for unavoidable wetland impacts.
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7.2 State Regulations
The state certification process under Section 401 of the federal Clean Water Act is usually
triggered through a Section 404 permit application. Section 40 l directs each state to certify that
proposed in-water activities will not adversely affect water quality or violate state aquatic
pr9tection laws. In Washington State, Ecology is responsible for administering the state
certification program. Ecology may issue approval, approval with conditions, denial, or a request
for delay due to lack of information. Any conditions attached to the 40 I certification become
part of the Section 404 permit.
King County is one of the 15 coastal counties in Washington regulated under the Washington
State Coastal Zone Management (CZM) Program. Activities that would affect coastal resources
and involve approvll.ls from the federal government (such as a Section 404 permit) must be
evaluated for CZM compliance through a process called "federal consistency." Ecology
adminjsters the CZM program in this state.
If relocation or alteration of stream culverts or other in-stream work is proposed as part of the
project, a Hydraulic Project Approval (HPA) would be required from the Washington
Department of Fish and Wildlife under the state Hydraulic Code (RCW 77.55, WAC 220-110).
7.3 Local Regulations
The Renton Municipal Code details the parameters used for rating wetlands and streams in the
City of Renton (RMC 4-3-050). Wetlands fall into three categories: Category I, II, and III and
streams are in five classes: Class I through 5.
Based on the criteria listed, Wetland A is considered a Category I wetland because it is greater
than 10 acres in size, according to the Critical Areas Inventory (Jones & Stokes, 1992), and·has
three or more vegetation classes, one of which is open water (RMC 4-3-0550 Ml). The wetland
also includes May Creek, which contains listed salmonids, resulting in a Category I rating. -
Category I wetlands have a required standard buffer of 100-feet (RMC 4-3-050 M6) ...
Wetland Bis considered a Category III wetland because it is small in size, has low_pl_ant species
richness and minimal wildlife use, and is surrounded by human disturbance (RMC 4-3-0550
Ml). Category III wetlands have a required standard buffer of 35-feet (RMC 4s3-050 M6).
May Creek is considered a Class 2 stream because it is not a Shoreline of the state, has perennial
flow with salmonid presence, and is mapped on Water Class Map as Class 2. Buffers for Class 2
streams are l 00 feet. · ··
The tributary of May Creek is considered a Class 4 stream because it is a non-salmon-bearing
intermittent stream and is mapped on Water Class Map as Class 4. Buffer widths for Class 4
streams are 35 feet.
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T bl I A f R a e ,aua 1c esource Cl "fi f ass1 1ca ion an dR f a ml!
Aquatic Cowardin HGM Classification Rating Buffers
Resource Class
Wetland A PEM/PSS Riverine/Deoressional Category I I 00-feet
Wetland B PFO Riverine Category III 35-feet
May Creek --Class 2 I 00-feet
Tributary of --Class 4 35-feet
May Creek
To avoid and/or minimize impacts to aquatic resources located in the project area, construction
activities and facility locations will not impact wetlands and streams or their buffers.
Construction of the new force main may involve tunneling/directional drill methods in the
vicinity of the tributary stream and NE 26'h Street, which would not require in-water work or
cause impacts to the stream buffer. The proposed lift station near NE 26 1h Street and 148 1h
Avenue SE has been located outside the JOO-buffer of Wetland A to avoid buffer impacts. No
impacts to critical areas are anticipated in association with this project. ·
8.0 LIMITATIONS
Within the limitations of schedule, budget, scope-of-work, and seasonal constraints, we warrant .
that this study was conducted in accordance with generally accepted environmental science
practices, including the technical guidelines and criteria in effect at !hi: time this study was
performed, as outlined in the Methods section. The results and conclusions-oftliis report
represent the authors' best professional judgment, based upon information provided by the
project proponent in addition to that obtained during the course of this study. No other warranty,
expressed or implied, is made.
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9.0 REFERENCES
Cowardin, L.M., V. Carter, F.C Golet, and E.T. LaRoe. 1979. Classification of Wetland, and
Deepwater Habitats of the United States. FWS/OBS-79/31. U.S. Fish and Wildlife
Service.
' ' Ecology (Washington State Department of Ecology). 1997. Washington State Wetland, Identification and
Delineation Manual. Publication No. 96-94. Olympia, Washington.
Environmental Laboratory. 1987. Corps of Engineers Wetlands Delineation Manual. Technical Report
Y-87-1. U.S. Army Engineer Waterways Experiment Station, Vicksburg, Massachusetts.
Hitchcock, C.L., and A. Cronquist. 1973. Flora of the Pacific Northwest: An ll/ustrated
Manual. University of Washington Press, Seattle, Washington.
Hruby; T. 2004. Washington State Wetland Rating System/or Western Washington -Revised.
August 2004. Ecology publication number 04-06-025. Olympia, WA
Munsell Color. 2000. Munsell Soil Color Charts. GretagMacbeth, New Windsor, New York.
Renton Municipal Code (RMC). 2005. Title IV. Development Regulations, Chapter 3. Environmental
Regulations and Overlay Districts. Renton, Washington. Available:
http://www.codepublishing.com/W NRenton/renton04/renton0403.html Accessed:
February 19, 2008.
Snyder, D.E., P.S. Gale, and R.F. Pringle. 1973. Soil Survey of King County Area, Washington.
U.S. Soil Conservation Service, Washington, DC.
USFWS (U.S. Fish and Wildlife Service). 1993. 1993 Supplement to List o/Plant Species that
Occur in Wetlands: Northwest (Region 9).
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10.0 GLOSSARY
agricultural wetland -Areas where wetland soils and hydrology remain, but hydrophytic
vegetation has been removed to allow a crop to be grown. · .-·
anaerobic -A situation in which molecular oxygen is absent ( or effectively so) from the
environment.
atypical situation -Areas in which one or more wetland parameters (vegetation, soil, and/or
hydrology) have been sufficiently altered by recent human activities or natural events to preclude
the presence of wetland indicators of the parameter. "Recent" is intended to mean that period of
time since legal jurisdiction of an applicable law began.
best management practices (BMPs) -The physical, structural, and/or managerial practices that,
when used singly or in combination, prevent or reduce pollutant discharges.
buffer -A designated area along the edge of a stream or wetland that is regulated to control the_
negative effects of adjacent development from intruding into the aquatic resource.
concretion -A local concentration of chemical compounds such as calcium carbonate or iron
oxide in the soil that forms a grain or nodule of varying size, shape, hardness, and color.
Concretions of significance in hydric soil are usually iron and/or manganese oxides occurring at
or near the soil surface that develop under conditions of prolonged soil saturation.
dominant species -Plant species that define the character of a vegetation community. In
wetland delineation, this is typically measured using percent areal cover. For each stratum in the
plant community (trees, shrubs, and herbs), dominant species are the most abundant plant species
that when ranked in descending order of abundance and cumulatively totaled ·immediately exceed
50 percent cover for the stratum, plus any additional species that individually compose 20
percent or more of the total cover in the stratum. The list of dominant plant species is then
combined across strata. (Corps of Engineers Wetland Delineation Manual, 1987)
emergent -A plant that grows rooted in shallow waier, the bulk of which emerges from the
water and stands vertically. Usually applied to non-woody vegetation.
emergent wetland -In the USFWS classification system (Cowardin et al., 1979), a wetland
characterized by erect, rooted, herbaceous hydrophytes, excluding mosses and lichens.
enhancement -An improvement in the functions and values of an existing wetland, typically
through native plantings.
fill material -Any material placed in an area to increase the surface elevation.
forested wetland -In the USFWS classification system (Cowardin et al., 1979), a wetland
characterized by woody vegetation that is six meters (20·feet) tall or taller.
gleyed -A soil condition resulting from prolonged soil saturation, manifested by the presence of·.
bluish or greenish colors throughout the soil or in mottles (spots or streaks) among other ·colors ..
·herbaceous -Having the characteristics of an herb; a plant with no persistent woody stem above
the ground.
hydric soil -A soil that formed under conditions of saturation, flooding, or ponding long enough
to develop anaerobic conditions in the upper part. · ·
hydrogeomorphic (HGM) classification -A system of classifying wetlands based on their
position in the landscape and the movement of water within the wetland.
hydrology -The science dealing with the properties, distribution, and circulation of water.
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hydrophyte -Any plant growing in water or on a substrate that is at least periodically deficient
in oxygen as a result of excessive water content. The sum total of hydrophytes in an area is
known as "hydrophytic vegetation."
in-kind compensation -Compensation for lost wetland habitat with a replacement wetland of
the same habitat type. --'...
in1.1ndation -A condition in which water from any source temporarily or permanently covers a
•• land surface.
in~asive plant species -Plant species that become established easily in disturbed conditions,
reproduce readily, and often establish monocultures. Most invasive plants are non-native
species; they were introduced to the Northwest intentionally or unintentionally by humans.
Examples of common invasive species in the Pacific Northwest are Scot's broom, Canada thistle,
hedge bindweed, English ivy, reed canarygrass, and purple loosestrife.
lacustrine -In the USFWS classification system (Cowardin et al., 1979), lacustrine refers to a
freshwater area that has all of the following characteristics: (I) situated in a topographic
depres~ion or a dammed river channel; (2) has less than 30% coverage of trees, shrubs, persistent
emergent plants, mosses, or lichens; and (3) total area exceeds 20 acres. For areas_ less than 20
acres, an area is considered lacustrine if it has an active wave-formed or bedrock shoreline or is
deeper than 6.6 feet in the deepest part. "Freshwater" means less than 0.5 parts per thousand
ocean-derived salts.
mitigation -Defined in WAC 197-11-766 as:
(I) Avoiding the impact altogether by not taking a certain action or parts of an action;
(2) Minimizing impacts by limiting the degree or magnitude of the action and its
implementation, by using appropriate technology, or by taking affirmative steps to
avoid or reduce impacts;
(3) Rectifying the impact by repairing, rehabilitating, or restoring the affected
environment;
(4) Reducing or eliminating the impact over time by preservation and maintenance
operations during the life of the action;
(5) Compensating for the impact by replacing, enhancing or providing substitute ·
resources or environments: and/or ·
(6) Monitoring the impact and taking appropriate corrective measures .
· mottles -Spots or blotches of different color or shades of color interspersed within the 9omina_nt
color in a soil layer. This usually results from periodic anaerobic conditions in the soil.
100-year floodplain -The flood with a 100-year recurrence interval; those areas i_dentified as
Zones A, Al-30, AE, AH, AO, A99, V, Vl-30, and VE on most current Federal Emergency
Management Agency (FEMA) Flood Rate Insurance Maps, or areas identified as I 00-year
floodplain on applicable local Flood Management Program maps.
ordinary high-water mark -The line on the shore established by the fluctuations of water and
indicated by physical characteristics such as a clear, natural line impressed on the bank; changes
in the character of soil or vegetation; topographic shelves; or the presence of a line of litter or
debris.
out-of-kind compensation -Compensation for lost wetland habitat with a replacement wetland
of a different habitat type.
palustrine -In the USFWS classification system (Cowardin et al., 1979), palustrine refers to
freshwater areas dominated by trees, shrubs, persistent emergent plants, mosses, or lichens. They
ESA Adolfson
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can be non-tidal or tidal. Palustrine also includes wetlands lacking this vegetation but with the
following characteristics: (I) area less than 20 acres; (2) no active wave-formed or bedrock
shoreline; (3) water depth in the deepest part is less than 6.6 feet at low water. "Freshwater"
means having less than 0.5 parts per thousand ocean-derived salts.
persistent emergents -Emergent plants that remain standing at least until the beginning of the '"'
next growing season.
reach -A length of stream channel with uniform characteristics.
redoximorphic soil characteristics -Features of the soil such as masses, nodules, or mottles
formed through reduction and oxidation of iron and manganese in seasonally saturated soils.
restoration -To improve a disturbed or altered wetland by returning wetland parameters that
may be missing.
rhizosphere -The zone of soil surrounding a plant root in which interactions between the living
root and microorganisms occur. .
riverine -In the USFWS classification system (Cowardin et al., 1979), riverine refers to·
freshwater areas that are contained within a channel and are not dominated by trees, shrubs, and
persistent emergent plants. Examples include rivers and streams. "Freshwater" means havirig
less than 0.5 parts per thousand ocean-derived salts.
saturated soil conditions -A condition in which all easily drained spaces between soil particles
in the root zone are temporarily or permanently filled with water.
scrub-shrub -In the USFWS classification system (Cowardin et al., 1979), areas dominated by
woody vegetation less than 6 meters (20 feet) tall. The species include tree shrubs, young trees,
and trees or shrubs that are stunted because of environmental conditions.
Section 404 permit -A permit issued by the U.S. Army Corps of Engineers under Section 404 of
the federal Clean Water Act that allows an activity (filling) within a wetland. A 404 permit
usually requires compensation or mitigation for the wetland impacts.
soil matrix -The portion of a given soil that has the dominant color. In most cases, the matrix is
the portion of the soil having more than 50% of the same color.
synonymy -Different scientific names for the same species.
waters of the United States -As defined in 33 CFR Part 328, the term "waters of the United . . ..
States" means:
Page 14
I. All waters which are currently used, or were used in the past, or may be
susceptible to use in interstate or foreign commerce, including all _waters which
are subject to the ebb and flow of the tide;
2. All interstate waters including interstate wethmds; ; .., , .
3. All other waters such as intrastate lakes, rivers, streams (including intermittent
streams), mudflats, sandflats, wetlands, sloughs, prairie potholes, wet meadows,
playa lakes, .or natural ponds, the use, degradation or destruction of which could
affect interstate or foreign commerce including any such waters:
1. Which are or could be used by interstate or foreign travelers for
recreational or other purposes; or
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11. From which fish or shellfish are or could be taken and sold in interstate or
foreign commerce; or
111. Wh_i~~ are used or could be used for industrial purpose by industries in
interstate commerce;
4. All impoundments of waters otherwise defined as waters of the United States
under the definition;
5. Tributaries of waters identified in paragraphs 1-4;
6. The territorial seas;
7. Wetlands adjacent to waters (other than waters that are themselves wetlands)
identified in paragraphs 1-6.
Waste treatment systems, including treatment ponds or lagoons designed to meet
the requirements of CWA ( other than cooling ponds as defined in 40 CFR
123.l l(m) which also meet the criteria of this definition) are not waters of the
United States.
8. Waters of the United States do not include prior converted cropland.
Notwithstanding the determination ofan area's status as prior converted cropland
by any other federal agency, for the purposes of the Clean Water Act, the final
authority regarding Clean Water Act jurisdiction remains with the EPA .
wetlands -Those areas that are inundated or saturated by surface or groundwater at a
frequency and dur!1tion sufficient to support, and that under normal circumstances do
support, a prevalence of vegetation typically adapted for life in saturated soil conditions.
Wetlands generally include swamps, marshes, bogs, and similar areas (Federal Register,
1982, 1986). .
wetland boundary -The point on the ground at which a shift from wetlands to non-wetlands or
aquatic habitat occurs.
wetland hydrology -Wetland hydrology is considered to be present when there is permanent or . ·
· periodic inundation or soil saturation at or near the soil surface for more than. 12·.5% of the
growing season (typically two weeks in lowland Pacific Northwest areas). Areas that are
inundated or saturated for between 5% and 12.5% of the growing season in most years may or
may not be wetlands. Areas inundated or saturated for less than 5% of the grow.ing season are
non-wetlands (Ecology, 1997).
wetland indicator status (WIS) -Categories assigned to plant species based upon the estimated
probabilities (expressed as a frequency of occurrence) of the species occurring in a wetland or a
non-wetland. Wetland indicator status categories include the following: ··
o Obligate (OBL): species that almost always occur in wetlands under natural
conditions (estimated probability >99%).
0 Facultative wetland (F ACW): species that usually occur in wetlands ( estimated
probability 67 to 99%), but are occasionally found in non-wetland areas.
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o Facultative (F AC): species that are equally likely to occur in wetlands ( estimated
probability 34 to 66%) or non-wetland areas.
o Facultative upland (F ACU): species that usually occur in non-wetland areas
(estimated probability 67 to 99%), but are occasionally found in wetlands.
o Upland (UPL): species that almost always occur in non-wetland areas under
normal conditions (estimated probability >99%).
A(+) or(-) following the WIS signifies a greater or lesser likelihood, respectively, of the species
being found in wetland conditions. Plant species can also be designated "No indicator" or NI,
which includes species for which insufficient information is available to determine status, or
which were not evaluated by USFWS in compiling the WIS listings. Plant species that are not
listed on the USFWS list of WIS ratings are designated "NL" and are presumed to be upland
species.
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Stonegate fl L(P Station and Pipeline Project Critical Areas Report
FIGURES AND PHOTOGRAPHS
page 17
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Scale in Feet
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PARK
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MAIN ROUTE*
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_lE 117TH ST
SE>w·'
118TH -:i: "'·, '/'
"Force Main route recently revised due to easement cOnstraints.
----------------------------------Stonegate Lift Station and Pipeline . 207075
SOURCE: Rand McNally & Company, 2006. Figure 1
Vicinity Map
Renton, Washington
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Legend
c:z:=:s Force Main Route•
--Streams
~ Wetland (City of Renton)
Wetland (King County)
Wetland Type (NWI)
1~.:T;j PEMCD; Palustrine, Em~rgent, Seasonally Flooded,
Seasonally Flooded Well-drained
~ PEMAD; Palustrine, Emergent, Temporary,
· .. Seasonally Flooded Well-Drained
"Force main route recently revised due to
easement constraints
SOURCE: NWI; 2007, City of Kirkland; 2008, ESA Adolfson; 2008, King County; 2007 (wetland), 2002 (air photo)
Renton Stonegate II . 2007
Figure 2
Wetlands and Streams
-Existing Information
Renton, WA
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TRIBUTARY OF MAY CREEK, AND WETlANO A
{LOCATED OUTSIDE WETLAND BUFFER)
L FIGURE 5. TRIBUTARY OF MAY CREEK AND WET1.ANO B
---------------------------------------------------------------------------------1.2070r.i01
SOURCE: -... 2005
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Figure 3
Key Map
Renton, Washington
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PROPOSED LIFT STATION
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" -
·--Renton Stonegate U • 2007
Figure 4
Wetlands and Streams
-lift Station
Renton. WA
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Photo 1. Wetland A; view northeast. February 14, 2008.
Photo 2. Wetland A (reed canarygrass, foreground) and upland
(blackberry, background); view west. February 14, 2008.
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Photo 3. Wetland A boundary in foreground and upland in background;
view southeast. February 14, 2008.
Photo 4. Upland area north of proposed lift station location, taken from l 48'h
Ave SE; view southwest. February 14, 2008.
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Photo S. Tributary to May Creek north of SE 1041h St, Wetland B to
right in photo; view north. March 26, 2008.
Photo 6. Tributary to May Creek covered by blackberry, SE I 04'h St to
right in photo; view east. March 26, 2008.
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August 2008
Stonegate I! Lijt Station and Pipeline Project Critical Areas Report
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APPENDIX A:
METHODS USED TO EVALUATE WETLAND
CHARACTERISTICS
Appendix A
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Stonegate 1/ l(fi Station and Pipeline Project Critical Areas Report
Wetland Definition
Wetlands are formally defined by the U.S. Army Corps of Engineers (Corps) (Federal Register
1982), the Environmental Protection Agency (EPA) (Federal Register 1988), the Washington
Shoreline Management Act (SMA) of 1971 (Ecology, 1991) and the Washington State Growth
Management Act (GMA) (Ecology, 1992) as
... those areas that are inundated or saturated by surface or groundwater at a
frequency and duration sufficient to support, and that under normal
circumstances do support, a prevalence of vegetation typically adapted for life in
saturated soil conditions. Wetlands generally include swamps, marshes, bogs,
and similar areas (Federal Register, 1982, 1986).
In addition, the SMA and the GMA definitions add:
Wetlands do not include those artificial wetlands intentionally created from non-
wetland site, including, but not limited to, irrigation and drainage ditches, grass-
lined swales, canals, detention facilities, wastewater treatment facJ/ities, farm
pond~. and landscape amenities, or those wetlands created after July 1, 1990 _
that were unintentionally created as a result of the construction of a road, street,
or highway. Wetlands may include those artificially created wetland~
intentionally created from non-wetland areas to mitigate the conversion of
wetlands.
Methods defined in the Washington Stale Wetland~ Identification and Delineation Manual
(Ecology, 1997), a manual consistent with the U.S. Army Corps of Engineers. Wetlands
Delineation Manual (Environmental Laboratory, 1987), were used to determine the presence and _
extent of wetlands on the subject property. Washington state and·all local governments-must use
the state delineation manual to implement the SMA and/or the local regulations adopted pursuant
to the GMA. The methodology outlined in the manual is based upon three essential
characteristics of wetlands: (1) hydrophytic vegetation; (2) hydric soils; and (3) wetland ·
hydrology. Field indicators of these three characteristics must all be present inordi:r to
determine that a_n area is a wetland (unless problem areas or atypical situations are encountered).
These characteristics are discussed below.
Vegetation
Plants must be specially adapted for life under saturated or anaerobic conditions to grow in
wetlands. The U.S. Fish and Wildlife Service (USFWS) has determined the estimated
probability of each plant species' occurrence in wetlands and has accordingly assigned a
"wetland indicator status" (WIS) to each species (USFWS, 1988, 1993). Plants are categorized
as obligate (OBL), facultative wetland (F ACW), facultative (F AC), facultative upland (F ACU),
upland (UPL), not listed (NL), or no indicator status (NI). Definitions for each indicator status
are listed in the Glossary. Species with an indicator status ofOBL, FACW, or FAC are
considered adapted for life in saturated or anaerobic soil conditions. Such species are referred to
as "hydrophytic" vegetation. A(+) or(-) sign following the WIS signifies greater or lesser
likelihood, respectively, of the species being found in wetland conditions.·
Areas of relatively homogeneous vegetative composition can be characterized by "dominant"
species. The indicator status of the dominant species within each vegetative stratum is used to
determine if the plant community may be characterized as hydrophytic. The vegetation of an
area is considered to be hydrophytic if more than 50% of the dominant species have an indicator
status ofOBL, FACW, or FAC.
ESA Adolfson
August 2008
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Stonegate II Lifi Station and Pipeline Project Critical Areas Report
Soils
Hydric soils are indicative of wetlands. Hydric soils are defined as soils that are saturated,
flooded, or ponded long enough during the growing season to develop anaerobic conditions in
the upper part of the soil profile (Federal Register, 1994 ). The Natural Resources Conservation
Service (NRCS), in cooperation with the National Technical Committee for Hydric Soils, has
cop:i.piled lists of hydric soils (NRCS, 1995). These lists identify soil series mapped by the
NfCS that meet hydric soil criteria. It is common, however, for a map unit of non-wetland (non-
hydric) soil to have inclusions of hydric soil, and vice versa. Therefore, field examination of soil
conditions is important to determine ifhydric soil conditions exist.
The NRCS has developed a guide for identifying field indicators of hydric soils (NRCS, 1998).
This list of hydric soil indicators is considered to be dynamic; revisions are anticipated to occur
on a regular basis as a result of ongoing studies of hydric soils. Anaerobic conditions create
certain characteristics in hydric soils, collectively known as "redoximorphic features," that can be
observed in the field (Vepraskas, 1999). Redoximorphic features include high organic content,
accumulation of sulfidic material (rotten egg odor), greenish-or bluish-gray color (gley
formal!on), spots or blotches of different color interspersed with the dominant or matrix color
(mottling), and dark soil colors (low soil chroma) (NRCS, 1998; Vepraskas, 1999). Soil colors
are described both by common color name (for example, "dark brown") and by a numerical
description of their hue, value, and chroma (for example, lOYR 2/2) as identified on a Munsell
soil color chart (Munsell Color, 2000). Soil color is determined from a moist soil sample.
Hydrology
Water must be present in order for wetlands to exist; however, it need not be present throughout
the entire year. Wetland hydrology is considered to be present when there is permanent or.
periodic inundation or soil saturation at or near the soil surface for more than 12.5% of the
growing season (typically two weeks in lowland Pacific Northwest areas). Areas that are
inundated or saturated for between 5% and 12.5% of the growing season in most years may or
may not be wetlands. Areas inundated or saturated for less than 5% of the growing season are
non-wetlands (Ecology, 1997).
Indicators of wetland hydrology include observation of ponding or soil saturation, water marks,
drift lines, drainage patterns, sediment deposits, oxidized rhizospheres, water-stained leaves, ap.d.
local soil survey data. Where positive indicators of wetland hydrology are observe_d, it is
. assumed that wetland hydrology occurs for a sufficient period of the growing season to meet the
wetland criteria, as described by Ecology ( 1997).
Page A-2 ESA Adolfson
August 2008
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Stunegate II L(fi Station and Pipeline Project Critical Areas Report
APPENDIX B:
COMMON AND SCIENTIFIC NAMES OF PLANTS AND THEIR
WETLAND INDICATOR STATUS
ESA Adolfson
August 2008
Appendix B
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Stonegute I/ l(ft Station and PtiJeline Projel'I Critical Areas Report
PLANT SPECIES LIST FOR THE STONEGA TE II LIFT ST A TION
AND PIPELINE PROJECT, IDENTIFIED ON:
COMMON NAME
ll'rees
black cottonwood
English holly
red alder
Sitka willow
Shrubs ' Douglas' spiraea
cut-leaf blackberry
Himalayan blackberry
Indian plum
(osoberry)
vine maple
Herbs
bracken fem
Canadian thistle
creeping buttercup
herb Robert
reed canarygrass
slough sedge
soft rush
sword fem
ESA Adolfson
August 2008
February 14'h and March 26, 2008
SCIENTIFIC NAME
Populus trichocurpa (Populus
balsamifera ssp. trichocarpa)
/lex aquifolium
A/nus rubra
Salix sitchensis
Spiraea dougla.,ii
Rubus laciniatus
Rubus discolor
(Rubus armenicus)
Oemleria cerasiformis
Acer circinatum
Pteridium aquilinum
Cirsium arvense · ·
Ranunculus repens
Geranium rohertanium
Phalaris arundinacea
Carex obnupta
Juncus effusus
Polystichum munitum
WETLAND INDICATOR
STATUS*
FAC
NL
FAC
FACW
FACW
FACU
FACU
FAC-
• :
FACU
FACU+
FACW
NL
FACW
OBL
FACW
FACU
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*Key to Wetland Indicator Status codes -Northwest Region (Source: USFWS, 1988, 1993 ):
OBL Obligate: species that almost always occur wetlands under natural conditions (est. probability
>99%).
FACW Facultative wetland: species that usually occur in wetlands (est. probability 67 to 99%), but are
occasionally found in non-wetlands.
FAC Facultative: Species that are equally likely to occur in wetlands or non-wetlands (est. probability
34 to 66%).
FACU Facultative upland: species that usually occur in non-wetlands (est. probability 67 to 99%), but are
occasionally found in wetlands.
UPL Upland: species that almost always occur in non-wetlands under normal conditions (est. probability
>99%).
NL Not listed: species that are not listed by USFWS (1988, 1993) and are presumed to be upland
species.
NI No indicator: species for which insufficient information is available to determine status, or which
were not evaluated by USFWS.
+ indicates a species that is more frequently found in wetlands
indicates a species that is less frequently found in wetlands
• identifies a tentative assignment based upon either limited infonnation or conflicting reviews
Page B-2 ESA Adolfson
August 2008
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Stonegate ll lf(t Station and Pipeline Prr~ject Critical Areas Report
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APPENDIX C: WETLAND DETERMINATION DATA SHEETS
ESA Adolfson
August 2008
Appendix C
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Project Site: .;-n,.1~§
DATAFORMl
Routine Wetland Determination
(WA State Wetland Delineation Manual or
1987 Co=s Wetland Delineation Manuan
Date: z{,·1/08
Applicant/Owner: e, ,, Lf er· f?tN>otV -County: 11(.1 W&
State: ,,1,,
Investioator(s): <;o -t'(...., -• S/T/R:
Do normal circumstances exist on the site? ® No Community ID:
"'' !J\ rJ () Is the site significantly disturbed (atypical situation)? Yes (~&' Transect ID:
ls the area a potential problem area? Yes J:16' Plot ID: fl[) -I
VEGETATION
Dominant Plant Species Stratum Percent Indicator Dominant Plant Species Stratum Percent
cover cover
-P~. /0-r',; F>fMt/M,;,1':.€,:,._ H 0/J (--ku,J
R,_ ~~ 4 ll.( :.,1,.: ;o.,:. ,_, <. < 'lo fAc~
v0.1.I._, h 1.~,,,-i-r b., -f t5 -CIY
•
HYDROPBYTIC VEGETATION INDICATORS: -
% of dominants OBL, FACW, & FAC: <t) 7. --
Check all indicators that apply & explain below:
Regional knowledge of plant communities Wetland Plant List (Natl or regional) ~ 011-IER ---Physiological or reproductive adaptations Morphological adaptations ---Technical literature Wetland plant data base ---
Hydrophytic vegetation present: Yes (!:J Rationale for Decision/Remarks:
No-1 {'A'" ( ~~ ,;b ,. 4 J. .. (,'-'M;..v..ff o,,r·e. o~L-.~. av-~-.
HYDROWGY . --, __
Is it the growing season: Yes ~ Water Marks: Yes a<:f,;J Sediment Deposits: Yes rNo 1
Based on: D~n::-•. ~..... • ,,_, v Drift Lines: Yes Xln./ DrainaRe Patterns: Yes f"N<f)
Dept. of inundation: -inches Oxidized Root (live roots) Local Soil Survey: Yes No
Channels <12 in. Yes 6J
Depth to free water in pit: ) /If inches FAC Neutral: Yes~ .. Water-stained
Deoth to saturated soil: '71'? inches Leaves: Yes'9
Check all that apply & explain below: Other:
Stream, lake or gage data:
Aerial photographs: ---Other:
Wetland hydrology present? Yes Ci l\ll
RationaJe for decision/remarks:
',
Indicator
--
5o-{~ fJ,{ l. J, 'I b o-l \t.•.,../ /V " t!.lovv _r-,_r.fa.,: t . V !
';r,d1c.,:;...J.1r'] •) , , ,: ( ,,,,.I (,Jo ' . .
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Map Unit Name bf<A.-k/1 :i::jl/Arl :;st kT L.Q/lM
(Series & Phase)
Drainage Class \kru.f ;i;,g.AJ,;e,t)
Field observations confinn
Taxonomy (subgroup) '196!? l/l/'e-11C. ~fr~ mapped type? Yes No
Promo Description
!'
Deptht Horizon Matrix color Mottle colors Mottle abundance Texture, Drawing of soil
(inches) (Munsell (Munsell size & contrast concretions, profile (match
moist) moist) structure, etc. descriotion)
A,1 Al l1 YfZ 1/i. S.o..f'J.v l 0........, ~ "1 k ,,,. 'j,' " ~:,,.r ....... ,
' ~ 0"'""' S<I.. ,0-7,1) /JI). l Q ;ft( ;Ye,
/1--Jfv, 8 j,11(< ::'>/:3 '5 y i!. 3/,.;
("f"lt·,·~
-s,,...J 7 ) "~ C u ...,.. IV' (JI'\..,,
11 i .t..·h "'l.,.;
Hydric Soil Indicators: (Check all that apply)
Histosol Concretions
Histic Epipedon High organic content in surface layer of sandy soils_
Sulfidic Odor Organic streaking in sandy soils
Aquic moisture regime Listed on Local Hydric Soils List
Reducing conditions Listed on National Hydric Soils List
Gleyed or low-<:hroma colors Other (explain in remarks)
Hydric soils present? Yes <J:ig)
Rationale for decision/remarks:
),,( d<JU ' CIJ ,, /~-r·'?rt {I . Iv ,lr; c.. ·1,../. C, r~-,1,·V_S' , ('()'f ~v., :e, ,.!.,,,_/
Wetland Determination (circle)
Hydrophytic vegetation present? Yes
~;;) Hydric soils present? Yes ~ Is the sampling point within a wetland? Yes ~-..J
Wetland hvdroloov oresent? Yes o>
Rationale/Remarks:
}io"L J/ '"*' -~~tu c.r', +Lr;,,_ ,;,y/'L ,,,,d: '
"
NOTES: , n vf (a,,,.,:L. ,!.,.,. , ·'"'-··t ,.J.. hj R.iJ. ,1 f!.. .; t..';i-A;~,
,;.~d , ,, "'f~'a x :,',)' ~ .. , ,_-r d.f N / S ~r. ~)·cJ',1 (-r!<..~ µ1>--H v.,,~tf ,•.,-
[\(( 1&',._) 'fol-It rt ·,-t d-, sc/,.p..r1t,<, -\-l' lre--r';' r/f''/ t,ce.ft... vv'-·i-l.~
)If 1J ol;,.,·/4 }i)t Jl 's /IJ('O f/(4.~-k-t/1 L·.Gt/d. v-jl.·lle:v"'-1.. (',,,,,y' ,-(;, ... C,
:,:'lM 11i Cd,e,i..,
1
)l't-f.J.,;u c{ q,...!.-;,C~.r /,,:.4 cf,~'i'-"-j" ,,)---!.·, ,·'•"' t
c/o"'il' t; / Of{ J~ I fJ,t7 ~-..U..r !JI ( ,,. ,
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DATAFORMl
Routine Wetland Determination
(Yi A State Wetland Delineation Manual or
1987 Corns Wetland Delineation Manual)
Project Site: s-. CONG C, 6..6 JI. Date: oZl..ilo~
Applicant/Owner: GCT'f of" R 6Sfo,-..) County: i,:J ~
State: ~
lnvestil!lltor(s): \ 1.../"-.r-. Sff/R:
Do normal circumstances exist on the site? ~ No Community ID: k:,c..A
Is the site significantly disturbed (atypical situation)? Yes c'.Nii> Transect ID: uAJ.:,,-, i:)
Is the area a potential problem area? Yes cNo:) Plot ID: l)f'. z
VEGETATION
Dominant Plant Species Stratum Percent Indicator Dominant Plant Species Stratum Percent
cover cover
(l.ni!!..1,'-A.0-1 r_ 1L.Z 1-l ?,-, ~,.' ).+-
iii,. AJU.. An,v-J .. _,. ,. ti ,~--.. """' ' ~
0 .n '-'~ I ,., . 'n<i ¥, "'l 1?.. "'1,-_; )
HYDROPHYTIC VEGETATION INDICATORS:
% of dominants OBL, FACW, & FAC: Yz C 60'7,::, ·---
Check all indicators that apply & explain below:
-
Regional knowledge of plant communities Wetland Plant List (Natl or regional) i: OTHER ---Physiological or reproductive adaptations Morphological adaptations · --· ---
Technical literature Wetland plant data base ---
Hydrophytic vegetation present: @> No --
Rationale for Decision/Remarks:
I::?~.
-·-
!xfj, Of' J;br1 • l,l,'"7. f&:.. oO. -
HYDROLOGY ---.. -·
Is it the growing season: @) No Water Marks: Yes ® Sediment Deoosits: Yes <1ljj)
Basedon: llr'b) {JJ.J A .... u Drift Lines: Yes A<lb Drn;na~e ·Patterns: Yes cmi,
Dept. of inundation: -inches Oxidized Root (live roots) Local Soil Survey: Yes No
Channels < 12 in. Yes d'!ii)
Depth to free water in pit: -inches F AC Neutral: Yes~ Water-stained
Denth to saturated soil: -inches Leaves: Yes~
Check all that apply & explain below: Other:
Stream, lake or gage data:
Aerial photographs:
Other:
Wetland hydrology present? Yes ,No:,
Rationale for decision/remarks:
rJ O ~1rnt,.R..i 15>\L 0£.t.e .. si:;IJS).::t \t-'Dl~2..,S .
.
Indicator
.
-
-
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Map Unit Name rud,_j .a:,H1k:::I tSlkl L~,"\ Drainage Class f'l'.?:?RLY :WAlt::?B'f:::.
(Series & Phase)
Field observations confirnt
Taxonomy (subgroup) nt:2¥ 1!tf?Uk ~fr?mapped type?
Prom,_Descriptlon
Depth' Horizon Matrix color Mottle colors Mottle abundance Texture,
(inches) (Munsell (Munsell . size & contrast concretions,
moist\ moist\ structure, etc.
Yes No
Drawing of soil
profile (match
descrintion1
/oVD 2/,
c..w ;-i h -::,&., D
l ,o-/9-, ---J . ,.--, ~' ,,.... I?--:.-.J
"l'l\1Zo.X, ~
<>.Ii.
' ;
.
Hydric Soll Indicaton: (Check all that apply)
Histosol Concretions
Histic Epipedon High organic content in surface layer of sandy soils
Sulfidic Odor Organic streaking in sandy soils
Aquic moisture regime Listed on Local Hydric Soils List
Reducing conditions Listed on National Hydric SoilsList
Gleyed or low-chroma colors Other (explain in remarks)
-
Hydric soils present? Yes ~
Rationale for decision/remarks:
c..t\RD1"1A.. 2 b>~ R~ ~-,u\2-€"5
Wetland Determination (circle)
Hydrophytic vegetation present? '8W No
Hydric soils present? Yes 41a Is the sampling point within a wetland? Yes ®J.
Wetland hvdrolo"" oresent? Yes <1lo>
Jbtionale/Remarks: .. ...
2-of 3 \ ..Ji:) I q.._"tt::P-~ ~€6-651 --
NOTES:
;77 '3d DIA.
f'Lc<f' ~\} 10' l,;)(i;,, er 146TI+ lr-l ~E. W~o{ ~ C/\tAi.LY.
f~ -.:.oP,QCIJr-l0ei> °oY rhrit..u.1..v~ t-6c.6f'c4.
1' ~
~ .m-/ N""'2:71+
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Project Site: "?f't>N"(;G tin.
Applicant/Owner: W1 or-
lnvestiaator(s): ~"'1".--v
:tr:
DATAFORMI
Routine Wetland Determination
(WA State Wetland Delineation Manual or
1987 Corps Wetland Delineation Manuan
Date: 2-/1<t/o~
f\_Nn,tJ Collllty: /ti /\J &
State: l)v4
Sff/R:
Do normal circumstances exist on the site? ~
Is the site significantly disturbed (atypical situation)? j Community ID: W,fi.J-1-(\)P
Yes Transect ID:
Is the area a potential problem area? Yes Plot ID: DP·?
VEGETATION
Dominant Plant Species Stratum Percent Indicator Dominant Plant Species Stratum Percent
cover cover
n,.,J,.,,, AVIAXl,:L ~,., u,. 1-i 7o t::14tvv . --
P-1-a.r J:, .,.,,, ""'-h·; t. ,1µ./l.f ~ '30 P11t,1,t.
-P:u(i., $ d\(1"'14 r7-, ~vt.S 5 lo YA:tu-
J<,t.,i, lo.cm~k., :5 10 Fllc.u.
HYDROPHYTIC VEGETATION INDICATORS: -
% of dominants OBL, FACW. & FAC: 3-::s1.,. -·-
Check all indicators that apply & explain below: .
Regional knowledge of plant communities Wetland Plant List (Natl or regional) )< OTIIER ---Physiological or reproductive adaptations Morphological adaptations ---Technical literature Wetland plant data base ---
Hydrophytic vegetation present: Yes a:!2J Rationale for Decision/Remarks:
Iv~ (>'\>,4 -fl,,,. 5D~ A-do,-,,""-c-"'*3 ILrt. OBL-~1,1. ,. 'l='ftl
HYDROLOGY , .. . --
..
ls it the growing season: Yes ~ Water Marks: Yes-/hln 1 Sediment Dennsits: Yes
Based on: A,,,._. .......,_.,,.,-1 Drift Lines: Yes ...-No) Drainaae Patterns: Yes d'l<i"l
Dept of inundation: -inches Oxidized Root (live roots) Local Soil Survey: Yes No
Channels <12 in. Yes a§;) --
Depth to free water in pit: 718" inches F AC Neutral: Yes<&.) Water-stained
Deoth to saturated soil: -, l <;,-inches Leaves: Ye~
Check all that apply & explain below: Other:
Stream, lake or gage data:
Aerial photographs:
Other.
Wetland hydrology present? Yes ~ Rationale for decision/remarks:
N-o ·, ~,1.-... ~s p,ts/A, 5./..5 dr,i +, -+ 1i'
Indicator
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Map Unit Name Y, 1 11---.:r,Mn §.JI :f I ()6.t"l Drainage Class &nP.,\_y J;)OL/J:?C'b
(Series & Phase)
Field observations confirm
Taxonomy (subgroup) \4 (;:'.,IC, ,IJU?-11C-~utf'l'::lnapped type?
Prof", Description
Yes No
Depth Horizon Matrix color Mottle colors Mottle abundance Texture, Drawing of soil
(inches) (Munsell (Munsell size & contrast concretions, profile (match
moist) moist) structure, etc. description)
OslS A \DYfZ. J./1----~,.JI 1~
w-~ B 'iY ,Y.,
.
Hydrlc Soll Indicators: (Check alJ that apply)
Histosol Concretions
Histic Epipedon High organic content in surface layer of sandy soils
Sulfidic Odor Organic streaking in sandy soils
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)
Hydric soils present? Yes 1§
Rationale for decision/remarks:
S,-, L d,,~ rial-C dY-4-"" ;._ ~V<~~:,cJ 'r,.,;,Ln,... ,-..J.; ... ~,;
Wetland Determination (circle)
Hydrophytic vegetation present? Yes '!3, Yesr-:;:;:-, Hydric soils present? Yes Is the sampling point within a wetland?
Wetland hydroloo:v present? Yes ~ ~--
Rationale/Remarks: .. ---
'No ,-,. h '-...\uv, r u~a,...+
NOTES: ])p.3 " iov -i ,_J._ ,{,..4-1,l.-l ... .,... ... .,.ov-l-{.. dj ~ PS I" ... +,-..._ ,...._
a. ( t"-ri Pil-A-IL , 11-1).UI-I ;,r·Aa 5 ... L.~ (J,V L. d.,'1 +o ~A
\ i!A-S 1 1,0" N S(-t • fl A J~a-, t oj-r~.
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"'
DATAFORMl
Routine Wetland Determination
(WA State Wetland Delineation Manual or
1987 Cams Wetland Delineation Manual\
Project Site: '7'f'v'-l l:i'. C ~ :rr:. Date: '2-/1 ~/ i)'g'
Applicant/Owner: C '1'11 Oe, J&~<v County: \i-1 N(,
State: V'Ji~
lnvestioator(s\: ,<,o -1'"" v Srf/R:
Do nonnal circumstances exist on the site? Q/w No Community ID: wni,Wf)
Is the site significantly disturbed (atypical situation)? Yes~ Transect ID:
Is the area a potential problem area? Yes ~ Plot ID: 'OfJ-4
VEGETATION
Dominant Plant Species Stratum Percent Indicator Dominant Plant Species Stratum Percent
cover cover
P~ .. 1 .,,, o./' ... 1,yt.,e. µ !DD?,,, .-..:.1-tw
"Sr,v~··· L ,. I ,,·, s .!) $"1. ea,.. vt) -
"'J
t:> .. b... I.~--. +...~ < 4o1_ t:°A-tM..
I;~, J.,11 •(vt-•,, Ii tl'lt t:'<1-, I I
-
HYDROPHYTIC VEGETATION INDICATORS:
% of dominants OBL, FACW, &FAC: C, 7') 0 ··-··-
Check all indicators that apply & explain below:
Regional knowledge of plant communities Wetland Plant List (Natl or regional} X OTHER ---Physiological or reproductive adaptations Morphological adaptations --Technical literature Wetland plant data base
Hydrophytic vegetation present: -~ No
Rationale for Decision/Remarks:
('/l i><' -Jb $'!) ? 0 c}\· J ....... ._...1-,s """'
. .,_ .
6<:, L. , t::'4tAN . -.;:+\-(.
HYDROLOGY ---
. --,,_ ..
Is it the growing season: Yes ~ Water Marks: Yes ~o') Sediment Deoosits: Yes~ Based on: r.,.,;, . ~"''-"-•~-v.~, Drift Lines: Yes ""' -, Drainage Patterns: -Yes
Dept. of inundation: -'inches Oxidized Root (live roots) Local Soil Survey: Yes No
Channels <12 in. Yes@ .. --
Depth to free water in pit: '21 I,, inches F AC Neutral: Yes~-Water-stained
Denth to saturated soil: ':>1 /. inches .. Leaves: Yesg;i;'
Check all that apply & explain below: Other:
Stream, lake or gage data:
Aerial photographs:
Other:
Wetland hydrology present? Yes ,!'[gj
Rationale for decision/remarks: ~tM' .f..,._ ._ 4' 0 r.d.. ~ n ....._, by ( w ,.,,"""' 10').
Indicator
5,,l,, tlf'-~+-+o ~~4.-. b~ ,,c-<-.,~ .. +<&. S'o.-h.we,f,~ +-a.v~
r 1..,. ~ 0~ ' 1-:T.:a I (I.M[ "" c,,·e...,,\J,W S' "'1 .S O"'-!?~< .,L.: &,'\. ?.rtt;t'.NtLd. 4
ii,<-S'-t~\'1.<-r.f;,., /.. $',,, 1_ :, _ t;,, L p;+
7 vi;--t--.. .f o ,.-.s oJ t., 11 [I-v uy !:fvo., ;j ,
-
In
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1i:'l l<;J
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SOILS
Map Unit Name %\-UH'ei\\cn f:,t u lpA,M
(Series & Phase)
Drainage Class :lb::P l V WN~
Field observations confirm
Taxonomy (subgroup) n@::,. V~ ~~ mapped type?
Profilf Description
Yes No
Depth' Horizon Matrix color Mottle colors Mottle abundance Texture, Drawing of soil
(inches) (Munsell (Munsell size & contrast concretions, profile (match
moist) moist) structure, etc. descriotion)
·D • I & 4 (Dj"-..._/-i ~ -1 J,<.~
1~· 1'3+ 13 "'/ ID{,?.. i I oy r-sh ,.,.,,t .. ......,,_
.i iJ, Cv (',",MO,._. \D~-
I a<(-,A s,,;
5yg_ >jg "(Y1 u . ......,.,,.,.,.
,l,),....,(V'O,...,
,;..'",)M,.....t,,._t_
Hydric Soil Indicators: (Check all that apply}
Histosol Concretions
Histic Epipedon High organic content in surface layer of sandy soils
Sulfidic Odor Organic streaking in sandy soils
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)
Hydric soils present? 43) No
Rationale for decision/remarks:
5,;[-,, <>(4,.-\ Dtv c.lfl>rvc. ..... wt.Ii.. ~" (I.) 0 ,,_ +i...·lw--L,
Wetland Determination (circle)
Hydrophytic vegetation present? ~ No
Is the sampling point within a wetland? _9 No Hydric soils present? /~~ Wetland hydroloov oresent? Yes --lutlonale/Remarks: . 1 , a¢r-· J , I · c rh.\l~ 1--'jii-< J '(J( r-~· 11'1 (.{J,~~ +v :lc.-J ' l'v,-t r-s . ~ f (d ~"""' (.. .• .,.., p <
(t).,l'l.lr 1'(I t.lH \'i r,'v,iW~ S° t,U ~-().I,.& ;,./{ i,r :i..~ <iVNV••.l <h'r>--,,t--~ ~1 ·• au,~L.,: "' , • ...._ ,-,... ~A{4 ..;1..1;tv,L)~rJ,i'Y' ,Vll.-"-r/,., 0:.¥' 4J).. ~ a/. ~,f.
NOTES: w-~ ) .,,.._j..,J
~ 1 DI J>,,...., (5,1-wNi
rvt"1 Cll, I... w,A l..,J
~-h-~.
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DATA FORM I
Routine Wetland Determination
(WA State Wetland Delineation Manual or
1 987C orps Wetland Delineation Manual)
Project Site: ~ c:,J.i.,'7~ 1L-Date: c;:3,21,c§,
Applicant/Owner: ::,rT'/ of '2.E,S""cQ-1 County: r'-' t,.IC,
lnvesti!:l.ator(sl: '::>=/Lf:>
State: Wk.
smR:
Do normal circumstances exist on the site? e!fo No Community ID:
Is the site significantly disturbed (atypical situation)? Yes alll! Transect ID: k)E:::r 1::,
ls the ·area a potential problem area? Yes <lSll? Plot ID: l)\'-I ' -
VEGETATION
Dominant Plant Species Stratum Percent Indicator Dominant Plant Species Stratum Percent Indicator
C0\-1.!r cover
A. [ ·-' o .. n~. '1 'hn I".:<\/ p,_{) ,l l"I,,(.._ ,0 • .,. • ....,,d!/.J~JA -r '.2.o yL\.( -
Q '°"' An"""-"" 1 -. c.., (? fu '
~-, Jlf?IJI. A -0 w Ur,)
(',AO,:;., , · -' 1J>rll iJ 2-o /'0.1
a_,, An 1-S ,1 r,. ·-,....._ ••• I!... IA 35 e;,, I.~
~' •~ ....... /.,~"'J!.,-w!.. ~ ':J fu,i...J -··-
HYDROPHYTIC VEGETATION INDICATORS:
~" '&:>%, -
% of dominants OBL, F ACW. & F AC: -
Check all indicators that apply & explain below:
Regional knowledge of plant communities Wetland Plant List (Natl or regiohal) --A--OTHER ___
Physiological or reproductive adaptations Morphological adaptations ---Technical· literature Wetland plant data base ---
Hydrophytic vegetation present; ~ No . . ...
Rationale for Decision/Remarks:
,w% 1):;rl l i-) ,t,.,-,'r v~ 1::Tt,.-rl~ '~ f't,..c., c;,42... 0~ .
HYDROLOGY .•
.. ;
Is it the growing season: ~ No Water Marki;;: Yes IN'o) Sediment Deoosits: Yes (Nu)
Based on: V.KTb-of -=,..>P-vei Drift Lines: Yes 1'1'19> Drainae.e Patfeffis: Yes (N?)
Dept. of inundation: -inches Oxidized Root (live roo~ Local Soil Survey: Yes No
Channels < 12 in. Yes ..
Depth to free water in pit: t inches FAC Neutral: 8 No Water-stained
DE"nth to saturated soil: 0 inches Leaves: Yes~
Check all that apply & explain below: Other:
Stream, lake or gage data:
Aerial photographs: ---
Ocher:
Wetland hydrology present? e No
Rationale for decision/remarks:
'S~t>llP-."f ~ ~t-1 -f"of ~· I .
I
I
I
I
I
I
I
I
I
I
I
. --
•, .. ,_
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Map Unit Name _}':J;,,,4J~~:1sll:U.~bt,...f=__J,_6':,c:t::
(Series & Phase)
Taxonomy (subgroup) Vr(tl.4t-'i)(l, t>~/
' Profile Description
" 0 ,:;o o ~e:i;:#t.i."['
Drainage Class IJ)0.l. ]$Ait?€if ,m~£'
Field observations continn
mapped type? Yes No
Depth Horizon Matrix color Mottle colors Mottle abundance Texture. Drawing of soil
(inches) (Munsell (Munsell size & contrast concretions, profile (match
moist) moist) structure, etc. description)
o-~ A loY~.3/1 --7 $1 , ,'hV I ......... ...-.
' 7. ~'.//)_-'./~ e«tn/n epft,~ B-1'2> ~ '2.,S 'I 5/1 -':::, I ...... v _,,. a 11'\
Hydric Soil Indicators: (Check all that apply)
Histosol Concretions
Histic Epipedon High organic content in surface layer of sandy soils
Sulfidic Odor Organic streaking in sandy soils
Aquic moisture regime Listed on local Hydric Soils List
)( Reducing conditions Usted on National Hydric Soils List
:,( Gleyed or low·chroma colors Other (explain in remarks)
Hydric soils present? CY No
Rationale for decision/remarks:
L,o;.:> ~A.. ~ R,.~)(. ~~ ..:,(:I.,~ '6 &u,t1-rr
Wetland Determination (circle)
H ydrophytic vegetation present? ~ No
Hydric soil~ present'! No ls the sampling point within a wetland? @ No
Wetland hvdroloov oresent? fro No
Rationale/Remarks:
kv,__. 6 we:.~ I t-4 DICA"'t~ ft<.~
NOTES:
11
'
11
t:
I;
••
I : ..
11
I:
.!
·.il
I
I
I
I
I
DATA FORM I
Routine Wetland Determination
(WA State Wetland DeUneation ·Manual or
1987 Coros Wetland Delineation Manual)
Project Site: -S,o.JC~~ Date: C>:32(.,=,cP'c:::-
Applicant/Owner: C'.Kf)I c,F 1',6-!L1'>N County: KINti
State; ..,::>A
Investigator( s): ,,. , ~
S/T/R:
Do normal circumstahces exist on the site? ~ No Community ID:
ls the site significantly disturbed (atypical situation)? ® Transect ID: \.,,)£:::f g
ls the area a potential problem area? Yes <!'!ii) Plot ID: DI'· Z.. -u'i"• A.~\l:>
VEGETATION .• o .. ..
Dominant Plant Species Stratum Pl!rccn1 Indicator Dominant Plant Species Stratum Percent lndicator
C0\'1.'T cover
/\.., .,,..,,__ o.,nrl" ..,... 1~ .::;,...r
()_,__. J1""'6 Ju,\) n. ·\A,.,~ I \ v::; ..... J, .I ....
P1-,o.,~ A.e---.,-"' ~-'"' "::, ~ -,:?J,.,. , \
0 ,--,.,11
" ...ru<1,r'iJP' II 10 r".A1 J" I\
~ ... .,..,0 ' IQ e, .. I A"T <.:IM s ,.,.... ~c....-
HYDROPHYTIC VEGETATION INDICATORS:
~;S<% -
% of dominants OBL, F ACW. & F AC:
Check all indicators that apply & explain below:
Regional knowledge of plant conununities Wetland Plant List (Natl or regional} _L_ OTHER ___
Physiological or reproductive adaptations Morphological adaptations ---Technical literature Wetland plant data base ---
Hydrophytic vegetation present: @ No . ..
Rationale for Decision/Remarks:
5:J7'1;7 tbt-, l~ \{EL,~c::t-l f'Ac... oR... w~
HYDROLOGY ' . •.. .
. ..
Is it the growing season: ~ No Water Marks: Yes (NO Sediment 0f"nosits: Yes /Nol
Based on: ~-rr.: o"" ?0fZ..-\lf::'/ Drift Lines: Yes INol Draina11e Patterns: Yes~
Dept. of inundation: -inches Oxidized Root (live roots) Local Soil Survey: Yes No
Channels <12 in. Yes~
Depth to free water in pit: lb inches FAC Neutral: Yes ~,9~ Water·stained
Dentl1 to saturated soil: I<\ inches Leaves: Yes(§)
Check all that apply & explain below: Other:
Stream, lake or gage data:
Aerial photographs:
Other:
Wetland hydrology present? Yes ~ Rationale for decision/remarks:
N,::,f' b\(10~ k.'.>rnf1N 12'. ! NO f'2.1"1AfJ...y 1,-lDt~ ~ 2 SU-g..)~I ~
l>-\VI~ uo-,, ,,.
11
I
I
I
I
I'
I
I
I
I
I
I , ..
I
I
I
I:
Map Unit Name
(Series & Phase)
Taxonomy (subgroup) i '1 ~ l>,I~~~
Field observations confirm
mapped type·> Yes No
' '
Profi~e Description
Depth Horizon Matrix color Mottle colors Mottle abwidance Texture. Drawing of soil
(inches) (Munsell (Munsell size ~ contrast concretions, profile (match
moist) moist) slructure, etc. descriotion)
0-R II I,~ Va_'!,/, -~'/ LctJ"\
B l'C> b 1 'e, v'=·lt 7 C:, vo4/,_ U>nl"'I/ r1ed ~·--LDAl"\Y ~ ... .-p
'6-1 'b (2_ 2. '=>'11h 7, c.\lo 2 '~
, c;,r-, r'l/u:.lP,;il/
-'·., --lq,,n'/ -S.A~D
Hydric Soil Indicators: (Check all that apply)
Histosol Concretions
Histic Epipedon High organic content in surface layer of sandy soils
Sulfidic Odor Organic streaking in sandy soils
Aquic moisture regime Listed on Local Hydric Soils List
>< Reducing conditions Listed on National Hydric Soils List
X -Gleyed or Jow-chrom:l. colors Other (explain in remarks)
Hydric soils present? 't9> No
Rationale for decision/remarks:
Lo.,> ~A .f Ra:::o.x ~!>12-~ ff<~~
Wetland Determination (circle)
Hydrophytic vegetation present'! {ff;> No
Hydric soils present? ~ ~ Is the sampling point within a wetland'! Yes@
Wetland hvdroloov present'/ -Rationale/Remarks:
Ncrr A'c-L-3 ~ IN b'l'.-&lz:!R~ .f?,._e:,et--tt,
;
NOTES:
·-
I
I
I
I
I;
(.,_j
I;
'
I
1,
. !
I:
'
I:
I;
I:
I
I
I
I
I:
DATA FORM 1
Routine Wetland Determination
(WA State Wetland Delineation Manual or
1987 Corns Wetland Delineation Manual)
Project Site: s-r-ot-1 Glja-n: 1C--Date: o'32.bo'c:,
Applicant/Owner: '2-lTY of f<,C},j 1""or-l County: \.(J NCi
lnvestioator(s): "->c,/1 JL..
State: \o.:>A
SIT/R:
Do normal circumstances exist on the site? ~ No Community ID:
ls the site significantly disturbed (atypical situation)'! Yes ~ Transect ID: w~e,
ls the area a potential problem area? Yes ®n Plot ID: DP-3 -up, A, II)
VEGETATION
Dominant Plant Species Stratum Pen:t::nt Indicator Dominanl Plant Species Stratum Percent Indicator
CU\'l.'J' cover
O· _I, ·'"·'W'::> D --~-.,; d 1S ,:;r .... JO ' ..
O..>&U? . ~ 11 A,."'-:'.:;, C,(J Pl!,-. ' .
A' • 11.)5 KuP42A -r-16 n}.{_,,
;:•,-,A<----I u 20 'N l.. -,
HYDROPHYTIC VEGETATION INDICATORS:
%of dominants OBL. FACW, & FAC: Yz.. ;; S:>%,
Check all indicators that apply & explain below:
-·
Regional knowledge of plant communities Wetland Plant List (Natl or regionai) 2_ OTHER ___
Physiological or reproductive adaptations Morphological adaptations ---Technical literature Wetland plant dat.a base ---.
Hydrophytic vegetation present: @ No
Rationale for Decision/Remarks:
et>ib J;l,.n 1t-lbt-l-'f -1&4~ f'A<.. ci2-W!<:..1'{1:.12. .
HYDROLOGY ' ...
Is it the growing season: ~ No Water Marks: Yes <J(ie, Sediment Denosits: Yes f'M....
Based on: ~ -:5<>1< Drift Lines: Yes~ Drainae.e Patterns: Yes ~
Dept. of inundation: -inches Oxidized Root (live root~) I Local Soil Survey: Yes No
Channels < 12 in. Ye.s ~ .. ---Depth to free water in pit: inches FAC Neutral: Yes~ .. Water-stained
Denth to saturated soil: -inches Leaves: Yes {!§Y
Check all that apply & explain below: Other:
Stream. lake or gage data: \-1.o~@ ~,o'. Aerial photographs: ---Other:
Wetland hydrology.present? Yes (. Ii>-' -
Rationale for decision/remarks: 1-1,::,;' 6,t:r,rV~c> 1-"111-h t,j 12" :t-NC> fi;,\l'""'IARY 1~1Q.e'>&S1
2-!>-f Ceo '"SJ:;>;<>Y l~l2l~ t.\.01'"" +i).~:sf:
•
I
I
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I
1.-,
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,.:.i
I
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I
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Map Unit Name e~-lt:D~ kfo,._
(Series & Phase)
Field observations confirm
Taxonomy (subgroup) 0,fl!l+f)f{, DY?fR<¥ff?rff•'~/ mapped type?
•
Prof~e Description
Depth Horizon Matrix color Mottle colors Mottle abwidance Texture.
(inches) (Mun.set) (Munsell size & contrast concretions,
moist) moist) structure. etc.
0-10 A_ 10'/R. 2/, ,..-
/0-/ I,:, 0 ' lo'ff)2/, I ov,,,,1/,_ c.c,;-, n / Jlf; ':/
'l)f(i: :lJ._\,.lNJ , -.,-,
Hydric Soil Indicators: (Check atl that apply)
Histosol Concretions
5c.D
Yes No
Drawing of soil
profile ( match
descriotion)
Histic Epipedon High organic content in surface layer of sandy soils
Sulfidic Odor Organic streaking in sandy soils
Aquic moisture regime Listed on Local Hydric Soils List
Reducing conditions Listed on National Hydric Soils Lii-t
Gleyed or low-chroma colon. Other (explain in remarks)
Hydric soils present'! Yes ~ Rationale for decision/remarks:
(',le, 1...u:>lC-,t('<~ -&~
.
Wetland Determination (circle)
Hydrophytic vegetation present? ~ No
Hydric soils present? Yes ~ ls the sampling point within a wetland? Yes ®
Wetland hvdroloPv oresenl'? Yes
Rationale/Remarks: "·
No'f AI..L, b i.;:::,El"i"'\.A~ 1) 1µDt~Dg_"::, W€6~
NOTES: