HomeMy WebLinkAboutSWP272348(1) Return Address:
City Clerk's Office
City of Renton
1055 South Grady Way /L
Renton, WA >
BILL OF SALE Property Tax Parcel Number: 182305-9244
Project File#: 2348 Street Intersection: 430 Maple Ave SW
Grantor(s): Grantee(s):
1. Schneider Hdimks, Inc. 1. City of Renton, aMunicipal Corporation
The Grantor,as named above,for,and in consideration of mutual benefits,hereby grants,bargains,sells and delivers to
the Grantee,as named above,the following described personal property now located at:
430 Maple Ave SW
in the City of Renton,County of King and State of Washington,to-wit:
Water Distrbution System Improvements
Storm Drainage System Improvements
Street Improvements
Street Lighting
By this conveyance,Grantor will warrant and defend the sale hereby made unto the Grantee against all and every person
or persons,whomsoever,lawfully claiming or to claim the same. This conveyance shall bind the heirs,executors,
administrators and assigns forever. A
IN WITNESS WHEREOF,I have hereunto set my hand and seal day e n bel
Notary Seal must be within box INDIVIDUAL FORM OFACKNOWLEDGMENT
STATE OF WASHINGTON )SS
COUNTY OF KING )
I certify that I know or have satisfactory evidence that
'' •'C-XON ��I-0 ( P r2�LD C%- SC �1�(-el` signed this instrument and
f:r .h:�OTAR Y hacknowledged it to be his/her/their free and olunt act for the uses and purposes
a ��
p G. ; mentionedjin a instrument
/r PUa;Jc,
"tt 4..'• �, O� :. :'e Notary,Public in and for the State of Wj hi gton
N�(Print) �lD� ifa
My appointment expires:
Dated:
H:\FORMS\KCRECORD\BOS-DOC\bh Page 1
Return Address:
City Clerk's Office
City of Renton
200 Mill Avenue South
Renton,WA 98055-2189
BILL OF SALE Property Tax Parcel Number. 182305-9244
Project File#: 2348 Street Intersection Address: 430 Maple Ave SW
Reference Number(s)of Documents assigned or released:Additional reference numbers are on page
Grantor(s): Grantee(s):
1. Schneider .Homes, INc. 1. City of Renton, aMunicipal Corporation
2.
The Grantor,as named above,for,and in consideration of mutual benefits,hereby grants,bargains,sells and delivers to
the Grantee,as named above,the following described personal property.
WATER SYSTEM: jAngth
3 Size " � Water Main
L.F.of
32 L.F.of 6 " DI Water Main
L.F.of Water Main
3 each of 8 " Gate Valves
each of " Gate Valves
2 each of Fire Hydrant Assemblies
SANITARY SEWER SYSTEM: Length size Type
L.F.of Sewer Main
L.F.of " Sewer Main
L.F.of " Sewer Main
each of Diameter Manholes
each of Diameter Manholes
each of Diameter Manholes
STORM DRAINAGE SYSTEM: Lmqth size iypne
307 L.F.of 12 " RCP Storm Line
190 L.F.of 12 " CPFP Storm Line
L.F.of " Storm Line
each of " Storm Inlet/Outlet
4 each of " 1 Storm Catch Basin
each of Manhole
STREET IMPROVEMENTS: (Including Curb,Gutter,Sidewalk,Asphalt Pavement)
Curb,Gutter,Sidewalk 474 L.F.
Asphalt Pavement: SY or L.F.of Width
STREET LIGHTING:
#of poles 2
By this conveyance,Grantor will warrant and defend the sale hereby made unto the Grantee against all and every perso
ar n
or persons,whomsoever,lawfully claiming or to claim the same. This conveyance shall bind the heirs,executors,
administrators and assigns forever.
H:1FU,E.SynT, i\84HNDOUI\BII.LSALE.DOC\MAB Page 1
Ownership Transferred to City of Benton
CITY OF RENTON
PLANNING, BUILDING/PUBLIC WORKS DEPARTMENT
FINAL COST DATA AND INVENTORY
NAME OF PROJECT WTR-
WWP_
Ozbolt Condominiums SWP_
TRO-
TED-
Per the request of the City of Renton, the following information is furnished concerning final costs for improvements
installed and turned over to the City for the above referenced project.
WATER SYSTEM CONSTRUCTION COSTS:
Length Size Type
403 L.F. of 8 DI WATERMAIN
32 L.F. of 6 DI WATERMAIN
L.F. of WATERMAIN
L.F. of WATERMAIN
3 EACH of �— ' — GATE VALVES
EACH of GATE VALVES
EACH of GATE VALVES
2 EACH of FIRE HYDRANT ASSEMBLIES S 20,436
(Cost of Fire Hydrants must be listed separately) S 3,500 — hydrants
(Include Engineering and Sales Tax if applicable $ 4,452
. TOTAL COST FOR WATER SYSTEM S 28,388
SANITARY SEWER SYSTEM: STORM DRAINAGE SYSTEM:
Length Size 'Type Length Size Type
L.F. of ` SEWER MAIN 307 L.F.-or 12 RCP STORM LINE
L.F. of SEWER MAIN 190 L.F.of 12 CPEP STORM LINE
L.F. of SEWER MAIN L.F. of STORM LINE
EA of DIAMETER MANHOLES EA of STORM INLET/OUTLET
EA of ' DIAMETER MANHOLES 3 EA of Type 1 STORM CATCHBASIN
(Including Engineering and Sales Tax EA of STORM CATCHBASIN
if applicable) $ (Including Engineering and Sales Tax $18,241
TOTAL COST FOP.SANITARY SEWER SYSTEM S If applicable) $ 3,393
TOTAL COST FOR STORM DRAINAGE $21,634
SYSTEM
STREET IMPROVEMENTS: (Including Curb, Gutter,Sidewalk, Asphalt Pavement)
Curb, Gutter, Sidewalk: 474 L.F. $ 121134
Asphalt Pavement: 415. Sy or L.F. of varyinp, Width S 10,37
SIGNALIZATION: (Including Eng. Design Costs, City Permit Fees,'WA St Sales Tax)
STREET LIGHTING: (Including-Eng. Design Costs, City Permit Fees, WA St Sales Tax)
of Poles 2 S 13,046
Dennis Alfredson, P.E. (206) 2-4 2471
Print signatory name day phone
j,
( TVRE)
1'orms/COSTDAT2.DOC/bh. / (Signatory mu33 be4uthorized agent
or owner o�'s Oct development)
! y
Return Address:
City Clerk's Office
City of Renton
1055 South Grady Way
Renton, WA
BILL OF SALE Property Tax Parcel Number: 182305-9244
Project File#: 2348 Street Intersection: 430 Maple Ave SW
Grantor(s): Grantee(s):
1. Schneider H(ImEis, Inc. 1. City of Renton, a Municipal Corporation
qd. The Grantor,as named above,for,and in consideration of mutual benefits,hereby grants,bargains,sells and delivers to
the Grantee,as named above,the following described personal property now located at:
430 Maple Ave SW
0 in the City of Renton,County of King and State of Washington,to-wit:
Water Distrbution System Improvements
Storm Drainage System Improvements
0 Street Improvements
Street Lighting
By this conveyance,Grantor will warrant and defend the sale hereby made unto the Grantee against all and every person
or persons,whomsoever,lawfully claiming or to claim the same. This conveyance shall bind the heirs,executors,
administrators and assigns forever. A
IN WITNESS WHEREOF,I have hereunto set my hand and seal 'day an e be�1 ).
S
01
a;
Notary Seal must be within box INDIVIDUAL FORM OFACKNOWLEDGMENT
STATE OF WASHINGTON )SS
COUNTY OF KING )
n, I certify that I know or have satisfactory evidence that
a
I�T �Uli1 C/�F�` signed this instrument and
I acknowledged it to be his/her/their free and olunt act for the uses and purposes
:0 c;�TA��Y �; �, mentionedTmthe-instrument
R11't3L1v
•�y:s Not
ary;I'ublic in and for the State of W hi9gton
�Jas_
fit" '• -� f':1� N&�(Print) J01Q<f",g
My appointment expires:
Dated: -
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BILL OF SALE Property Tax Parcel Number. 182305-9244
Project File#: 2348 Street Intersection Address: 430 Maple Ave SW
Reference Number(s)of Documents assigned or:-pleased:Additional reference numbers are on page
Grantoe(s): Grantee(s):
1. Schneider .Homes, INc. 1. City of Renton, a Municipal Corporation
2.
The Grantor,as named above,for,and in consideration of mutual benefits,hereby grants,bargains,sells and delivers to
the Grantee,as named above,the following described personal property.
WATER SYSTEM: jAnath Size_ �
L.F.of 8 DI Water Main
32 L.F.of 6 DI Water Main
L.F.of Water Main
03 each of 8 " Gate Valves
each of " Gate Valves
2 each of Fire Hydrant Assemblies
SANITARY SEWER SYSTEM: Length size lyp—e
C) L.F.of Sewer Main
L.F.of Sewer Main
L.F.of Sewer Main
each of " Diameter Manholes
each of " Diameter Manholes
each of " Diameter Manholes
STORM DRAINAGE SYSTEM: Length size �e
307 L.F.of 12 RCP Storm Line
190 L.F.of 12 C P F P Storm Line
L.F.of Storm Line
each of Storm Inlet/Outlet
4 each of Type 1 Storm Catch Basin
each of Manhole
STREET IMPROVEMENTS: (Including Curb,Gutter,Sidewalk,Asphalt Pavement)
Curb,Gutter,Sidewalk 474 L.F.
Asphalt Pavement: SY or L.F.of Width
STREET LIGHTING:
#of poles 2
By this conveyance,Grantor will warrant and defend the sale hereby made unto the Grantee against all and every person
or persons,whomsoever,lawfully claiming or to claim the same. This conveyance shall bind the heirs,executors,
administrators and assigns forever.
H:\FIIB.SYS\FPI"4HNDOLrMILLSALE.DOCIMAB Page 1
Return Address:
Cite Clerk's Office
CiIN of Renton
200 Mill Avenue South
Renton. WA 98055-2189
L7 Title: UTILITIES EASEMENT Pro erty Tax Parcel Number: 182305-9244
Project File#: 07gol T APARTMENTS I Street Intersection or Project Name: apl e SW
+-1 Reference Number (s)of Documents assigned or released: Additional reference numbers are on page
0 Grantor(s): Grantee(s):
1. Schneider Homes, Inc. 1. City of Renton, a Municipal Corporation
Additional legal is on page_�_of document. (.Abbreviated legal description MUST go here.)
O LEGAL DESCRIPTION:
A portion of Parcel 2, City of Renton lot line adjustment No. LLA-052-90, recorded under Recording No.
9011019001 and I)ing within the southwest quarter of Section 18,Township 23 North,Range 5 East, W.M., in
King County, Washington.
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That said Grantor(s), for and in consideration of mutual benefits,do by these presents,grant.bargain_
sell,convey,and warrants unto the said Grantee, its successors and assigns,an easement for public -
utilities(including water,wastewater,and surface water)with necessan appurtenances over, under,
through,across and upon the following described property(the right-of--way) in King County,
Washington, more particularly described on page 1. (or if full legal is not on page I—Exhibit A.)
For the purpose of constructing. reconstructing, installing,repairing,replacing,enlarging,operating and
maintaining utilities and utility pipelines, including,but not limited to,water,sewer and storm drainage
lines,together with the right of ingress and egress thereto without prior institution of any suit or
proceedings of law and without incurring any legal obligation or liability therefor. Following the initial
construction of its facilities, Grantee may from time to time construct such additional facilities as it may
require. This easement is granted subject to the following terms and conditions:
1. The Grantee shall,upon completion of any work within the property covered by the easement,
restore the surface of the easement,and any private improvements disturbed or destroyed
during execution of the work,as nearly as practicable to the condition they were in
immediately before commencement of the work or entry by the Grantee.
2. Grantor shall retain the right to use the surface of the easement as long as such use does not
interfere with the easement rights granted to the Grantee.
C Grantor shall not,however,have the right to:
a. Erect or maintain any buildings or structures within the easement;or
b. Plant trees, shrubs or vegetation having deep root patterns which may cause damage
O to or interfere with the utilities to be placed within the easement by the Grantee-, or
C. Develop, landscape,or beautify the easement area in any w,ay which would
unreasonably increase the costs to the Grantee of restoring the easement area and any
private improvements therein.
d. Dig,tunnel or perform other forms of construction activities on the property which
would disturb the compaction or unearth Grantee's facilities on the right-of-way, or
endanger the lateral support facilities.
e. Blast within fifteen(15)feet of the right-of-way.
This easement shall run with the land described herein,and shall be binding upon the parties, their
heirs, successors in interest and assigns. Grantors covenant that they are the lawful owners of the above
properties and that they have a good and lawful right to execute this agreement.
By this conveyance, Grantor will warrant and defend the sale hereby made unto the Grantee against all
and every person or persons,whomsoever, lawfully claiming or to claim the same.This conveyance
shall bind the heirs, executors. administrators and assigns forever.
H:\FILE.SYSTRW3EASENIMOOI3.DOC\ Page 2 FORM 03 0013/bh/CA2-21-97
IN WITNESS REO , have hereunto set my hand and seal the day,and year as written below.
J
e
Manager of Development
I I47DUAL FORV OFACdNOWZEDGMEAT
Notary Seal 60r�ff Homes FWASHNGTON )
COUNTY OF KING )SS
I certify that I know or have satisfactory evidence that
signed this instrument and
acknowledged it to be his/her/their free and voluntary act for the uses and
purposes mentioned in the instrument
Notary Public in and for the State of Washington
Notary(Print)
My appointment expires:
Dated:
L'?
REPRESEATATIYE FORV OFACdh'OWLEDGMEAT
Notary Seal must be within box STATE OF WASHNGTON )
Q COUNTY OF KING )SS
I certify that I know or have satisfactory evidence that
signed this instrument,on
oath stated he/she/they was/were authorized to execute the instrument and
O acknowledged it as the and of
to be the free and voluntary act of such
party/parties for the uses and purposes mentioned in the instrument
Notary Public in and for the State of Washington
Notary(Print)
My appointment expires:
Dated:
CORPOR4TE FORVIOFACKNOWZEDGSIE`T
Notary Seal must be within box STATE OF WASHNGTON )
COUNTY OF KING )SS
On this day of , 19 bef re me personally appeared
to me known to be
of the corporation that executed the within
PAU L E. MORROW in ent,and a owledge the said instrument to be the free and voluntary act
and deed of said corporation,for the uses and purposes therein mentioned,and
STATE OF WASHI NGTON each on oath stated that he/she was authorized to execute said instrument and that
the rxed is the corpo to seal of said corporation.
NOTARY PUBLIC
ICY COMMISSION EXPIRES 7-15-00 1 t�m,Nothly Public in f r tfle State Washingto
Notary(Print)
My appointment expires: —
Dated: � 1�
EXHIBIT`A"
LEGAL DESCRIPTION
(Must be stamped by a P.E. or L.S.)
WATER MAIN EASEMENT
LEGAL DESCRIPTION
THAT PORTION OF PARCEL 2, CITY OF RENTON LOT LINE ADJUSTMENT No.LLA-052-90,
RECORDED UNDER RECORDING No. 901101900 1,RECORDS OF KING COUNTY, WASHINGTON,
DESCRIBED AS FOLLOWS:
COMMENCING AT THE SOUTHWEST CORNER OF SAID PARCEL 2;
THENCE NORTH 29056'09"EAST ALONG THE WESTERLY LINE OF SAID PARCEL 2 AND ALONG
THE EASTERLY MARGIN OF MAPLE AVENUE SOUTHWEST, A DISTANCE OF 210.56 FEET TO
THE SOUTH LINE OF THE NORTH 15.00 FEET OF SAID PARCEL 2 AND TO THE POINT OF
BEGINNING;
THENCE CONTINUING NORTH 29056'09"EAST ALONG SAID WESTERLY LINE AND ALONG SAID
7) STREET MARGIN, A DISTANCE OF 17.07 FEET TO THE NORTHWEST CORNER OF SAID PARCEL
O 2,
THENCE SOUTH 88035'21"EAST ALONG THE NORTH LINE THEREOF, A DISTANCE OF 332.87
FEET TO THE NORTHEAST CORNER OF SAID PARCEL 2 AND TO THE WESTERLY MARGIN OF
HARDIE AVENUE SOUTHWEST;
THENCE SOUTH 22006'23"EAST ALONG THE EAST LINE OF SAID PARCEL 2 AND SAID
WESTERLY STREET MARGIN, A DISTANCE OF 16.36 FEET TO THE SOUTH LINE OF THE NORTH
15.00 FEET OF SAID PARCEL 2;
THENCE NORTH 88035'21"WEST ALONG SAID SOUTH LINE, A DISTANCE OF 144.73 FEET,-
THENCE SOUTH 01024'39"WEST A DISTANCE OF 22.27 FEET;
THENCE NORTH 88035'21"WEST A DISTANCE OF 15.00 FEET;
THENCE NORTH 01024'39"EAST A DISTANCE OF 22.27 FEET;
THENCE NORTH 88035'21"WEST A DISTANCE OF 187.81 FEET TO THE POINT OF BEGINNING.
E. Mo9
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Golder Associates Inc.4104-148th Avenue,NE _ - Golder
Redmond,WA 98052 c Associates
Telephone(206)883-0777
Fox(206)882-5498
September 27, 1996 Our ref: 963-1552
AUG 19 i997 1
Bt LDIIv3 _)!VISION
Schneider Homes,Inc.
6510 Southcenter Boulevard,Suite #6
Tukwila,Washington 98188
ATTENTION: Mr. Ken Peckham
RE: RESULTS OF PRELIMINARY GEOTECHNICAL STUDY
OZBOLT SITE
RENTON,WASHINGTON
Dear Ken,
Golder Associates Inc. is pleased to present the results of our preliminary geotechnical study
for the above referenced project. The scope of work for this project was contained in our
proposal to you dated September 12, 1996. We proceeded with our study based on your
authorization given in the fax received from you on September 9, 1996. The study was
completed in substantial compliance with our proposed scope of work We did not complete
any environmental sampling or testing for this study.
In general, the project can be constructed as proposed. Subsurface soil conditions indicate
that conventional construction practices can be used throughout the project. The report text
will first discuss the general site conditions and proposed project development plans,
followed by the results of the geotechnical investigation.
1. PROJECT AND SITE DESCRIPTION
The project site consists of a trapezoidal shaped lot of undeveloped land which is located in
western Renton in King County,Washington(Figure 1). The property is located south of
Southwest 4th Place,bounded by Maple Avenue Southwest along the west side and Hardie
Avenue Southwest along the east side. The Plum Tree apartment complex borders the
southern edge of the site and a single-family residence with several out buildings is located
at the north edge of the site (Figure 2).
Based on the preliminary site plan faxed by you on September 24, 1996,the proposed
development plan consists of two multi-story,multi-family apartment buildings with a total
of 36 units,with an optional two story building as shown on Figure 2. Building loads are
expected to be moderate to light and no below grade structures are planned. Asphalt paved
driveways and parking lots,and associated utilities will be constructed.
(l��i(�C'iri f.i cTr,f.i it �rr .r.. ern.nnnii inin ir� n,i rr „ �,urr,�, „r�
September 27, 1996 2 963-1552
The topography in the northwest portion of the site is generally undulating and slopes
down from the northwest corner to the southeast to a prominent break in slope that extends
across the site from the southwest to northeast. The southeast portion of the site is generally
flat. No site topography was available for this study.
The vegetation on the site consists of a combination of open grass and small scrub brush
with one large tree in the middle of the site. Dense blackberries and mixed trees dominate
the east and west edges of the site. A creek or deep drainage ditch runs along the eastern
edge of the site,parallel to Hardie Avenue Southwest.
We observed several piles of vegetative debris,household trash,and construction debris at
scattered location across the site.
2. PREVIOUS INVESTIGATIONS
We observed several shallow test pits that had been excavated on the site previously as part
of an archeological survey. We are not aware of any other geotechnical or environmental
investigations on this site.
3. GEOTECHNICAL INVESTIGATION
3.1 General
The purpose of the geotechnical study was to investigate the soil and groundwater
conditions on the site and provide preliminary geotechnical recommendations for proposed
site development and construction. The following sections contain the scope of work and
the results of our subsurface investigation.
3.2 Field Investigation
Our field investigation was conducted on September 18, 1996 and consisted of excavating
eight test pits (TP-1 through TP-8) on the site to a maximum depth of 11 feet. The
approximate locations of the test pits are shown on the Site Plan Figure 2. The test pits were
excavated using a rubber-tired backhoe under the full-time direction of a member of our
engineering staff. Our field engineer observed and directed the test pit explorations,
collected representative,but disturbed soil samples,and recorded soil descriptions,
stratigraphy,density/consistency,and groundwater data on a test pit log form. Summary
logs of the test pits are presented in Appendix A. Soil samples were described in accordance
with Golder Associates Technical Procedure TP 1.2-6"Field Identification of Soil". An
explanation of the classification system is included with the test pit logs. Soil samples were
returned to our geotechnical laboratory for additional evaluation and review of descriptions.
The test pits were backfilled at the conclusion of soil sampling and observations. The backfill
was tamped in place with the backhoe bucket; however,some ground settlement over the
test pits should be expected.
Golder Associates
r ,
September 27, 1996 3 963-1552
3.3 Geologic Setting
Based on our field observations and review of published geologic maps,the project site is
located on the north east edge of the Green River Valley. To the east lies the Cedar River
and the west lies the Green and Duwamish Rivers. Prior to the construction of the Lake
Washington Ship Canal between 1911 and 1916,Lake Washington drained to the south
through Renton via the Black River to the Duwamish River at Tukwila. After the Lake levels
were lowered in 1916,the Black River channel was largely abandoned and over the years
portions were filled and developed. The Cedar River channel was relocated further to the
west to its present channel along the Renton Airport.
Based on the soil conditions summarized in the following section,we believe that the
southeast portion of the Ozbolt site is located in the area of a former meander bend of the
Black River.
3.4 Subsurface Conditions
3.4.1 Soil
The soil conditions described here represent those conditions observed in our test pits. Our
test pits encountered a variable stratigraphic soil and bedrock section that consisted of
topsoil,alluvial deposits of silt,sand and gravel,till,and a completely weathered to highly
weathered sandstone.
In general,the site can be divided into two areas based on the soil and rock types we
observed.A description of the two areas are presented below. The soil and rock units we
observed are described in greater detail in the section following the area descriptions.
The Northwest Upland: This portion of the site encompasses about 2,/3 of the site and lies
north and west of the prominent break in slope on the site. Test pits TP-3,4,6,7 and 8 were
excavated in this area. Based on the test pits this area is underlain by about 2 to 3 feet of
flood deposits,0 to 7 feet of Till,and highly weathered Sandstone. The till was absent in TP-
7 and only one foot thick in TP-8. The till thickened toward the break in slope in the central
portion of the site to about 3 feet in TP-4 and about 7 feet in TP-6. The sandstone was
encountered beneath the alluvium in TP-7 at a depth of only 3 feet. It was encountered
below the till in TP4,6,and 8 at depths varying from 4 to 10 feet.
The Southeast Lowland: This area lies in the relatively flat southeast 1/3 of the site. Test pits
TP-1,2,and 5 were excavated in this area. Based on the test pits this area is underlain by
three to seven feet of flood deposits consisting of loose,silty sand. Below the silty sand flood
deposits we encountered a coarse sand and gravel alluvium to the full depth of test pits TP-2
and 5. In TP-1 a sandy silt alluvium was encountered below the sand and gravel alluvium
at a depth of 9.5 feet. We would expect that this deposit is likely stratified and variable
across this area.
Golder Associates
September 27 1996 4 _ 963-1552
The soil units are described in greater detail in the following section.
Topsoil/Fill-Topsoil was observed in all of our test pits and was composed of a loose,
organic rich silt and sand up to one foot in thickness. Although fill was not observed
in our test pits,it may be encountered near the edges of the existing roads as part of
the road construction.
Flood Deposits -This unit was observed in all our test pits and consisted primarily of
a stratified deposit consisting of loose,sandy silt and extended to a depth of two to
three feet on the upper portions of the site,and about three to seven feet in the lower
portion of the site.
Alluvium-This unit was observed in our test pits in the lower southeast portion of
the site below the flood deposits. and consisted of a compact,well graded sand and
gravel with trace to some cobbles. These stratified alluvial deposits extended to the
bottom of the excavations in TP-1,2,and 5 at seven to about ten feet
Till-This unit was encountered above the sandstone in TP4,TP-6,and TP-8. The till
consisted of a compact to dense,silty sand with some gravel,and a trace of organics.
Near the contact with the completely weathered bedrock in TP-6 the till became
softer and wet. Till typically contains sandier zones that can trap groundwater. In
addition,occasional boulders are encountered.
Sandstone -The sandstone unit consisted of a extremely weak to very weak,
moderately to completely weathered,stratified,medium grained,arkosic sandstone
of the Renton Formation. In TP-7 the sandstone was extremely difficult to excavated
with the backhoe at a depth of 4 feet. In the remaining test pits the sandstone was
difficult to excavate to the depths shown on the test pit logs. The sandstone
encountered at the bottom of TP-6 was completely weathered and behaved like a
compact, wet silty sand.
3.4.2 Groundwater
We encountered groundwater seepage in TP-1 and TP-6 from a depth of approximately 10
feet.The other test pits in the lower portion of the site were unable to achieve this depth due
to caving of sands and gravels,however,we feel that the groundwater elevation is likely
similar across the lower portion of the site and likely can be shallow during the winter
months. No groundwater was encountered in the upper portions of the site. The
groundwater conditions described here are only for the time and locations described. These
conditions likely change over time.
4. RECOMMENDATIONS AND CONCLUSIONS
Based on the results of our geotechnical explorations the site appears suitable for the
proposed development provided the recommendations presented in this report are
followed. The site can be developed using conventional construction practices. The
buildings can be founded on conventional spread footings bearing on competent native till,
bedrock or alluvial deposits. In the area of TP-1 in the southeast corner of the site,the
Golder Associates
September 27 1996 5 963-1552
alluvium is about seven feet deep. We have provided a couple of alternative options for
foundation subgrade in that area. Our preliminary recommendations are contained in the
following sections.
4.1 Foundations
Shallow conventional isolated or continuous spread footings may be used throughout the
site provided they are founded on the native bedrock,till or the alluvium. Structural fill that
has been compacted in accordance with the recommendations in Section 4.5"Site
Preparation and Earthworks" are suitable for foundation support. Topsoil or fill is not
considered acceptable foundation bearing soils and should be removed from all building
footprints. Foundation subgrades should be inspected prior to placing the reinforcing steel
and concrete. The subgrade should be firm and consist of competent native soil or
compacted structural fill. All loose,soft,or wet soil should be removed from the foundation
area.
In the southeast corner of the site where the flood deposits are up to seven feet deep
footings can be founded in the flood deposits using a reduced bearing capacity as listed
below. Alternatively the bearing capacity can be raised if the footing bearing elevation is
densified using a heavy vibratory compactor. Based on our field explorations this area of
thicker,loose flood deposits will affect the southern third of Building 2.
Conventional isolated or continuous strip spread footings should be designed using the
following recommended values:
• Minimum Lateral Dimension
Isolated Spread Footings 18 inches
Continuous Footings 12 inches
• Minimum Depth of Embedment
Depth Below Lowest Adjacent Grade
Exterior Footings 18 inches
Interior Footings 12 inches
• Maximum Allowable Bearing Pressure
Foundation Bearing In
Weathered Bedrock and Till 6000 psf
Alluvium 2500 psf
Flood Deposits 1000 psf
Densified Flood Deposits 2000 psf
Compacted Structural Fill 3000 psf
(Min. 95 percent ASTM D-1557)
Golder Associates
September 27 1996 6 963-1552
These values are appropriate for all dead and live loads. A one-third increase is allowable
for transient loadings such as due to wind and seismic loads.
• Lateral Load Resistance
Allowable Passive Resistance Coefficient of Base Friction
Compact to Dense Till and Bedrock 350 pcf 0.40
Alluvium and Compacted Fill 250 pcf 0.40
The passive resistance values should neglect the top foot of soil unless confined by a floor
slab or pavement.
• Settlement Estimate
Total Settlement less than 1/2 inch
Differential Settlement less than 1/4 inch
Rate approximately 90% during construction
4.2 Slabs
Conventional slab-on-grade floors can be supported on compacted structural fill,till,
bedrock or compacted native flood deposits underlying the topsoil. The surface of the native
alluvial soils was loose and we recommend that it be compacted with a heavy,vibratory
drum roller prior to casting the floor slab. To avoid degradation of the subgrade,compaction
should only be done during dry periods and should not be done while the surface is wet or
if groundwater levels are shallow. Any soft or organic zones observed during compacting
should be removed and replaced with compacted structural fill.
4.3 Slopes
The slopes located on the site appeared stable and no signs of slope instability were
observed. We recommend that permanent site slopes be graded no steeper than 2H:1 V
(Horizontal to Vertical) Temporary construction slopes in the till and weathered bedrock
can normally stand at inclinations of about 1HAV. Based on the test pit excavations the
alluvial soils in the lower southeast portion of the site will immediately seek the angle of
repose and will not hold a steeper slope.
4.4 Cuts
Cuts into stable native site soils such as the till and weathered rock can be faced with
rockeries up to six feet in height. Higher rockeries may be feasible but will need to be
evaluated on a case by case basis and will require additional investigations. Rockeries can be
used to face fill walls provided the fill is internally reinforced with geotextile grid or fabric.
Rockeries should be constructed in accordance with the Association of Rockery Contractors
guidelines.
Golder Associates
September 27, 1996 7 963-1552
Cuts in the alluvial soils in the lower southeast portion of the site are not expected to be self
supporting. Our test pit excavations in this area caved rapidly. We do not recommend deep
cuts in this area without provisions for shoring and possible dewatering.
4.5 Site Preparation and Earthworks
Site preparations will include clearing,grubbing and removal of fill and topsoil in all
building and pavement areas. Native alluvium subgrade soils in the southeast lowland area
shail be densified using a large steel drum vibratory roller prior to placement of fill to raise
grade or final grading for roadways and foundations.
The native site soils are considered moderately to highly moisture sensitive and generally
are not well suited for use in structural fills. Under favorable conditions,the contractor may
be able to place the native soils near the optimum moisture content and achieve the required
compaction. All structural fill should be free of organics and debris and be compacted near
the optimum moisture content. The highly weathered bedrock soils can be broken down
and used as fill,but contain high percentages of fines and will likely have to be dried to
reach optimum moisture content. Topsoil is not considered acceptable for use in structural
fill and should be removed from all structural areas and used in non-structural and
landscaping areas. All site structural fill should be placed in maximum 8 inch thick loose lifts
and compacted to a minimum of 95% of the maximum Proctor value as determined by ASTM
D-1557. In structural fill areas greater than three feet below pavement subgrade the material
shall be compacted to a minimum of 90% of the maximum Proctor value as determined by
ASTM D-1557. If compaction tests indicate that compaction is not being achieved,the fill
shall be scarified,moisture conditioned and recompacted. We recommend that all site
grading and earthworks be performed in the drier summer months. Winter construction
will likely result in degradation of the site soils and result in increases earthwork costs.
4.6 Drainage Provisions
We recommend that both short and long term drainage measures be incorporated into the
project design and construction. The contractor should provide measures during
construction to avoid the ponding of surface water on subgrade soils. Surface runoff can be
controlled during construction by careful grading practices. Typically,these include the
construction of shallow upgradient perimeter ditches or low earthen berms and the use of
temporary sumps to collect runoff and prevent water from damaging slopes and exposed
subgrades. All collected water should be directed under control to a positive and permanent
discharge system such as the storm sewer or infiltration pond.
4.7 Liquefaction
Although a liquefaction analysis was beyond the scope of this report,the loose to compact
flood deposits and alluvium encountered in the southeast third of the site are possibly
susceptible to liquefaction,during a moderate to severe seismic event. If requested,we can
complete the liquefaction analysis and provide engineering recommendations to mitigate
the possible effects. Our experience has been that multi-family developers typically assume
Golder Associates
September 27, 1996 8 963-1552
the risk of damage and do not design structures to withstand possible damage from seismic
induced liquefaction.
4.8 Final Design Review
We would like the opportunity to review the site grading plan prior to finalization for
conformance with our geotechnical recommendations. Additional field explorations may be
recommended depending on the results of the review of the site grading plan.
5. USE OF THIS REPORT
This report has been prepared exclusively for the use of Schneider Homes and their
consultants for the specific application to this project. The geotechnical exploration was
performed in general accordance with locally accepted geotechnical engineering proactive to
provide information for the area explored. There are possible variations in the subsurface
conditions between exploration locations. We recommend that a contingency for
unanticipated conditions be included in the construction schedule and budget. Further we
recommend that our firm be retained to perform monitoring and testing during construction
to confirm the conditions indicated by the explorations and/or provide corrective
recommendations adapted to the conditions revealed during construction.
Golder Associates has enjoyed working with you on this project. If you have any questions
or require additional information,please give us a call.
Sincerely,
GOLDER ASSOCIATES INC.
ames G.Johnson
Senio Geol gist
Rob rt L. Plum P.E
Principal
Attachments
RLP/JGJ/ct
amJcp.00c
Golder Associates
FIGURE 1
LOCATION MAP
Golder Associates
FIGURE 2
SITE PLAN
Golder Associates
-----------------------------------------------r.
TP-3 y
e
/ TP-7 N
TP-4
r TP-2 \
' e � \
Northviest
IL P1anc,
t
ok� \
e�° optio a' �, �r \
TP-8 yak I'LC 3, I r, ,0"1 �r .s, TP-1
Pin "
TP-6 P� TP-5 \
— — — -- — — — — — — —-—-—-—-—-—-—-—- -—,— — — — --- --- — — -- —
Legend
Proposed Building Location
— — Property Boundary
FIGURE 2
Test Pit Number and Approximate Location PRELIMINARY SITE PLAN
TP-1 SCHNEIDER/OZBOLT/WA
PROJECT NO 963 1552 DRAWING NO. 68165 DATE 9/26/96 DRAWN BY EA Golder Associates
APPENDIX A
SUMMARY TEST PIT LOGS
Golder Associates
Unified Soil Classification System Component Definitions by Gradation
-- Soil Classification � -�------ --�� -
Component Size Rcnce
�,ter c for Assigning Group Symbols cnd Nomes Generalized
Group Descriptions — —
Boulders Accve 12 in.
COARSE-GRA.NE:w S&LS GRAv-LS CLEAN GRAVELS [_CC
Well-graded Grovels
More lhon 50% More then 50% of Less than 5% fines Cobbles 3 •n. to 12 it
retched on coarse fraction Poorly-graded grovels
No. 200 sieve retained on Gravel 3 •n to No. 4 (4 76mm)
No 4 Sieve ravel and ill
GRAVELS WITH FINES Mixtures Coarse grcve� 3 -n to 3/4 in
More then 12% finesGrovel and Cloy Fine grovel 3/4 in to No 4 (4 76mm)
Mixtures
SANDS CLEAN SANDS SW Wen-graced Sands Sand No 4 (4 76mm) to No. 200 (0.074mm)
50% cr rnoro of Less tnon 5% lines Coarse sort No 4 (4.76mm) to No. 10 (2.0mm)
coarse fraction Sp Poorly-groped Sands Medium send No. 10 (2.Omm) to No. 40 (0.42mm.)
posses No 4 Sieve
SANDS WITH FINES SM Sand and Silt Mixtures Fine sand No. 40 (0.42mm) to No 200 (0.074mm)
More than 12% fines Sill and Cloy Smaller than No. 200 (0074mm)
SC Sand and Clay Mixtures
FINE-GRAINED SOILS SILTS AND CLAYS CL Low-ploslkity Clays
50% or more posses Liquid limit INORGANIC
the No. 200 s,eve less than 50 Non-plostic and Low-
ML Plasticity Silts Samples
Non-plastid and Low-
ORGANIC OL Plasticity Organic Clays
Non-plastic and Low- SS SPT So-pie, (2.0" OD)
Plasticity Organic Silts HD Heavy Duty Split Spoon
SILTS AND CLAYS CH High-plasticity Clays SH Shelby Tube
Liquid limit INORGANIC p Pittner Sampler
greater than 50 MH High-plosticlly Silts
B Bulk
High-plosliClly
ORGANIC OH Organic Cloys C Cored
High-plasticity
Organic Silts Unless otherwise noted, drive samples
HIGHLY ORGANIC SOILS Pnmanly organic molter, dark in color, and advanced with 140 lb, hammer with
organic odor PT Peal 30 in. drop.
Relative Density or Consistency Laboratory Tests
Utilizing Standard Penetration Test Values
Test Designotion
Conesioniess Soils ob
(Cohesive Soils ) Moislwe (1)
Density D
(c) (c) Relotive (c) Undrained (d) Groin Sze G
Density N, blows/ft. Density Consistency N, blows/ft. Shear Strength
(y) (psf) Hydrometer H
Atterberg Limits (1)
Very loose 0 to 4 0 - 15 Very soft 0 to 2 <250 Consolidation C
Loose 4 to 10 15 - 35 Soft 2 to 4 250-500 Unconfined U
Compact 10 to 30 35 - 65 Firm 4 to 8 500-1000 UU Trio, UU
Dense 30 to 50 65 - 85 Stiff 8 to 15 1000-2000 CU Triax CU
Very Dense over 50 >85 Very Stiff 15 to 30 2000-4000 CO Triox CO
Hord over 30 >4000 permeability P
(a) Soils consisting of grovel, sand, and sill, either separately or in combination, possessing no characteristics (1) Moisture and Atterberg Limits
of plasticity, and exhibiting drained behavior. plotted on log.
(b) Soils possessing the characteristics of plasticity, and exhibiting unconined behavior.
(c) Refer to text of ASTM D 1586-84 for a definition of N; in normally consolidated cohesionless soils
Relative Density terms ore based on N values corrected for overburden pressures.
(d) Undroinea shear strength = 1/2 unconfined compression strength. Silt and Clay Descriptions
Description Typical Unified
Designotion
Descriptive Terminology Denoting
Component Proportions Silt ML (non-plastic)
Cloyey Silt CL-ML (low plasticity)
Descriptive Terms Ronge of Proportion Silty Cloy CL
Clay CH
Trace 0-5R Plastic Silt MH
Little 5-12%
Some or Adjective (0) 12-30% Organic Soils OL, OH, PI
And 30-50%
(d) Use Gravelly, Sandy or Silty as appropriate.
Golder Associates
Figure
SOIL CLASSIFICATION/LEGEND
773-.1064/FORM573 _ ------ --
- Golder FIELD TEST PIT LOG
Associates
Temp. 60` Weather Partly cloudy Engineer TPM Operator Dave Nelson Test pit 1 ---
Equipment 580 Case Backhoe Contractor Schneider Date 9/18/96
Location SE Site Corner Elevation No Topo Datum MSL Job 9631552
S E NW
0 5 10 15 20
0 Samples
No Depth
1 .5-5.0
Q 2 7.0-9.5
3 9.5-1 0.5
6
t _ _
Oca`.q:OOd p
oQQ.o.`J.o
.co�O
a..o _ o o_ti00000d:r
10 -- — _ __4 -= . .
15 —
120
Sample Descriptions and Excavation Notes Time Depth of Hole Depth to W/L
shrubsSurface: Grass,blackberries,
1 Y_o_-75�-- Loose,moderate brown(5YR 4/4).sandy SILT,roots,sod
2 Special Notes
— silry fine SAND trace roots(FLOOD'DEPOSITS)
Some caving at 9-10.5'
ht gray(N7) stratified.silty SAND(FLOOD
Moderat seepage at 1 1-2 m
Compact.moderate yellowish brown(10YR 6/6)to li Bottom of hole at 10.5'.0930
gLay(N7)oxidized,stratified. fine SAND and SILT
3 5'' Compact_reddish brown(I OR 3/4)to modEra
_�5YH_3/4)-straiified-hae-1,zcoarse-SAND-and GRAVE
trace cohbtes.trace silt(ALLUVIUM) 4 9.5 10.5': Firm grayish olive 10Y 4/2 to light brown 5YR 5/4
stratified sandy SILT ALLUVIUM
PROJECT NO.963 1552 DRAWING NO. 68166 DATE 9/26/96 DRAWN BY EA
- Golder FIELD TEST PIT LOG
Associates
Temp. 60' Weather Partly cloudy Engineer TPM Operator Dave Nelson Test Pit
Equipment
580 Case Backhoe Contractor Schneider Date 9/18/96
Location Middle of East Side of Site Elevation No Topo Datum MSL Job 9631552
N S
0 5 10 15 20
0 = - - - - - - T Ir. Samples
No Depth
1 2
5 -
tr:
1 .
10 -- -
15
20
Sample Descriptions and Excavation Notes Time Depth of Hole Depth to W/L
Grass.blackberries e
1sandySSILT.root
2 mpa_ct moderate yellowish brown(_10YR SIR)_ Special Notes
ty fine SAND.trace roots
Heamy caving from 3-5' and from 6-8.5'
3 Terminated at 8.5'duecaving
4/4).stratified,gravelly SAND,trace cobbles.trace suit
(ALLUVIUM) No groundwater encountered
59-5.5' Compact-moderate-Wk wish brown(10YR 6/61 oxidized
—stratitied-hne�AND-and-S1LL(ALLUV_LllM)
--5.5-8.5'—LooseJighLokye-gr,ay-(5Y-512)-"rayishA2r=n j5YR
2"ravdy fine to coarse SAND.little_.cQhhles.trace
sdQALLUVAUM
PROJECT NO.963 1552 DRAWING NO. 68167 DATE 9/23/96 DRAWN BY EA
VGolder FIELD TEST PIT LOG
ssociates
Temp. 60- Weather Overcast Engineer TPM Operator Dave Nelson Test Pit 3
Equipment
580 Case Backhoe Contractor Schneider Date 9/18/96
Location NE Corner of Site Elevation No Topo Datum MSL Job 9631552
NW _ SE
0 5 10 15 20
0 Samples
No Depth
1 2-9.5
III � L.
1
,11► \��, 11 _,.
10
15
20
Sample Descriptions and Excavation Notes Time Depth of Hole Depth to W/L
Surface: Grass,blackberries
1 y SILT,litfic
uravel.little roots(TOPSOIL-SOD)
2 e-* Special Notes
stratif�l d SsI�T aad-fine SAND trarp r of
(FLOOD DEPOSITS) No caving
3 No aroundwater
graded,dark yellowish orange(10YR 6/6)to grayish
P to medium grained.extremely wea Terminated at 9. 1
(RO), SANDSTONE (RENTON FORMATION)
PROJECT NO 963 1552 DRAWING NO. 68168 DATE 9/26196 DRAWN BY EA
11"'MAT
- Golder FIELD TEST PIT LOG
Associates
Temp. 60' Weather Overcast Engineer TPM Operator Dave Nelson Test pit 4
Equipment 580 Case Backhoe Contractor Schneider Date 9/18/96
Location Mid North Side of Site Elevation No Topo Datum MSL Job 9631552
SW -4 - — NE
0 5 10 15 20
Samples
No Depth
1 2-5
t -lam
10 --
20
Sample Descriptions and Excavation Notes Time Depth of Hole Depth to W/L
Surfaced 3'on site fill over arass 1030 0. None
SAND,trace oravel,trace roots(TOPSOIL-SOD)-0,10., Loose.dark yellowish brown(10YR 4/2).SILT and fine
2
-'T 1 n-_2(v compact moderate vellow MY 7/6) stratifopd -sandy SILT Special Notestrace,gravel (FLOO15 DEP6SIT) --
No cavin or roundwater
ie
little fine to coarse gravel.oxidized(T1I I Terminated a 'on 9/18 at 1050
4 v to completely l_ tely weak,non poorly—
graded dark yellowish orange(1 QYR 6/6)to light bluish
gray(58 7/1).fine to medium grained.extremely weak
SANDSTONE
PROJECT NO.963 1552 DRAWING NO. 68169 DATE 9/26/96 DRAWN BY EA
(Z-i)AssociMes
Golder FIELD TEST PIT LOG
Temp. 60` Weather Overcast Engineer TPM Operator Dave Nelson Test Pit 5
Equipment 580 Case Backhoe Contractor Schneider Date 9/18/96
Location Mid South Side Elevation No Topo Datum MSL Job 9631552
NE _ SW
0 5 10 15 20
0
Samples
- - No Depth
1 O 1 37
�0,0 4 c�' o Q o• Q p O.�4.q p-'ca:p•;'p
3..9. ' . '
C?'D:DDoo.:..:_.0:9•:.o q;D.�od.pood��od�D:"
5 7.
o Q'p:4D�Di riOc9oo..f
10
15
20
Sample Descriptions and Excavation Notes Time Depth of Hole Depth to W/L
trace gravel,trace ro ts(TOPSOIL-SOD)
Surface* Grass,blackberries 1105 0, None0-1.0'7 Loose,dark yellowish brown(10YR 4/2).sandy SILT,
2 Special Notes
Oxidized,strat'fled.-s".. ce roots(FLOOD
Heamy caving from 2-7'
3 -7.0': Compact.light brown(5YR 5/6)to light Terminated a 'due to caving
5/6).stratified.sandy coarse GRAVEL.some cobbles.
trace silt(ALLUVIUM) Backfilled on 9/18 at 1122
PROJECT NO.963 1552 DRAWING NO. 68170 DATE 9/26/96 DRAWN BY EA
- Golder FIELD TEST PIT LOG
- associates
Temp. 60` Weather Overcast Engineer TPM Operator Dave Nelson Test Pit 6
Equipment
580 Case Backhoe Contractor Schneider Date 9/18/96
Location Mid SW Side of Site Elevation No Topo Datum MSL Job 9631552
SW NE
0 5 10 15 20
0 Samples
1 � �
No Depth
2——- ---_—_ 1 7-11
5 — —
T
15
20
Sample Descriptions and Excavation Notes Time Depth of Hole Depth to W/L
Surfacee Grass.blackberries 1125 0,
1145 10-5
10,—1,F_ Loose,dark yakwish brown(10YR 4/2).sandy SILT —
2 Special Notes
No caving
3 Slight seepAge at 10 5'
coarse SAND,little fine to coarse gravel(TILL).becomes
— softer and wet frQm dark yellowish Terminated at 1 1.0'on 9/18 at 1150
ckfillesl at 115.�,on 9/18graded.dark yellowish orange(10YR 6/6)to moderate
--
4
PROJECT NO.963 1552 DRAWING NO. 68171 DATE 9/26196 DRAWN BY EA
-Golder FIELD TEST PIT LOG
Associmes
Temp. 60' Weather Overcast Engineer TPM Operator Dave Nelson Test Pit 7
Equipment 580 Case Backhoe Contractor Schneider Date 9/18/96
Location NW Corner of Site Elevation No Topo Datum MSL Job 9631552
NW — — SE
0 5 10 15 20
Samples
�- No Depth
r- 3 - --/
k,- �1
5
I
i
10
15
20
Sample Descriptions and Excavation Notes Time Depth of Hole De th to W/L
gravel,trace roots(TOPSOIL)
Surface: Grass,wood debris.trash 1155 0. None0-1.0': Loose,moderate brown(5YR 3/4).sandy SILT.trace fine 1210 4-0'
2 Special Notes
(10YR 6/6) striitified,sandy Sill trace roots(FL No caving or groundwater
3 Terminated at 4'due to refusal
poody graded-dark yellowish orange(10YR 6/6)to light
bluish gray(58 7/1).fine to medium arained,extremely Ba Milled on 9/18 t1210
weak e0)to weak(Ri lSANDSTONE(RENTON
Refusal at 4.0 feel
PROJECT NO.963 1552 DRAWING NO- 68172 DATE 9/26/96 DRAWN BY EA
_ - Golder
FIELD TEST PIT LOG
Associates
Temp. 60' Weather Overcast showers Engineer TPM Operator Dave Nelson Test Pit 8
Equipment 580 Case Backhoe Contractor
Schneider Date 9/18/96
Location SW Corner of Site Elevation No Topo Datum MSL Job 9631552
NE
SW
0 5 10 15 20
0 — — — 1 — — — - Samples
No Depth
II1 �
10 -
—15
20
Sample Descriptions and Excavation Notes Time Depth of Hole Depth to W/L
Surfacem Brush,brambles,fallen trees 1215 la ---None-
1 oravel.trace roots(TOPSOIL)
2 Special Notes(I OYFI 6/6).SirififuAd-sandy SILT,trace roots(Fl Q Q
No caving.no groundwater
3 rminated at 10'dueo refusal
little fine IQ cQarse gravel (TILL)
gray(513 7/1).fine to medium gramnad extremely weak
Ul"ANDSTON FORMATION
PROJECT NO.963 1552 DRAWING NO. 68173 DATE 9/26196 DRAWN BY EA
Short Plat(SHPL# )
REQUEST FOR PROJECT It Prelim.Plat (PP# )
CAG It )
To: Technical Services Date WO# T-S Green#
From: Plan Review/Project Manager c� ��) —
Project Name //1���; % C®�/�Q 's
(70 characters roan)
Description of Project: -t
-0-0,6 r� �r r rT(a.� Ql ;o �p �-a.i �,rYYLIl�.�o ✓l 10
Circle Size of Waterline: 0 10" 12" Circle One: New or Extension
Circle Size of Sewerline: 8" 10" 12" Circle One: New or Extension Sl-
Circle Size of StOrmline: 12" 15" 18" 24" Circle One: New or Extension
Address or Street Name(s) LID Yl/) C 10- r_� 's (_J
Dvlpr/Contractor/Owner/Cnslt:: o 4,,�� dM02=4_d
(70 characters max)
Check each discipline involved in Project Ltr Drwg It of sheets per discipline
Trans-Storm ❑ ( ?�
(Roadway/Drainage) (Off site improvementsxincude basin name) (include TESC shoos)
us 1 ransportation (Signalization,Channelization,Ughting) ❑ ❑
Wastewater ❑ ❑
/ Sanitary Sewer Main(include basin name.) ,,
L� Water �c7 (Mains,Valves,Hydrants) ❑ M1
(Include composite&HorizonW Cui shccu)
C1 Suface Water ❑ ❑ -
1111provements (CiP ONLY)(include basin name)
TS Use Only q l? - a 3