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APARTMENT COMPLEX
PARCEL- 19, SEC. 15, T. 19. N., R. 4. W.
ANCHORAGE, ALASKA
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STUDY
A REPORT PREPARED FOR
ALLIED ENTERPRISES OF
ALASKA, INC.
DICKINSON OSW,LD WLCW LEE
ENGINEERS 4040 "B" STREET
ANCHORAGE,ALASNA
FCBRUW 1975
DCOMOn - OSALD - WhIC4 - CC
EN I Al CC n � 9090 9 STREET ANCHORAGE, ALASKA 99503 PHONE 278-1551
February 13, 1975
W.O. 7957
Allied Enterprises of Alaska, Inc.
Box 4-1892
Anchorage, Alaska 99509
Attention: Jerry Caley
Subject: Subsurface Investigation and Foundation
Recommendation - Parcel 12, Section 15,
T12N, R4W
Gentlemen:
Transmitted herein are the results of our subsurface inves-
tigation and foundation study for the planned apartment
development to be built south of Dimond Boulevard and east
of Jewel Lake Road.
The subsurface investigation and soils analysis portion of
the report includes the boring logs of the 6 test holes
placed in the course of this project, a series of generalized
soil sections showing idealized soil profiles at the site,
field and laboratory classification and analyses of the
major soil groups encountered during this project.
The foundation study portion of this report includes founda-
tion recommendations for the building and guidelines for
earthwork, utility and site development design and construc-
tion. The recommendations reflect our understanding of the
intended development, however they need not be considered
the only approach to the foundation construction. As the
project develops, we will be glad to analyze alternate
approaches to these or other problems as they may arise.
The data, following the text, are organized as follows:
Test Hole Location Sketch Figure 1
Idealized Soil Profiles Figures 2-3
Test Hole Logs Table A
Grainsize Distribution Curves Appendix A,
Sheets 1-3
Standard Explanatory Information Sheets 4-6
CONCLUSIONS
1, The shallow silty soils are highly frost susceptible,
appear to be relatively loose, and are not considered a
suitable founding soil.
F
Allied Enterprises of Alaska, Inc.
February 13, 1975
Page 2
2. The native undisturbed NFS granular soils appear dense
to very dense are generally encountered at between 3.5'
and 7.5', and should provide excellent strength in
bearing.
3. No free water was observed during exploration in early
February 1975.
_ RECOMMENDATIONS
1. Foundation System - Shallow Spread Footings
a. Minimum width: 18", continuous; 24", isolated
square.
b. Minimum depth of cover (nearest horizontal grade
to bottom of footing):
1) Heated structure perimeter; 4' minimum, carry
to NFS soils or place NFS fill below 4'.
2) Heated structure interior; 2' if bounded by
grade slabs or tied, 3' if crawl space. See
1b1.
3) Unheated structure; toy of footing at 5' or
NFS soils whichever is deeper. Footing at
least 6" wider than stem. Reinforce stem and
footing to resist tensile uplift forces along
face of stem.
C. Place 1" of Styrofoam SB (Blue), or similar non -
water absorbing, gas filled, plastic rigid insula-
tion below grade along the outboard face of peri-
meter footing walls to control heat loss so that
the foundation soil will remain thawed, and to
provide a resilient component to absorb vertical
and horizontal frost heave strains which would
otherwise act directly on the face of the footing.
d. Bearing values
I� 1) Natural undisturbed or redensified NFS sandy
gravel to gravelly sand - 5,000 psf.
2) Preferred structural fill - 6,000 psf
it The footing design load is the sum of all
dead loads and those live loads which occur
h 250 of the time (or more), or 50% of the sum
i
of all dead loads and live loads that may act
on the footing.
I�
Allied Enterprises of Alaska, Inc.
February 13, 1975
Page 3
2. Earthwork
a. The shallow sandy silts are highly frost sus-
ceptible, and occasionally appear to be very
loose. Therefore,it is prudent and practical to
remove these sandy silts from beneath all footings
and structural grade slabs, and to replace the
sandy silts with a structural fill, or to found
the structure directly upon the underlying NFS
sandy gravel and gravelly sands.
Remove, all loose fill, frozen soils, and organic
materials from below structures, or load bearing
areas.
b. Do not start fill operations or footing construc-
tion on frozen soils. Protect soils used for
founding footings or grade slabs from freezing
during construction as well as subsequent to
construction.
C. Protect foundation soils from excess surface water
and disturbance.
d. Structural fill:
1) Materials, well graded, NFS, sandy gravels or
gravelly sands are preferred, the last 12" of
fill, if any, below footings or slabs should
have an upper size limit of about 2", while
that, if any, below may include occasional
cobbles. The lower limit of grain size is
not more than 5% passing the #200 screen.
Materials of similar nature, but with more
than 5% passing the #200 screen are becoming
used more often as the supply of the pre-
ferred material dwindles. Soils of this
nature may be used as structural fill; how-
ever, if more than 3% passes the 0.02 mm
size, the materials are presumed to be frost
susceptible and must be kept in a thawed
state during and subsequent to construction.
In order to provide sufficient compaction and
maintain a reasonably stable fill, these
soils must be placed at very nearly or
slightly less than the optimum moisture
content. Too much moisture causes the soil
to become unstable during compaction. With
too little moisture the soils will not attain
Allied Enterprises
February 13, 1975
Page 4
of Alaska, Inc.
sufficient density at a reasonable compactive
effort and/or lift thickness. Obviously,
control of moisture content and surface water
becomes increasingly important as the silt
content increases. In all cases at least 350
of the fill material should be +#4 screen
size, and in no case should the silt content
(-#200 screen size) exceed 12%.
2) Densification
a) Below footings, the minimum permissible
density in any one test should be 98% of
the maximum density (as determined by
the Alaska Testlab Area Standard) for
the top 1', and 95% below that depth.
Where applicable the Field Providence
standard may be substituted, and in all
cases the maximum density as determined
by AASHO T180 Method D is satisfactory.
b) Backfill beneath grade slabs, the mini-
mum permissible density in any one test
should be 95% of the maximum density (as
determined by the Alaska Testlab Area
Standard) for the top 2', and 92% below
that depth (including the natural ground).
Where applicable the Field Providence
standard may be substituted, and in all
cases the maximum density as determined
by AASHO T180 Method D is satisfactory.
C) Backfill about £ootinas:
1) Where carrying grade slabs as in
Section 2d2b.
Exterior face of structure and
unheated footings as in Section
2d2a, except the minimum permissible
density shall be 880, average 93%,
and the top 12" of fill shall be an
impermeable soil or paving to
provide a seal against surface
water intrusion into the footing
excavation.
d) Excavation:
1) NFS soils are considered to be
consistently easily incorporated
Allied Enterprises of Alaska, Inc.
February 13, 1975
Page 5
into structural fill or for use as
base, and subbase, and only NFS
soils are considered for use as
frost protection soil for drives
and parking areas. The remaining
soils (silty soils) should be
wasted or used in non-structural
areas.
I 3. Grading and drainage:
i
a. Surface
Where paved, grade at a minimum of 3% for 10' away
from the structures, and 1-1/2% elsewhere, and
maintain a minimum of 0.5% grade in paved swales.
Exterior surface grade should be depressed one
inch below finish floor at all "At Grade" en-
trances to the building. Where unpaved, grade at
a minimum of 5% for 10' away from structures and
3% elsewhere.
r-.
4.
b. Subsurface
1) If continuity of drainage is maintained
through the footing backfill and structural
fill by complete removal of the silty soils
and replacement with preferred structural
fill materials, footing drains are not
expected to be required.
2) If continuity of drainage is not maintained
to the underlying free draining soils,
footing drains are prudent. Perimeter
footing drains and subdrains should be
surrounded by a graded filter. Nearest the
conduit, 3" to 6" of gravel similar to 3/4"
p.c. concrete gravel should be placed.
Between the gravel and the native soils, a 3"
to 6 layer of sand similar to p.c. concrete
sand should be placed. The remainder of the
trench should be filled with NFS material to
within 6" of the surface. The final 6"
should be impermeable soil. The drain should
terminate at a convenient location which will
not glacier during the winter. In this
instance this may be a dry well.
Traffic areas:
a. Paving section (suggested section) for light
traffic
Allied Enterprises of Alaska, Inc.
_ February 13, 1975
Page 6
1) 2 surface course of bituminous concrete.
2) 2" crushed base/leveling course, (the standard
City of Anchorage or State specification for
base course is suitable).
3) Frost protection: 32" of NFS soil (may be
native soil where applicable); total section
36", purpose to sufficiently control frost
heave to allow pavement to carry traffic
loads during spring thaw without excessive
chuckholing or other pavement failures.
Transverse or longitudinal gradients on the
order of 1.5+% will discourage the formation
of birdbaths during the thaw. Reduction of
the section to 24" is sometimes satisfactory
provided drainage is excellent and the sub
soils are only moderately frost susceptible.
4) If unpaved, a thicker layer of crushed base
or well graded slightly silty sand gravel
should prove to be reasonably easy to main-
tain. The "frost protection" section, in
areas of fill, is suggested for future up-
grading to a paved section.
5. Miscellaneous:
a. Frost heave
r
Care should be taken to cause surface water to
drain away from the work in areas of cyclic freeze
and thaw, near entrances and about the perimeter
of heated structures. (It is assumed that struc-
tures will have sufficient heat loss to maintain
the bearing soils in the thawed state.) Unheated
foundations remote from heated buildings may heave
unless founded well below the frost line, which is
deepest in areas of snow removal or compaction, or
unless founded in the underlying NFS soil. For
typical areas, the footing of Section 1b3 is
reasonable, and should not develop significant
heave even though it is imbedded within the ulti-
mate frost zone. The use of permeable backfill
j
with surface seals and frost bond breaks are
cumulatively intended to prevent frost heave
stresses from becoming excessive on the footing.
j
Allied Enterprises of Alaska, Inc.
February 13, 1975
i
Page 7
b. Cracking of p.c, concrete slabs can be reduced by
allowing them to be free floating. Slabs exterior
to the structure must not be connected to the
footings, as they will receive some differential
vertical movement due to frost action. Control
joints should be placed at each change in section
F- or direction and at not more than the width of the
slab as appropriate to the work.
C. The exposure of p.c. concrete thin sections such
as curb gutter, walks, and drives, particularly
where exposed to eave drippings, de-icing salts
and other actions which cause frequent wetting and
drying and/or freezing and thawing is among the
most severe environmental conditions for that
material. The degree of protection from exposure
is coupled to the curing period as well as the air
entrainment and cement factor of the mix. Thus,
we routinely suggest that p.c. concrete placed
between mid-September and May include at least 5.5
sacks of portland cement/cubic yard, and "pozzolith",
or at least 6 sacks of portland cement/cubic yard;
that air entrainment be near the upper accepted
limits, 6+ 1.5% for 3/4" maximum size aggregate
concrete and the slump be the least commensurate
with placing and finishing operations (4" slump is
adequate to this purpose); and that the concrete
be surface dry or drier prior to being exposed to
freezing temperatures (i.e., after initial cure,
allow to dry before turning heat off in tempera-
ture protected work). Where de-icing agents are
used, the owner should be warned that he will
eventually damage the concrete. That damage is
often slowed substantially by periodic treatment
with linseed oil cut 3:1 with gasoline or other
thinner. The common application periods are at
one year and then at three year intervals.
DISCUSSION
Subsurface exploration was conducted in early February, 1975
and consisted of six 26.5' test holes. Drilling was accomplished
by Denali Drilling, Inc, employing a Nodwell mounted Mobile
B-50 drill fitted with an 8" hollow stem continuous flight
auger. Samples were taken at 5' intervals with a 2" O.D.
standard split spoon sampler advanced into the soil ahead of
the bit through the hollow stem of the auger by the action
of an 140 pound, rod guided, hammer free falling a distance
Allied Enterprises of Alaska, Inc.
February 13, 1975
Page 8
of 30". The blows required to drive each 6" increment are
recorded on the logs. The blows required to drive the
sampler 12" is defined as the standard penetration. The
drilling and sampling was supervised and the test hole was
logged by O.M. Hatch, Senior Technican/Geologist of Alaska
Testlab.
As the samples were recovered, they were visually classified
then placed in sealed plastic bags to protect the sample and
r maintain its natural moisture content. The samples were
kept heated as they were transported to the laboratory where
the moisture contents and dry strengths of selected samples
were determined. The samples were grouped according to
similarities in texture and particle size and proportion and
given an arbitrary group designation. Mechanical analyses
were performed on the major groups to further delineate their
physical properties. The compilation of this data is
recorded on the test hole logs in Table A, and the grain
size distribution curves on Sheets 1 - 3 in Appendix A.
Information describing the test hole logs and soil classi-
fication system is contained on Sheets 4 - 6 in Appendix A.
Five general soil types were encountered and are listed
below by their group designation for easy reference between
test holes.
Group A is a sandy silt, generally non -plastic, highly
frost susceptible with a frost classification of
F-4. Being occasionally very loose in-situ, it is
not recommended as the founding soil. Its unified
classification is ML.
Group B is a non -frost susceptible (NFS), well graded
sandy gravel. This material should compact
well, and not be especially sensitive to fluctua-
tion in moisture content. These soils should
provide an excellent frost protection section.
(See Sheet 1, Appendix A, for grain size dis-
tribution curve.) This material is suitable for
foundation, structural fill, subgrade, and subbase
applications.
r Group C is a non -frost susceptible (NFS) gravelly sand.
It should be a reasonably docile fill material,
compacting well, and not especially sensitive to
flucuation in moisture content. (See Sheet 2,
Appendix A for grain size Distribution Curve.)
This material is suitable for all the uses of
Group B.
r
!9
Allied Enterprises of Alaska, Inc.
February 13, 1975
Page 9
Group D is a sandy silt similar to Group A, except with
random gravel and slightly more sand. Its unified
classification is SM. This material should be
avoided where possible for the reasons stated for
Group A and the near proximity of Groups B and C.
Group E is a non frost susceptible sand, encountered at
depth, underlying the southern portion of the
site. (See Sheet 3, Appendix A for grain size
distribution curve.)
The slope to the south of the project is heavily vegetated
and appears to be nearly at the angle of natural repose.
Our staff geologist regards the slope to be statically
stable, and based on his February visit to the site,deter-
mined no sign of recent (50 years or so) major slides or
erosion. We expect the additional loading associated with
this type and spacing of development to be minimal and to
not adversely effect the area stability, however, for
erosional stability, it is prudent to maintain the natural
vegetation on the slope; or to replace it with equally
effective growth, ---and more importantly to carefully direct
the increased surface runoff associated with development in
such a manner so as to not induce erosion of the slope.
In closure, while the foregoing discussion was intended to
be comprehensive, it is not necessarily exhaustive of the
possibilities. Therefore, please contact the writer should
there be any questions, or should we be of further service
as the project develops.
JML:HRL:rb
Very truly yours,
DICKINSON-OSWALD-WALCH-LEE,
ENGINEERS
John M. Lambe
PraoerJ Cine
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FIG.
TES HOLE LOCATION S
CONTOURS BASED ON D.L. LUCAS SURVEY
LEGEND
ORGANICS
SAND
SILT
CLAY
GRAVEL
NOTE
SOIL CROSS-SECTIONS ARE FOR GRAPHIC PURPOSES.
SOIL TYPES AND STRUCTURES BETWEEN TEST HOLES
ARE INTERPOLATED AND MAY NOT REPRESENT ACTUAL
FIELD CONDITIONS. .
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Test Hole #1
Depth
in Feet
5.0- 6.5'
12/13/13 16.1
From
To
15.0'-16.5'
24/51/45 --
0.0'
- 7.0
7.0'
- 17.0
17.0' - 26.5'
Bottom of Test Hole:
Frost Line:
Free Water Level:
Sample
1
2
3
4
5
Elevation: Existing Ground
Soil Description
F-4, Brown Sandy Silt, damp, stiff, NP, ML
NFS, Brown Sandy Gravel, dry, medium density,
rounded particles, 3"-, GW/GM
NFS, Brown Gravelly Sand, dry, medium to
high density, rounded particles, 1"-, SP/SM
26.5'
0.0' - 0.5'
None Observed
Depth
Blows/6" M%
5.0- 6.5'
12/13/13 16.1
10.0'11.5'
20/32/28 --
15.0'-16.5'
24/51/45 --
20.0'-21.5' 15/16/17
25.0'-26.5' 32/50/40
Type Dry
of Sample Strength Group Other
SP M -H A Coal
Particle:
SP -- B
SP -- B Very
small
sample
1..2 SP N F
2.4 SP N C
1. Groups refers to similar material, this study only.
2. Dry strength, N=None, L=Low, M=Medium, H=High
3. Type of Sample, SP = Standard Penetration.
4. Date of Exploration: February 3, 1975
Test Hole #2 Elevation: Existing Ground
Depth in Feet
From
To
Soil Description
Type
0.0'
- 3.5'
F-4, Brown Sandy
Silt, damp stiff,
NP, ML
3.5'
- 14.0'
NFS, Brown Sandy
Gravel, damp to
dry, medium
42/43/52
-- SP
density, rounded
particles 3"-,
GW/GM
14.0'
- 26.5'
NFS, Brown Gravelly
Sand damp to
dry, medium
density, rounded
particles, 1"-,
SP/SM
Bottom of Test Hole: 26.5'
Frost Line: 0.0'-0.5'
Free Water Level: None Observed
Sample
Type
Dry
Number
Depth
Blows/6"
M% of Sample
Strength Group
Other
1
5.0'- 6.5'
42/43/52
-- SP
-- B
Very
small
sample
2
10.01-11.5'
25/52/53
-- SP
-- B
3
15.0'-16.5'
13/17/21
-- SP
-- B
4
20.0'-21.5'
12/25/20
-- SP
-- B
5
25.0'-26.5'
1.8/28/28
3.0 SP
N C
1. Groups refers to similar material, this study only.
2. Dry strength, N=None, L=Low, M=Medium, H=High
3. Type of Sample, SP = Standard Penetration.
4. Date of Exploration: February 3, 1975
Test Hole $3 Elevation: Existing Ground
Depth in Feet
From To Soil Description
0.0' - 4.0' F-4, Brown Sandy Silt, damp, stiff, NP, ML
4.0' - 26.5' NFS, Brown Gravelly Sand, dry, medium to
high density, rounded particles,2"-,SP/SM
Bottom of Test Hole: 26.5'
Frost Line: 0.0' - 1.0'
Free Water Level: --
Sample
Number
Depth
Blows/6" Mo
1
5.0'
- 6.5'
21/23/22 --
2
10.0'
- 11.5'
16/25/24 100
3
15.0'
- 16.5'
19/29/25 --
4
20.0'
- 21.5'
30/52/39 --
5
25.0'
- 26.5'
10/17/25 --
Type Dry
of Sample Strength Group Other
SP -- -- Lost
Sample
SP N c
SP -- c
SP -- c
SP -- B Small
Sample
1. Groups refers to similar material, this study only.
2. Dry strength, N=None, L=Low, M=Medium, H=High
3. Type of Sample, SP = Standard Penetration.
4. Date of Exploration: February 3, 1975
Test Hole #4 Elevation: Existing Ground
De tp h in Feet
From To Soil Description
0.0' - 7.5' F-4, Brown Sandy Silt, damp to wet, soft to
stiff, NP, ML
7.5' -.13.0' NFS, Brown Sandy Gravel, damp to dry, medium
density, rounded particles,2"-, GW/GM
13.0' - 26.5' NFS, Brown Sand with trace of gravel and with
coal and silt lensing, Damp, medium density,
SP
Bottom of Test Hole: 26.5'
Frost Line: 0.0' - 3.0'
Free Water Level: None Observed
Sample
Number
Depth
Blows/6"
M%
1
5.0'
- 7.0'
5/3/2
19.2
2
10.0'
- 11.5'
20/48/41
--
3
15.0'
- 16.5'
11/13/14
10
4
20.0'
- 21.5'
10/13/14
9.6
5
25.0'
- 26.5'
12/13/10
12.1
Type Dry
of Sample Strength Group Other
SP L -N D
SP -- B
SP N E
SP N E
SP N E
1. Groups refers to similar material, this study only.
2. Dry strength, N=None, L=Low, M=Medium, H=High
3. Type of Sample, SP = Standard Penetration.
4. Date of Exploration: February 3, 1975
Test Hole 95
Depth
in Feet
From
To
0.0'
6.25'-
- 6.25'
17.0'
17.0' - 26.5'
Bottom of Test Hole:
Frost Line:
Free Water Level:
Elevation: Existing Ground
Soil Description
F-4, Brown Sandy Silt, damp, stiff, MP, ML
NFS Brown Gravelly Sand (coal lensing @15')
damp, medium density�SP/SM
NFS, Brown Sand, damp, medium density, SP
26.5'
0.0' - 2.0'
None Observed
Sample
Number
Depth
Blows/6"
M%
1
5.0' -
6.25'
5/6/22
20.1
1B
6.25'-
6.5'
22
--
2
10.0' -
11.5'
17/37/48
--
3
15.0' -
16.5'
16/26/28
6.4
4
20.0' -
21.5'
14/22/24
--
5
25.0' -
26.5'
15/20/19
5.1
Type Dry
of Sample Strength Group Other
SP L -N P Roots, &
trace fin,
gravel
SP -- C Very small
sample
SP -- C Coal
lensing
SP N C Coal
lensing
SP -- -- Lost samplt
SP -- E Random
Gravel &
Coal
1. Groups refers to similar material, this study only.
2. Dry strength, N=None, L=Low, M=Medium, H=High
3. Type of Sample, SP = Standard Penetration.
4. Date of Exploration: February 3, 1975
Test Hole 06 Elevation: Existing Ground
Depth in Feet
From
To
Soil Description
0.0'
- 4.0'
F-4, Brown Sandy Silt, damp,stiff,ML
4.0'
- 13.0'
NFS, Brown Sandy Gravel, damp, medium density,
rounded particles, 3"-, GW/GM
13.0'
- 26.5'
NFS, Brown Sand w/ trace of gravel,
damp,
medium density, SP
Bottom
of Test Hole:
26.5'
Frost
Line:
0.0' - 1.0'
Free Water
Level:
None Observed
Sample
Type Dry
Number
Depth
Blows/6" Mo of Sample Strength
Group
Other
1
5.0' - 6.5'
16/26/20 -- SP --
B
2
10.0' - 11.5'
46/36/29 -- SP --
B
3
15.0' - 16.5'
16/20/24 2.9 SP N
E
Random
Gravel
4
20.0' - 21.5'
15/23/28 2.9 SP N
E
5
25.0' - 26.5'
13/15/18 4.0 SP N
E
Random
Gravel
1. Groups refers to similar material, this study only.
2. Dry strength, N=None, L=Low, M=Medium, H=High
3. Type of Sample, SP = Standard Penetration.
4. Date of Exploration: February 3, 1975
APPENDIX A
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SOIL CLASSIFICATION CHART
0 10 20 30 40 50 60 70 80 90 100
GRAVEL (+#4 SCREEN) % BY WEIGHT
NONFROST SUSCEPTIBLE SOILS ARE INORGANIC SOILS CONTAINING LESS THAN 3% FINER THAN 0.02 mm.
GROUPS OF FROST -SUSCEPTIBLE SOILS:
Fl GRAVELLY SOILS CONTAINING BETWEEN 3 AND 20% FINER THAN 0.02 mm.
F2 SANDY SOILS CONTAINING BETWEEN 3 AND 15% FINER THAN 0.02 mm.
F3 a. GRAVELLY SOILS CONTAINING MORE THAN 20% FINER THAN 0.02 mm. AND SANDY SOILS
(EXCEPT FINE SILTY, SANDS) CONTAINING MORE THAN 15% FINER THAN 0.02 mm.
b. CLAYS WITH PLASTICITY INDEXES OF MORE THAN 12. EXCEPT VARVED CLAYS.
F4 a. ALL SILTS INCLUDING SANDY SILTS.
b. FINE SILTY SANDS CONTAINING MORE THAN 15% FINER THAN 0.02 mm.
c. LEAN CLAYS WITH PLASTICITY INDEXES OF LESS THAN 12.
d. VARVED CLAYS.
Test Hole Log — Description Guide
r
The soil descriptions shown on the logs are the best estimate of the soil's
characteristics at the time of field examination and as such do not achieve the
II precision of a laboratory testing procedure. If the log includes soils samples,
those samples receive an independent textural classification in the laboratory
to verify the field examination.
i The logs often include the following items:
ra Depth Interval — usually shown to 0.1 foot, within that zone no
significant change in soil type was observed through drill action, direct
observation or sampling.
Frost Classification — NFS, Fl, F2, F3, F4, see "Soil Classification
Chart"
Texture of Soil — An engineering classification of the soils by particle
r7 size and proportion, see "Soil Classification Chart", note the
proportions are approximate and modifications to the soil group due to
stratification, inclusions and changes in properties are included.
Moisture Content — this is a qualitative measure:
r'+ dam, no or little apparent surface moisture,
damp, moisture forms portion of color, less than plastic limit,
i wet, no free water, often soft, if cohesive soil,
saturated, free water may be squeezed out, if a free draining soil;
dilatent at natural moisture content, if a non -plastic silt or fine
hsand. (The moisture content is further defined by reference to P1,
LW, NP, M%or dilatency.)
Density — refers to more -or -less non -cohesive soils, such as sand gravel
mixtures with or without a fine fraction, derived from drilling action
and/or sample data;. usually described as: very loose, loose, medium
dense, very dense. General intent is to portray earthwork
characteristics.
Stiffness — refers to. more -or -less cohesive soils and fine grained silts of
the clay -silt groups. Derived from drill action and/or sample data. Very
soft, soft, stiff, very stiff and hard are commonly used terms.
Particle size — The largest particle recovered by the split spoon is
1-3/8", Shelby tube 3", auger flights (minute -man) 2", Auger flights
(B-50 hollow stem) 6"-8". Larger particles are described indirectly by
action of the drilling and are referred to as cobbles, 3" to 8", or
boulders 8"+. Therefore when reviewing the gradation sheets, if any,
the description on the hole log must be considered for an indication of
larger particles.
Unified Soil Classification — This is a two letter code. See Unified
Classification sheet for further definition. In some cases AASHO and/or
FAA soil classifications may be shown as well as the unified.
Atterberg Limits— useful for fine grained and other plastic soils.
7 PI; natural moisture content believed to be less than plastic limit
Pl+; natural moisture concent believed to be between plastic and liquid -
limits
Lw+; natural moisture content believed to be greater than liquid limit
NP; non -plastic, useful as a modifying description of some silty
materials.
Dilatency — is the ability of water to migrate to the surface of a
saturated or nearly saturated soil sample when vibrated or jolted — used
as an aid to determine if a fine grained -soil is a slightly or non -plastic
silt or a volcanic ash.
Rock flour — finely ground soil that is not plastic but otherwise appears
simi—ate clayey silt.
Organic Content — usually described as Peat, PT, sometimes includes
iscree� such as wood, coal, etc. as a modifier to an inorganic
soil. Quantity described as; trace, or an estimate of volume, or, in case
of all organic, — as Peat. This may include tundra, muskeg and bog
material.
Muck — a modifier used to describe very soft, semi -organic deposits
us�y occuring below a peat deposit.
Amorphus peat — organic particles nearly or fully disintegrated.
Fibrous Peat — organic particles more -or -less intact.
Bottom of Testhole — includes last sample interval.
Frost Line — seasonal frost depth as described by drilling action and/or
samples at the time of drilling,
Frozen Ground — other than frost line, described by samples, usually
includes description of ice content, often will include modified Unified
Classification for frozen soils — this is a special case related to
permafrost studies.
Free Water. Level — The free water level noted during drilling. This is
not necessarily the static water table at the time of drilling or at other
seasons. Static water table determination in other than very permeable
soils requires observation wells or piezometer installations, used only in
special cases. -
-Blow/6" — The number of blows of a 140 weight free falling 30" to
advance a 2" split spoon 6"; the number of blows for a 12" advance is,
by definition, the standard penetration.
,d% — natural moisture content of the soil sample, usually not
performed on clean sands or gravels below the water table.
Type of Sample —
SP, refers to 2" split spoon driven into the soil by 140 pound
weight, a disturbed sample,
S, thin wall tube, "Shelby" used to obtain undisturbed samples
of fine grained soil,
$e, "grab" -disturbed sample from auger flights or wall of trench,
C, cut sample, undisturbed sample from wall of trench.
Dry Strength — a useful indicator of a soil's clayey fraction, N=None,
L=Low, M=Medium, H=High
Group — The samples are placed into apparently similar groups based
on color and texture and are arbitrarily assigned a group letter. Further
disturbed tests including Atterberg Limits, grain size, moisture -density
relationship, etc. may be performed 'on the group and are assumed to
reflect the general distrubed characteristics of the soils assigned to the
group. This is an important phase of the soil analysis and is used to
standardize the various qualitative determinations and to reduce the
number of quantitative tests necessary to describe the soil mass.
D C Hon - 0Swh
WM CH -
ENG I h EE U 4040 B STREET ANCHORAGE, ALASKA 99503
September 3, 1975
Mr. Rolf Strickland
Greater Anchorage Area Borough
Dept. of Environmental Quality
3330 "C" Street
Anchorage, Alaska 99503
Re Seacli_ff_ Plaza
Dear Rolf:
PHONE (9071 278-1551
Further reference is made to your letter of August 6, 1975,
concerning review of plans for the referenced project.
Item 1 covered the capacity of the water system available to
serve the proposed P.U.D. This is a system certificated for
service in this area and operated by John Rhodes. The
P.U.D. project includes provisions for drilling a water well
which will be tied into this system. Indications are that
commercial quantities of water can be expected from this
well development. Actual quantities will not be available
until a well is drilled and tested at which time we will
advise you of its capacity.
We recognize the encroachment of A.C. sewer pipe within the
100-200 foot protective radius surrounding the well site.
Although a portion of this line is ductile iron pipe, the 8"
line is A.C. pipe which we recognize you have not allowed.
We are working out corrective measures for this and we will
keep you advised.
Very truly yours,
DICKINSON-OSWALD-WALCH-LEE,
ENGINEERS
Kenneth B. Walch, Partner
KBW : mm
cc Wayne Framstad
\J & E OF L sm
DEPT. OF ENVURIONMIENTAL CONSERVATION
SOUTHCENTRAL REGIONAL DFTICE
JAY S. HAMMOND, Governor
SOUTHCENTRAL REGIONAL OFFICE ,
MACKAY BLDG.
338 DENALI STREET
ANCHORAGE 99501.
August 14, 1975
Dickenson•Oswald•Walch•Lee
4040 B Street
Anchorage, AK 99503
Subject: Seacliff Plaza
Gentlemen:
The 1975 water and sewer improvements for the subject project
are approved for the features with which this department is
concerned.
cc: Rolf Strickland
4
Yours truly,
Kyly J. Cherry, P.E.
Regional Environmental Supervisor
File No. ° 4-11
Au!P-Ast C, 1975
It. Marlt lt'ansen
Dickinson, 0swaald, Walch &Lela
4040 1133e1 Street
Anchorage, AlaaKka 99503
SUBJECT- iSeseliff Pl azo PUI) SJator and Sewer i ntensions
Deas Mr. Henson:
The Greater Anchorage Arca Borough i)oprart nant of Fnv€ronmontal Quality
has received and reviewed tied subjoct plans. We find the plans have
certain deficiencies as listed below.
1. Pin need to know the Yalsacity of the nater W stem fxWR which you are
getting the wetter for this proposed PUD. This is to insure that the
system is adequate to handle the additional load that will be plAced
upon it;
2. `To notice that there arse €Tress 2409 sewer lines within the 200 foot
radius of the proposed future well sett;, Under the tate Administrative
Code this is not allowable. Any rawer tine faailing within the 209 foot
radius and being outside the 149 font radius must be coated ductile
Iron pipe.
Bir would suggest than you modify ytur plana and submit user=a showing that the
sewor lines will either be changed to cast iron and within the 200 foot radluas or
that the future well site will be moved to a more remote lair stioU of Placing these
Claris 2400 sewer Breese outside the 209 foot radius. Wo will exPOet to }semi from
you on this proposal at your earliest convenivace.
Should you have any questions regarding our review of the plans, please contQct
the: undersigned.
Sincerely,
azolf Stricklaud, R.S.
Chief Sanitarian
Itf3Jlw
Paul Carr
DEQ Comments
Page Three
March 19, 1975
This area is of concern to us as it was proposed for R-9 zoning
under the area G-5 plan. The property is not exceedingly steep
but does have 25% slope. water availability will be a problem
in this area and this is why we recommend a public water system
under development plan A. This area is subject to high winds,
mainly in the spring and fall, which leads to erosion
problems.
We feel this proposal deserves a closer scrutiny and we recommend
that the case be postponed until the engineer is able to provide
all the data as required. This case has been discussed several
times with the engineer and the developer's representative.
23. S-3620 Duhill Subdivision
This property is served by individual utilities. The lot size, slope
and water availability are all adequate for single family residences.
The house on lot 3 has adequate area to replace the sewer system.
24. S-3621 Meadow Brook Subdivision
This property will be served by public water and on-site sewer.
The lots are adequate as submitted and this plat was approved at
the March 18 Platting Board Meeting.
25. S-3622 Spanish hills Subdivison
This property will be served by individual utilities. The soils tests,.
lot size and water information all show these lots are adequate for
single family residences.
26. S-3597 Seacliff Plaza Subdivision
This property will be served by public sewer and water. Both must
be covered under the subdivision agreement.
The water system is privately owned by the developer of Seacliff
Subdivision. Vic have no assurance that this system is adequate
to serve all the lots in Seacliff Subdivision plus the proposed
P.U.D. we have asked for written assurance from the developer's
engineer and as of the date of this memorandum have not received
this statement.
We recommend that a conditon be added to the approval that
"the P..U,D. development be served by an approved public
water supply and that this supply be provided by the developer
Paul Carr
DEQ Comments
March 19, 1975
Page Four
to the satisfaction of the Greater Anchorage Area Forough
Department of environmental Quality".
Rolf Strickland, R.S.
Chief Sanitarian
RS/1'w
cc- Dennis Gardner
ARC[ ;l rS
February 5, 1974
Planning Con}nission c?Y Lin (lr:._tts r Anchorage Area Borough
Administration Building
3500 Tudor Road
Anchorage, Alaska 99507
Subject: Special exMpt:ion LO ccnstruet a planned unit
development in an R71, Single family resident6al
district. Re-forc:non — zoning ordinance 1974,
Section 21--5(0) (t,)h and Section 21-6(M) 9. and
Section 21-8(Gi),
Dear Members of the Plan iinq cod Zoning Commission:
The following is a nnrrutiyo Wtvmnnt, submitted in accordance
with the GARB Zoning Orth t: +girding a proposed planned
unit de,velopmant to he It vindicated on the attached
drawings. lir. Gerald C.- Ing nC 051 Tahoe Drive, Anchorage,
Alaska 99502, has retain& t:Kya firms:
Thomas W. Lunsi`c•'
d:_ AIA
Architect end r
..t w
Anchorage, A1:-._,,.
and
Engineers ani; Wvoycrs
800 Cordova
Anchorage, Ai:r_K
to design a planned "ni
„h
-n davclopmont to be located
on 17.3 roes na ar the W -P
Won
of Dimond Boulevard and
Sand Lake; Road.
This >ropert lies alt -Pi ;,
I 1 Y '. �
1,;,i
ovar•lo��king Coal; "�
� 1 inlet. in,�re
ord approximately airs: P
A c
i DhhAnd Bouiovnrd to the to„
of the bluff with tho r,
r Win
,cres extending into tn(Y
mudflats.
_. r 7l<ann;3d unit r, d" 1`. <
. '0 1
_oo s1 st Cif 6 tuo-KOrcom units
of appronimanly 1250
I
ch. Ti `r^ wi i1 bo 20 e'round
floor units and 28
,'
,its. Thoy will he arrPPqvd in
groups of Bond 12 uni:.-,
r
All units Wi 1 i Vaca mo o ;
attractive landsc p..d eja
_
.
are so arrangad that all r: i 11
- have a view of the - t,nl:.- :"�
�i
Ki •.
t mrountains. Baseynnt. storgr!-
wi l l bn provided for al uni
n. [P
ch dwelling unit will l,-:vn ane
covered parking space a;lc.1 c;,:
unc_vered
parking space. Additional
Page 2 — Planning and Zoning Commission
2-5-74
visitor parking will bo provided. A buffer zone between
Dimond Boulevard and the rronreK units will consist of mounded
landscape site work desirHod to create a visual and sound
separation from the trafric along Dimond Boulevard.
^wilding construction will ho in accordance with the Uniform
Building Code, Type 5 consLrnot ion. All units will be separated
horizontally by concrete; bled: w lls and vertically by ligh;-
weight concrete floor docks. Piumbing will be located in interior
walls and will be so arranged so that sound transfer to.adjacent
units is minimized.
/,all utilities serving this pl_ann•^d unit development will be
installed underground and M scyor and waiter services will be
provided via connection to c_;ra=W utility facilities.
Development of this prof ct Pp n planned unit development will
provide approximately 3.3 units Par acre and construction heights
will not exceed the 25 foo, rr,.. nr.i°n allowed in R-1 district..
Staged construction is sciuvulcd to begin in the spring of 1974.
The dwelling units are to E-: said ns condominiums and will have
a controlled progrom of r.YK P rod maintenance. The overall
visual appearance will La + ; of nrchitectually pleasing
combinations using mononr y -�1 on a w011 landscaped site.
The large open area will prrq6a? safe place for winter and
stm ner activities such ns vol l y hA l l y touch football l and snow -
shoo baseball. Trails 1-youlval t, the Beach will offer(!
r e`si dant s access for Mi .1 r, i ng and cross country skiing.
This planned unit r?ow i "7v PC W t VOW= be can appropriate
�e
use of the area and blail"! i.; i'?.;:?iiit?'.r;ily with the surrounding
neighborhood.
Sincerely?
'1 hcons W. Lunsford, AIA
A
Architect and Associ::W,
TVIL/pm
Attachments; Engin ::rl ;
Preliminary Pika Pi,,Per P.U.D.
"Ar. Thomas 1N. Lunsford, A.I.A.
642 K Street
Anchora, c, Alaska 99501
February 5, 1974
Re: Water service to proposed planned unit
development located at the southeast
corner of Dimond Blvd. and Sand Lake
P.oad .
Dear Par. Lunsford:
The area is presently certificated by the Alaska Public Utilities Commission to
14r. R. J. Rhodes, 5216 Shorecrest Drive, Anchorage, Alaska. Mr. Rhodes holds
the certificate for the entire NW 1/4 of See. 15, T 12 M, R 4 W, S JI.I. , Alaska.
I had a lengthy conversation with Mr. Rhodes on providing service to the sub-
ject property. ITe was aware of the project, in fart he i.ndieated he is a partner in it.
He definately wants to provide water service to the area.
Itis present capabilities include a well located on the southeast corner of Lot 7A.
at the intersection of Shorecrest Drive and Endicott Street in Sea Cliff Subdivision.
The well is a 10 inch casing drilled 206 feet below the surface. Static coater level is
96 feet. he well has been tested at 250 gpm with forty foot of draw down. Production
is presently only about 100 gpm because three phase power has not been brought into
the well. The present pumps are two 5 horsepower single phase units. Potentially,
with adequate pumping capacity, the well could produce 300 to 400 from.
^7r. Rhodes plans to drill a new well on or near the subject property this summer.
Steps are presently being rude to obtain a zoning exception required to drill. The new
well would also be hooked into the existing distribution system cvhieh is about 200 feet
from the subject property. Plans are also being madn to run three nhaee power to the
existing well to increase its capacity,
Estimated total, ultimate, domestic demand for the entire certificated arra is
approximately 200 nm. Tf a well of eomparible. size to th. i-4tinq well .>>cre devel-
opzd and the full potential of the esistin well developed, the system would have
adequate back up capabilities as well as some fire flow cap, -.city. "-1r. Phodes indicated
he has tha desire and financial capabilities to make these improvements.
Present tariffs granted to P:?r. Rhodes by the PT1C ire F0.02 per square foot for
offsite and $0.07 per square foot for onsite.
Mr. Thomas 117. Lunsford, A.I.A.
February 5, 1974
Page 2
Any alternate service to the property would either come from a privately
owned, onsite well or from Central Alaska Utilities. If it was desired to have CAU
serve the area, the first step would be to get the PTJC to shift the certificate to serve
the property from A. -Ir. Rhodes to CAU. This is potentially a lengthy Process. "Ir.
Rhodes wants to serve the area, therefore, CAU would have to show that lie w* is incap-
able of providing; service.
If CAU were to receive certification to serve the property, they could serve it
one of three ways. They could: a) drill a well on the property, h) acquire the exist-
ing Anchorage Asphalt Well across Dimond Blvd. and build 1600 feet of line to the propert
c) run a half mile of 10 inch line down Dimond Blvd. from the, east, tying in the property
with the main, CAU, Sand Lake System.. Any assessments from CAU for either off-
site or onsite improvements would be the same as those imposed by Mr. Rhodes. Any
advantage of having CAU serve the area would be from increased fire protection and
system back-up capability.
Very truly yours,
DICKINSON - OS1'7ALD - 1*ALC'i - LrP,
ENGINEERS
Melvin L. Nichols, Civil Engineer
MRN: gr
February 5, 1074
Par. Thomas W. Lunsford, A.I.A.
042 K Street
Anchorage, Alaska
Re: Sanitary sewer service to proposed planned unit
development located at the southeast corner of
Dimond Blvd, and Sand Lake Toad
Dear Air. Lunsford:
I inquired with the GAAB Department of Public Works in regard to proposed fac-
ilities which could serve your parcel noted above. The newer trunk "C-4" is presently
under design by the GAAB and construction is planned for summer 1974.
This "C-4" trunk would extend westerly along the south ride of Dimond Blvd. to
the intersection with Endicott Street. An additional extension of approximately 1000 feet
will be. necessary to extend this trunk to the northeast corner of your parcel. 'his addi-
tional extension is not at preasent planned for construction by the BorouSh.
The recent policy of the Borough has been to permit the Developer to construct
the additional trunk system with provision for a portion of the cost to be reimbursed when
other benefiting users hook tip. On-site lateral system will be the full obligation of the
Developer, as well as any .sewer trunk charges to be assessed.
Further details would be subject to the Sewer Agreement portion of the C=AAS Sub-
division Agreement, and other conditions stipulated by the State of Alaska Public Utilities
Commission in their tariff agreement with the Borough.
If you have any questions, please call me.
Very truly yours,
DiCKhISON - OSI+•'ALD - WALMT -- I,7.",
ENGINESP S
Stephen D. Brown, Jr., Y.F..
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