HomeMy WebLinkAboutDEER PARK #1 General InformationDeer Park #1
Block 1
UN
General Information
Municipality
0�-
r.
POUCH 6-650
ANCHOHAGC., ALASKI, 4(I
(90 ):4 1..:111
Anchorada
0 EPARTN ENT OF IIEALT Ii AND ENVIRONMENTAL PIIOTFC710N
February 23, 1982
Dave Grenier
Triad Engineering
6937 Old Seward Highway
Anchorage, Alaska 99502
Subject: S-4866: Deer
The review of Deer Park Subd
and percolation data, on all
on-site septic systems.
92161 ✓i90l
Subdivision Addition #1
i ion $1 soils test
lots with test,will support
pwevwever, Lots 4 and 9 Block. 1 show a water table of seven(7)
feet on Lot 4 Block 1; and eight(8) feet on Lot 9 Block 1.
the hi hest rec d and will be used
as the barometer for t c trench depth(4'-gbove ground water).
This will call for shallow engineered septic systems. The
a ove information will e placed cn i e tor use in tie design
prior to issuing an on-site sewer permit.
If there are any further questions, please call this office
at 264-4720.
Sincerely,
John W. Lynn
Environmental Specialist
JWL/ljw
cc: Jerry Weaver
Municipal Planning Department
7�
„�r;•I:,�;:
.. !XI -NIOI n..,.: If 1N;) I r:v 1la,P,4:f': r.^.I .
February 23, 19£12
Uave urcnicr
Triad Engineering
£.937 old Seward Highway
Anchorayc, Alaska 99502
Subject; S-06c
Doer Part. Subdivision Addition 1
The revic�. r Park Subdivision Addition U soils test
and ;a 7colation data, on all lots with test, wi 11 supper,:
on -situ septic systems.
ilo,.,ever, Lots 4 ant 9 Block 1 show a water table of savou(7)
feet on Lot 4 Block 1; and eight(B) feet on Lot. ^ :;lock 1.
This water table is the highest recordeJ a"a will be used
as the barometer for the trench depth(4' above ground water).
This
will call for shallow engineered septic
systems.
The
above
information will be placed on fi.lc Nr
use in the
design
prior:
to issuing an on -sites sewer permit.
if there are any further questions, please call this office
at. 264-4720.
Sincerely,
John W. Lunn
Environmental :;pec ialist
JWh/l jw
cc: Jerry Weaver
Municipal Planning Ucpartme:t.
ALASKA MUIR0(1mMAL COUROL SCRUICES, MC.
Engintering 6 Environmental Studies
January 22, 1982
Triad Engineering, Planning & Surveying
6937 Old Seward Highway
Anchorage, Alaska
99502
Attn: Dave Grenier
Dear Dave:
Attached are the soils logs for 3 new test holes in Deer Park
Subdivision. I did not detect water in any of the test holes.
The water level in TP3 was 11 feet below the ground level. On
September 22, 1981 it was at -7 ft.
When JMLamb & Associates did their study in September, 1981
water was present in this area at a higher level. We did not
observe any water in the 3 test pits..'One can assume that
there are seasonal fluctuations that are a function of the
amount of rainfall. Water apparently percolates through the
gravels quite rapidly and then more slowly through the
underlying silty gravels. I believe shallow systems would be
better than deeper systems in the areas where the water table
fluctuates drastically.
If you.have any questions please let me know.
Sincerely,
LeroyJr.,Reid JrFiiDr PE
Presid nt
1220 (fest Avenue • Anchorage, Alas4a 99503 • 1`907) 276.1351
ALASKA ENVIRONaI�NTAL
CONTROL SERVIC. ., INC.
1220 West 25th Avenue
ANCHORAGE, ALASKA 99503
Phone 276.1361
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SOILS LOG
�- MUNICIPALITY OF ANCHORAGE
\� DEPARTMENT OF HEALTH AND ENVIRONMENTAL PROTECTION PERCOLATION
ITEST
c\ 825 L. Street, Anchorage, Alaska 99501 2644720
/J SOILS LOG — PERCOLATION TEST
PERFORMED FOR: 6P Srr ��t L`� �)j/�' DATE PERFORMED: �— �Z'
LEGAL DESCRIPTION: Deer
SLOPE SITE PLAN
DEPTH - - ---
2
(FEET)
L+f'�•r,!
IJ
.•
Depth to
Water
Net
Drop
3-
TEST RUN BETWEEN
FT AND FT
4
4
': ';�
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5
,
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6-
7
71
1
9�
10
cr
WAS GROUND WATER / S
11 ENCOUNTERED? /�%O
P
12 IF YES, AT WHAT E
DEPTH?
13
14-
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17 "'49L�1
.. 491
18 p. eee�e
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Reading
0
Date
Gross
Time
Net
Time
Depth to
Water
Net
Drop
TEST RUN BETWEEN
FT AND FT
71
1
20
1, pROFESS10�e�
O��Y
PERCOLATION RATE
(minutes/inch)
TEST RUN BETWEEN
FT AND FT
PERFORMED BY: / .0e, (/ CERTIFIED
72.008 (6/79)
DATE: /Y- S 7
eom�l
SOILS LOG
MUNICIPALITY OF ANCHORAGE
DEPARTMENT OF HEALTH AND ENVIRONMENTAL PROTECTION 0 PERCOLATION
TEST
925 L. Street, Anchorage, Alaska 99501 2644720
SOILS LOG — PERCOLATION TEST
PERFORMED FOR: L es,;e L /INS
YNo%�S
Gross
Time
DATE PERFORMlE�D:
Depth to
Water
Net
Drop
LEGAL DESCRIPTION Der i P2r
F�
TL q//visiO.r
/PS { llli
DEPTH
(FEET)
1 So. !J
2 S,/% Sa,.l7
a IL P,
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6
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7 2�
10-
11
0 11 Q
J
12
13 ��
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14
15 d
16
17
16
19
20
COMM
PERFORMED BY:
72.006 (6/791
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Sri d7
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/sr o. we
to
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Lwoy C. P I Jr.�'�4,ey
No. 22 �E•• OiIrERCOLATION RATE
0P ..• ..... P`t(�w
ROFES51GNe ' TEST RUN BETWEEN
SLOPE
11
WAS GROUND WATER S
ENCOUNTERED? /00 L
O
P
IF YES, AT WHAT _ E
DEPTH?
Reading
Date
Gross
Time
Net
Time
Depth to
Water
Net
Drop
n
CERTIFIED BY:
FT AND FT
DATE: /- /,/-z 7-
SOILS LOG
MUNICIPALITY OF ANCHORAGE
I% DEPARTMENT OF HEALTH AND ENVIRONMENTAL PROTECTION
TEST
OLATION
\\ 825 L. Street, Anchorage, Alaska 99501 264-4720
-- SOILS LOG — PERCOLATION TEST
PERFORMED FOR: 12e'< -7r /49<'
'/
f/�/
DATE PERFORMED: �— �-- o Z—
Depth to
Water
Net
Drop
LEGAL DESCRIPTION: 'D& e f I �'
I t—
r a I
SLOPE
SITE PLAN
tr •lt Sid
2
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18 /> V ••••• No. 2271.1
19 , 'i Mita`P�►
20
COMMENTS
WASGROUNDWATER �JO
ENCOUNTERED?
IF VES, AT WHAT
DEPTH? _
114,4 /
Reading
Date
Gross
Time
Not
Time
Depth to
Water
Net
Drop
PERCOLATION RATE (minutes/inch)
TEST RUN BETWEEN FT AND FT
PERFORMED BY: L p. ,') CERTIFIED BY: DATE: / / �/-r?
72008 (6/79)
L
A,
/'v
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'SolLi, NVESTIGATION'
•y Mxo�t P., 4.'41 A,
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SOIL AND MATERIALS
ENGINEERING
J M LAMBE AND ASSOCIATES ANDTESTING
John M. Lambe, P.E. 4101 Arctic Boulevard • Suite 205 • Anchorage, Alaska 99503 907-276-4113
0 October 14, 1981
Quadra Engineering
401 E. Fireweed Lane
Anchorage, Alaska 99503
Attention: Howard Holtan
Subject: Soils Investigation - Deer Park Subdivision
Gentlemen,
In response to your request, we have performed a preliminary
soils investigation of Deer Park Subdivision. This property is
located approximately 2,000 feet east of the northwest corner of
Section 4, Township 15N., Range 1W., S.M. It borders the north
section line for approximately 660 feet and extends south for
approximately 1,150 feet. This report presents the results of
this investigation.
On September 18 and 19, 1981, we excavated nine test pits to
15 feet to 16 feet deep. The purpose of the test pits were to
provide preliminary soils information with which to assess the
preliminary plat and define areas which might require detailed
exploration, providing the preliminary plat configuration ap-
peared to be acceptable. The density of the test pits was the
minimum expected to be required for the plat configuration to
obtain approval if no adverse conditions were observed. The
approximate locations of these test pits are shown on Plate One
of this report.
Steven C. Skaggs Construction Company of Chugiak, Alaska was
retained by Quadra Engineering, Inc. to excavate the Test Pits
with a Case 880C Backhoe. Due to the dense vegetation and steep
terrain, the excavator experienced considerable difficulty in
maneuvering the backhoe; and after some time of unsuccessful
effort to move between the sites, he used a bulldozer for path
clearing. Mr. Peter Chalich, geological engineer of our staff,
was on site full time to locate and log the pits and obtain
samples. The logs of the pits are presented on Plates 3 through
7.
1 In logging the test pits, observations were made concerning
the presence of organics, free water level, rate of water influx,
pit wall stability and soil types. Each pit was entered after
excavation and samples were taken of each soil type. In test pit
3, massive sloughing occured making the pit unsafe to enter. The
lower portion of this pit was logged by taking samples from the
backhoe bucket. Samples taken from the bucket are labeled as
a r, �.,
such on the logs. Observations noted concerning soil density or
consistency are qualitative and cannot be used in any design
criteria. Each test pit was backfilled after logging.
Perforated pipes were installed as each test pit was backfilled
to provide access for future free water level observations. Near
each pit site a second pit was dug to intercept the soil strata
selected for percolation testing. At the end of each field day,
a daily work sheet was prepared, recording the daily activities.
:he daily sheets are presented in Appendix A.
Each evening the samples were transported to the laboratory.
Moisture contents were determined on all samples. All samples
were visually classified according to the Unified Soils Classifi-
cation System presented on Plate 13 and the Textural Classifica-
tion System presented on Plate 14. The samples were sorted into
groups according to similarities in texture, and each group was
ass4rned an arbitrary letter designatiori. Mechanical analyses
were performed on selected samples from the groups to check
lab:;ratory and field visual classification and to analyze frost
sus=eptibility. The frost classification analyses will provide a
basis for preliminary estimates of road sections. Final road
des`p,n will require data obtained in the R.O.W. The results of
the +:ioisture content tests are presented on the logs adjacent to
the corresponding sample. The mechanical analyses results are
presented on Plates 8 through 12.
The distribution of sample within the groups, classification
of the groups and schedule of laboratory analyses are summarized
on page 5.
Percolation testing was performed in accordance with the
A procedure described in the "Manual of Septic Tank Practice",
pubished by the U.S. Department of Health, Education and Welfare.
On September 21, Mr. Mark Hall, technician of our staff, went to
each test pit site, except test pit 4, and drilled a 6" O.D. x
12" deep hole in the bottom of each secondary pit. 2" of gravel
was placed in the bottom of each hole. The hole was lined with
4" perforated pipe. The annular space outside the pipe was
filled with gravel. Each hole was filled with water as a
preparation for the percolation test to be performed the
following day. The elevation of the percolation holes relative
to the test pits are shown on the logs. The clean sandy gravel
in test pits 4 and 9 were visually classified ,as having an
absorption area of 150 square feet per bedroom.
On September 22, Mr. Hall returned to the site and performed
the percolation tests. Water was added to each hole to bring the
water level to 6" above the gravel. From a fixed reference
point, the drop in the water level was measured at approximately
30 minute intervals for four hours. The holes were refilled to
6" when necessary. The drop that occured during the final 30
minute period was used to calculate the percolation rate. In one
instance, the entire 6 inches of water seeped away in less than
30 minutes. When this happened, the time interval between
e readings was reduced. While at the site, Mr. Hall measured the
8
2
('`
n
I
depth to free water in the perforated pipes installed in each
test pit. The percolation test results and free water levels are
presented on the logs and Appendix B.
Several state ordinances specifically affect the development
of on-site sewer systems for this project. These include, but
are not limited to: 1.) 100 feet separation is required between
any well for a single family residence and any portion of the
sewer system; 2.) the vertical separation between the lowest part
of a soil absorption system, or of a discharge pipe for a soil
absorption system constructed in gravelly soils without a trench,
to the water table, as measured during the season of the year
with maximum water table elevation, shall be four feet or
greater.
' The Municipality of Anchorage Department of Health and
Enviromental Protection, an agency which must review any plat
application, requires at least 10,000 square feet of area on each
' lot outside of any well protective radius, with a slope of less
than 25% on which an absorption system can be constructed in
accordance with State and Municipal regulations. It is our
' policy to discuss subdivisions with the Department of Health and
Enviromental Protection before plat submittal but after
preliminary exploration is performed so that the preliminary plat
' package has the most opportunity of obtaining approval.
On October 2, 1981, Mr. Howard Holtan, P.E. of Quadra
Engineering, Mssrs. John Lambe,P.E., and Peter Chalich of our
' staff met with Mr. John Lynn of the Department of Environmental
Quality to discuss our findings. Mr. Lynn concluded that 1)
the free water levels in each of the test pits should be moni-
tored for possible water table fluctuations; 2) Due to soil
conditions defined by test pit 3, a variance to the slope
requirement was unlikely and therefore lots 12 and 13 were
' unacceptable unless lot boundaries could be altered to include at
least 10,000 square feet of suitable area with less than 25%
grade in each lot; and 3) lots 3, 8, 9, would require additional
data be obtained to show that a 10,000 square foot area on each
lot is suitable for on-site sewer system development, preferably
with the water level at or below 10 feet.
' Subsequent to this meeting, Quadra Engineering prepared a
copy of the topographical map with areas shaded which were mapped
with slopes greater than 25%. This map is attached as Plate 2.
This data indicates that Lots 12 and 13 are unacceptable in the
present configuration and that Lot 11 is marginal and would
require specific site investigation to verify an absorption field
site.
' Additional exploration on Lots 3, 9, and 10 may indicate
10,000 square foot areas which will allow development of conven-
tional deep trench systems, the system preferred by the Depart-
ment of Health and Environmental Protection. If shallow water
remains to be a problem, but the water level is not sufficiently
high to preclude development within state ordinances, then site
3
n
r`;
I
specific designs of shallow systems coupled with larger useable
areas may be appropriate. To develop site specific designs, a
detailed site development plan locating housing site, wells and
sewer systems also would be appropriate.
On October 5, Mr. Chalich returned to the site and measured
the depth to free water in each pit. These measurements are
shown on the logs.
We trust the foregoing is sufficient to your needs.
While intended to be comprehensive within the scope of a pre-
liminary investigation, it is not necessarily exhaustive of the
possibilities. The opinions expressed in this report are those of
the writers' and are subject to refinement as additional data is
acquired. Additional regulations not specifically referenced in
this report may also apply. Please call if we can be of further
service or if any questions arise.
Very Truly Yours,
Peter Chalich
Geological Engineer
Lambe, P.E.
Civil Engineer 4254-E
(` n
DEER PARK SUBDIVISION
GROUP
BORING
• DEPTH
CLASSIFICATION
A
1
7.5 - 8.0'
2
8.5 - 9.0'
2
11.5-12.0'
SILTY SANDY GRAVEL, GM
7
4.5 - 5.0'
F-2
7
8.0 - 8.5'
8
10.0-10.5'
9
9.5 -10.0'
B
1
3.5 - 4.0'
3
4.0 - 4.5'
SILTY GRAVELLY SAND, SM
6
5.0 - 5.5'
F-2
8
4.0 - 5.0'
C
5
3.0 - 3.5'
SILTY GRAVELLY SAND, SM
F-2
D
4
3.5 - 4.0'
5
10.0-10.5'
SANDY GRAVEL, GW, NFS
6
2.0 - 2.5'
9
3.0 - 3.5'
E
4
9.5 -10.0'
SANDY GRAVEL, GP to
GRAVELLY SAND, SP
F
6-1
0.5 - 1.0'
7-1
0.5 - 1.0'
SILTY GRAVELLY SAND, SM
8-1
0.5 - 1.0'
w/orange/rust organics,
9-1
0.7 - 1.2'
roots and twigs
G
1-1
1.5 - 2.0'
2-1
1.0 - 1.5'
Brown/Orange (rust)
3-1
1.5 - 2.0'
SILTY SAND, SM
4-1
0.5 - 1.0'
5-1
1.0 - 1.5'
H
5-3
8.0 - 8.5'
SILT, ML, w/trace of sand
I
3-3
8.5 - 9.0'
SILTY COARSE SAND, SP/SM
w/trace of -gravel
1
3-4
13.5-14.0'
SILTY SANDY GRAVEL, GM/GP
m
TP 7
�TP 8
1 �
I TP 9
TP 2
I
SCALE: 1',=200'
NOTE- TEST PITS NOT LOCATED
BY SURVEY METHODS
i
J M LAMBE AND ASSOCIATES
Soils Laboratory and Geotechnical Eng
Job no 81-119.30 Appr. JML Dal
TP 3
NORTH
1 '
TP 6
TPI
0
SITE PLAN PLATE
DEERPARK SUBDIVISION
QUADRA ENGINEERING, INC. 1
rs Creek, Alaska
:La —
ol
' / / •_
19 /':
.304.5
NOTE: SHADED AREA REPRESENTS SLOPES OF 25% OR GREATER. MAP PROVIDED BY
QUADRA ENGINEERING
IMechanical Analysis A 9.7
G 17.5
A 9.5
A 11.2
J M LAMBE AND ASSOCIATES
ISoils Laboratory and Geotechnical Engineer!
lobno. 81-119.30 Appr. JML Dole 1012
LOG OFTEST PIT 1
=wz
�N EQUIPMENT CASE 880C Backhoe
0
ELEVATION Exist. GroundDATE 9/18/81
0
5
10
15•
0
R
10
15
Brown IB U moist
W �
K
LABORATORY o
Z
TESTS 0
VE°
G
34.4
B
6.1
IMechanical Analysis A 9.7
G 17.5
A 9.5
A 11.2
J M LAMBE AND ASSOCIATES
ISoils Laboratory and Geotechnical Engineer!
lobno. 81-119.30 Appr. JML Dole 1012
LOG OFTEST PIT 1
=wz
�N EQUIPMENT CASE 880C Backhoe
0
ELEVATION Exist. GroundDATE 9/18/81
0
5
10
15•
0
R
10
15
vuwerveu k ir.0 ; vri 7/cc/ol & 10i5i i
LOG OF TEST PIT 2
EOUIPMENTS9SE_880C Backhoe
ELEVATIONExist. Ground DATE 9/18/81
Brown IB U moist
I'
Brownish Red SILTY SAND, SM
moist, w/roots
Brownish Grey SILTY GRAVELLY SAND, SM
F-2, moist, w/silt seams
Secondary pit dug to 4.5'
Percolation hole dug to 5.5'
Percolation rate of 15 minutes/inch
ilGrey
SILTY SANDY GRAVEL, GM, F-1
moist
Grey SAND Seam, SP, moist
Grey SILTY SANDY GRAVEL, GM, F-1
'Grey SAND Seam, SP, saturated
f
r
+
Grey SILTY SANDY GRAVEL, GM, F-1
TOTAL DEPTH OF PIT - 15.0'
Water observed seeping in at 12.0'
during excavation. Free water
vuwerveu k ir.0 ; vri 7/cc/ol & 10i5i i
LOG OF TEST PIT 2
EOUIPMENTS9SE_880C Backhoe
ELEVATIONExist. Ground DATE 9/18/81
LOG OF TEST PITS1 '1
2 PLATE
QUADRA ENGINEERING
DEERE PARK SUBDIVISION
Brown FIBROUS ORGANICS, PT, moist
Brown SILTY SAND, SM
moist, loose, w/roots and gravel
Secondary pit dug to 3.0'
Percolation hole dug to 3.75'
Percolation rate of 3 minutes/inch
Grey SILTY SANDY GRAVEL, GM, F-1
moist,w/cobbles
Free water observed @ 13.0' 9/22/81
and on 10/5/81
Free water observed @ 15.0' during
excavation.
TOTAL DEPTH OF PIT - 16.0'
LOG OF TEST PITS1 '1
2 PLATE
QUADRA ENGINEERING
DEERE PARK SUBDIVISION
LABORATORY o
I TESTS
F
B
I
NJ
11
[Sieve Analysis E
29.5
10.0
r� LOG OF TEST PIT 3
=WZ
iN EQUIPMENT CASE 880C Backhoe
oN� ELEVATIONExist. Ground DATE 9/18/81
0
0
42.1
2.7
5
3.7 10
15
Fit:" WCICf" Vu]Cf vCu l u.V VII IV/;)/OL-
LOG OF TEST PIT 4
EQUIPMENT CASE 880C Backhoe
ELEVATION Exic .ro mdDATE 9/18/81
.•
Brown FIBROUS ORZANM, PT,moist,w/sTl
Brown GRAVELLY SILT, ML
W.
moist, w/roots and organics
Secondary pit dug to 2.0'
Percolation hole dug to 3.0'
Brown SILTY SANDY GRAVEL, GM, F-1
Water running in from 6.0' down
during excavation.
Free Water observed @ 7.0' 9/22/81•
:::
Grey SILTY SAND, SP -SM
�'
saturated, w/gravel
sample taken from bucket.
Pit walls sloughing
i,
Grey SILTY SANDY GRAVEL, GP -GM
,.:i
saturated
. ,••
sample taken from bucket
Percolation rate of 11 minutes/inch
TOTAL DEPTH OF PIT - 15.5'
Fit:" WCICf" Vu]Cf vCu l u.V VII IV/;)/OL-
LOG OF TEST PIT 4
EQUIPMENT CASE 880C Backhoe
ELEVATION Exic .ro mdDATE 9/18/81
JM LAMBE AND ASSOCIATES LOG OF TEST PITS 3 & 4 PLATE
Soils Laboratory and Geotechnical Engineering QUADRA ENGINEERING
DEERE PARK SUBDIVISION 4
lobno. 81-119.30 App,, JML Dat. 10/2/81
31
.•
Brown FIBROUS ORGANICS, PT, moist
Brown Orange SILTY SAND, SM
W.
moist, stiff
Dark Brown SANDY GRAVEL, GW NFS
wet, loose to medium dense, w/cobble
:r•:
i•.
Grey SANDY GRAVEL, GP
�'
moist, dense
. ,••
No percolation testing performed
TOTAL DEPTH OF PIT - 16.0'
No free water ohserved_
JM LAMBE AND ASSOCIATES LOG OF TEST PITS 3 & 4 PLATE
Soils Laboratory and Geotechnical Engineering QUADRA ENGINEERING
DEERE PARK SUBDIVISION 4
lobno. 81-119.30 App,, JML Dat. 10/2/81
31
H 28.8
D 5.0
.F 13.1
D 3.1
B 4.5
5
10
15•
N1
5
10
15•
J M LAMBE AND ASSOCIATES
Soils Laboratory and Geotechnical Engineering
lobno. 81-119.30 Appr. JML Dote10/2/81'
00�N LOG OFTEST PIT 5
EQUIPMENT. CASE 880C Backhoe
ELEVATION Exist. Ground DATE 9/19/81
Dark Brown PEAT,PT,moist,w/fibrous
i:'•:
W H
LABORATORY
o
Z
TESTS
0
� $
Percolation hole dug to 4.0t'
G
35.6
Mechanical Analyses
C
8.1
H 28.8
D 5.0
.F 13.1
D 3.1
B 4.5
5
10
15•
N1
5
10
15•
J M LAMBE AND ASSOCIATES
Soils Laboratory and Geotechnical Engineering
lobno. 81-119.30 Appr. JML Dote10/2/81'
00�N LOG OFTEST PIT 5
EQUIPMENT. CASE 880C Backhoe
ELEVATION Exist. Ground DATE 9/19/81
No free water observed on 10 5/81
LOG OF TEST PIT 6
EQUIPMENT CASE 880C Backhoe .
ELEVATION Exist. GroundDATE 9/19/81
Dark Brown PEAT,PT,moist,w/fibrous
i:'•:
Brown -Orange SILTY SAND,SM organics
!�•
moist,w/gravel & roots2
XX
Secondary Pit dug to 3.0'
Percolation hole dug to 4.0t'
/
.3rrowni°s�itGTrreyr�IET�fGRA�I�C�YeS�AF�6;hSri
moist, dense
HT
F-2, moist, w/random cobbles
Grey SILT, ML
:•'�:
wet, soft to medium soft
i --i:
Grey SANDY GRAVEL, GW, NFS
.•�.j:
some sloughing in this strata.
4. P.
9/22/81
Percolation rate of 1 minute/inch
TOTAL DEPTH OF TEST PIT - 15.0'
Secondary pit dug to 2.5'
TOTAL DEPTH OF TEST PIT - 16.0'
No free water observed.
No free water observed on 10 5/81
LOG OF TEST PIT 6
EQUIPMENT CASE 880C Backhoe .
ELEVATION Exist. GroundDATE 9/19/81
rcoiaLion nose oug to s.2
LOG OF TEST PITS 5 & 6 PLATE
QUADRA ENGINEERING C
DEERE PARK SUBDIVISION J
No
Brown PEAT, PT, w i rous organics
i:'•:
Reddish Brown SILTY GRAVELLY SAND, SM
!�•
moist, w/roots
.'Brown
SANDY GRAVEL, GW, NFS y,c
moist, loose, vi/random cobbles -tfL
Grey SILTY GRAVELLY SAND, SM F-2
moist, dense
Water seeping in slowly at 8.0'
during excavation.
Free water observed @ 10.0' on
10/5/81
Free water'observed @ 11.5' on
9/22/81
Percolation rate of 1 minute/inch
TOTAL DEPTH OF TEST PIT - 15.0'
Secondary pit dug to 2.5'
rcoiaLion nose oug to s.2
LOG OF TEST PITS 5 & 6 PLATE
QUADRA ENGINEERING C
DEERE PARK SUBDIVISION J
No
LABORATORY o
TESTS
F
Sieve Analysis D
I:1
15.0
2.9
5
9.6 10
IS.
LOG OF TEST PIT 9
EQUIPMENT -CASE 880C Backhoe
ELEVATIONExist. Ground DATE 9/19/81
Percolation rat<eOaxOF BORI
NGd.
EQUIPMENT
ELEVATION DATE
i J M LAMBE AND ASSOCIATES LOG OF TEST PIT 9 PLATE
QUADRA ENGINEERING
Soils Laboratory and Geotechnical Engineering DEERE PARK SUBDIVISION
�lobno. 81-119.30 APPr. JML Date9 9
Brown PEAT, PT, moist w t rous organi
�;�.
Brown SILTY GRAVELLY SAND, SM
0•••
moist, loose
si.*:.
Dark Brown SANDY GRAVEL, GW, NFS
4:
* moist, loose, w/random cobbles
Free water observed @ 8.0'on 9/22/8
and on 10/5/81
Grey SILTY SANDY GRAVEL, GM, F-1
moist, dense, w/random cobbles
TOTAL DEPTH OF TEST PIT - 15.0'
*Secondary pit dug to 2.5'
*Perrnlatinn tints +n i 9s
Percolation rat<eOaxOF BORI
NGd.
EQUIPMENT
ELEVATION DATE
i J M LAMBE AND ASSOCIATES LOG OF TEST PIT 9 PLATE
QUADRA ENGINEERING
Soils Laboratory and Geotechnical Engineering DEERE PARK SUBDIVISION
�lobno. 81-119.30 APPr. JML Date9 9
MAJOR DMSIONS
TYPICAL NAMES
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UNIFIED SOIL CLASSIFICATION SYSTEM
JOHN M LAMBE P.E.
[Job No. Appr• Date
AND
KEY TO TEST DATA
RT PLATE
13
SNNu pI, pl
FFs•...
Gw/ldy ►...w.....l
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as
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JOHN M LAMBE P.E.
[Job No. Appr• Date
AND
KEY TO TEST DATA
RT PLATE
13
SOIL AND MATERIALS
ENGINEERING
M
J LAMBE AND ASSOCIATES AND TESTING
John M. Lambe, P.E. 4101 Arctic_8QgleVard! $ult�ZA$ �.gnShD[a9B, Alaska 99501 907-276.4113
OR
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—
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banded sediments
CL. CH, and ML;
rn
J M LAKBE AND ASSOCIATES
Laboratory and Geotechnical Engineer
81-119.30 _Appr JML Dole IOL
PERCOLATION TEST RESULTS
QUADRA ENGINEERING
DEER PARK SUBDIVISION
PLATE
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J M LAKBE AND ASSOCIATES
Laboratory and Geotechnical Engineer
81-119.30 _Appr JML Dole IOL
PERCOLATION TEST RESULTS
QUADRA ENGINEERING
DEER PARK SUBDIVISION
PLATE
J M LAMBE AND ASSOCIATES
PERCOLATION TEST RESULTS
oils Laboratory and Geotechnical Engineering QUADRA ENGINEERING
no 81-119.30 Appr.—JMt. Dole1Dt],g a DEER PARK SUBDIVISION
PLATE
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J M LAMBE AND ASSOCIATES
PERCOLATION TEST RESULTS
oils Laboratory and Geotechnical Engineering QUADRA ENGINEERING
no 81-119.30 Appr.—JMt. Dole1Dt],g a DEER PARK SUBDIVISION
PLATE