HomeMy WebLinkAboutSPRING FOREST SOUTH Tract 1B #2P-82-41
MUNICIPALITY OF ANCHORAGE
DEPARTMENT OF HEAL'FH & ENVIRONMENTAL PROTECTION
ENVIRONMENTAL HEALTH CASE REVIEW WORK SHEET
:.] PLATTING BOARD [7 PLANNING & ZONING
ASE NUMBER NAME
ZP82-41 A request to rezone approximately 6.82 acres frol
DATE RECEIVED
March 16, 1982
COMMENTTO PLANNING BY
March 26, 1982
R-6 to PLI.
71-014 (Rev. 2/78)
RETUR?I CO~,IME~]TS TO:
CASE NO.
HUNICIPAL PLANHIHG
Zoning and Platting Division
Pouch 6-650
.Anchorage, Alaska 99502
264-4215
_ ,?~ ._A request to rezone approximately ~,~L
A request to amend Title 21. to
A request for concept/final
use ko permit a
in the zone.
A request for an amendment
approval of a conditional
MUNICIPALITY OF ANCHORAGE
to a condition~tl~v~U~ .~ ,,,,.: ,o ~ ,, ~
A site plan review for
C OFli.] E[.~TS:
Planning & Zoning Commission Public Hearing
DISTRIBUTION: STANDARD DISTRIBUTIOH
(Public Projects) Urban Beautification Commission
(Oudinanc~ Am~ndme~]ts) Municipal Attouney's Office
CASE:
PETITIONER:
REQUEST:
TOTAL AREA:
LOCATION:
CURRENT ZONE:
Community Council)
~.~AILOUTS
Mailed
Favor
Against
Unclaimed
CO~ISSION
ASSEMBLY
Other
R-6
3o I 3, ~2
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30 31 32
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PLI
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Ave
ZONING AMENDMENT APPLICATION
Municipality of Anchorage
Planning Department
Pouch 6-650
Anchorage, Alaska 99602
OFFICE USE
Fee .//~'~-~&l~.
The undersigned hereby applies to the Municipality of Anchorage for a zoning map amendment.
Amendment initiated by:
the owner or owners of a majority of the lend in the petlPon area for zoning map
( ) P~ennlng Commission
( ) Assembly
( ) department or agency of the Municipality- specie, department
DescripPon: (use rek~erse side or &dditlonal paper if necessary)
Legal description of tile area requested to be rezoned Tract: lB
Spring Forest South Subdivision
Area (square feet or acres) cf the peUtlon area - 297~296 square feet 6,87. acres
section 21,2O,Ol 5 of file Zoning Ordinan0e specilles that the area must be e minimum of 1.75
acres unless it ts contiguous ~? a zoning district of the same ciasslhcation as that being
proposed)
Existing Zoning CiaasgicaUon: E;6 _Proposed Zoning Classification:, PL!
Justification for the rezoning: (use reverse side or addlUona[ paper if necessary)
Explain public need and jueUgcatlon lot the rezoning 'CO allow t:he Chgrch to construct
an administrative office building to serve the religious community more
effectively.
Explain the osiPve effect of the use district chane on the property and on surrounding
property t~is rezontng will allow more rational development in the existing
public school - church area,
Theemountofundeveo ed and nthegenera areabav hesemedstrc aes~ catlonas
tha, reques,ed ed? oe.t , p rty to south CO%lle soheo , rrect IA
(Existing Clturch) O'Malley Fire Station
Explain how tile proposed map amendment wm further the goals and objectives ct the
Comprehensive Plan Will allow the Church a more rational method to _
develop their long range goals and create an environment of the highest
quality.
In the case of map amendments involving smml areas, explain how the public need will be best
served by changing the use ciassEieatlon of the described property as compared with otller
available property
V. Material Submilted:
( ) maps
( ) photographs ( ) feasibility repoms
( ) other (specify).
VI.
I understand that payment ot the fee(s) specified is to defray the cost of handling and investigation of this
application and Ibe costs ol the necessary hearings by the Planning Commission and Municipali{y of
Anchorage Assembly, and that payment of these fee(s) does not entitle me, nor does it assure approval of
this application, and that no refund of these fees will be made.
I hereby aftir~ that the information submitted herein is true and correct to the best of my knowledge. I
also allJrm that I am the true and legal Property Owner (or the Authorized Agent thereol) lot a majority of
the property subject herein.
~d. aska Co~cion o~ Seventh-day ~dve~t~scs
Seventh ~ Day Adventist Church -
SIGNATURE(S) OF THE OWNER(S) OF A MAJORITY
OF THE LAND IN PETITION AREA'
718 Barrow Street, Anchorage, Alaska 99501
ADDRESS
DATE
(907) 279-2455
PHONENO.
DATE
/ ~'~7.)
PHONE NO.
ALASKA
MISSION
of Seveni -da l Adventists
718 Barrow Street, Anchorage, Alaska 99501
Telephone (Area Code 907) 279-2455
February 22, 1982
Mr. Joe Stimson
Municipality of Anchorage
Planning & Zoning Department
Pouch 6-6S0
Anchorage, Alaska 99502
Dear Mr. Stimson:
The purpose of this letter is to explain the plans the Seventh-day
Adventist Church has in developing its ten acres of property on the
corner of O'Mallew and Rockridge Road·
It was our understanding when we went to the zoning commission back
in 1976 that the church facility on that piece of property did not
need to have any special zoning request, but that our state office
which would be inconnection with the church would need to have a PLI.
Therefore, at that time the PLI for two acres of that tract was re-
quested with the idea that it would be designated for the two acres
our state office bull. ding would use. However, we are now told the
engineers at that time did not properly design~te on the plat where
the office building was to be located· Consequently, we are reapply-
lng for a PLI for the total acreage with the designated facilities
we are currently planning for that piece of property.
The new office building will serve as the state headquarters for the
Alaska Conference of Seventh-day Adventists~ which provides adminis-
trative leadership and resource personnel to serve the 28 churches
and chapels located in the cities and communities throughout Alaska.
The upper level of this facility will provide the office and work
space for the four ordained ministers who give leadership to the work
of the Seventh-day Adventist churches of Alaska, and their associates.
It is planned that the lower level will provide storage and shipping
area for our book center which ships books and literature out to our
twenty-eight churches. We also plan to have areas in the lower level
where our pastors and their famil~ who come in from the bush can over-
night·
Mr. Joe Stimson
Municipality of Anchorage
Planning & Zoning Department
Page 2
February 22, 1982
We also plan to add more parking area which would be used by our office
personnel and also will serve as overflow parking for the church which
is greatly needed. In connection with our parking area we are planning
to have a garage to house some of the vehicles owned by the Alaska Mission.
In further development of the acreage, we plan to put in parsonages for
the assistant pastors of the church and some of our office personnel.
We would like to begin this project as soon as possible in the early
spring to take advantage of the summer building season and will appre-
ciate your giving attention to this matter at your earliest convenience.
If you have any further questions we could answer, feel free to contact
me and I will try to answer them for you. We thank you for your help in
this matter.
Respectfully yours,
William m. Woodruff
President
ba
January !4~ 1977
W.O. ~9525
Alaska Corporation of Sevent.h Day Adventists
718 Barrow Street
Anchorage, Alaska 99503
At tention:
Mr. Eugene Starr
Subject:
O'Malley Church Facilities
Dear Mr. Start:
Transmitted herein in accordance with our instruction's are the
results of the subsurface investigation performed Januar]z 5,
1977. This exploration includes !1 test holes drilled in
project site at proposed improvement locations.
The exploration was conducted using a "Mobile Drill" ~cdel B-50
.drill. rig equipped with a continuous flight, hollow seem auger,
This equipment is owned and operated by Dena!i Drilling,. Inc.
Drilling was supexvised and th~ tas~ holes !ogqed by ~:r.
Hatsh, Geologist and Senior Technician with Alaska Test!ab.
Thble A contains the logs of these test holes. The standard
explanatory information on Sheets 1 to 3, following Table
will help in interpreting the logs. Hole locations a~e shown ca
the Test Hole Location Sketch at the end of the report.
Samples were collected from all test holes and given a vis,a!
field classification. As the samples were recovered, %hey were
placed in plastic bags, sealed, label, ed and retnrned to the
laboratory for further classification. In the laboratory, the
samples w~e again visually classified and tested for moisture
content and dry strength. Samples of similar color, teliture and
grain size distribution were lumped together and given an arbitrary
group designation. Grain size distribution tests were
on specimens from the major composite groups. The gradation
curves are presented after the explanatory information.
The explolat~o. - a n indicates. . the oroject, site has a thin
o~anic (peet) mantle. Tile peat depths recordcd varied .from
Q,5' to i.0'.
~3anuarv 14, i977
Page 2
.The organic soils are underlain by a sandy silt layer which
tna~,,~ from 2 5' to 21 5' The sandy silts
have very low permeability.
S~ratas of gravelly sands and sandy gravels witi~ significant
silt content were encountered throughout the site. They
ranged in depth from 2.5 feet to 20 feet, Their thickness
ranges from about 2.5 feet to 7 feet.
The free water table was not identified during'lbo explora-
tion, but some near surface seepage was noticed in two of
the test holes, indicating some potential for a perched
ground water table during the wetter months of the year.
The site is suitable for conventional shallow spread footings
as defined under the Recon~endations.
Sandy silts found on the project site are not suitable for
structural fili~
Sands and gravels found on the project site appear to have
some poteutia] for structural fill and as a leading field
for sewage disposal systems. The horizonual and vertical
extent of these materials was not fully defined by this
exploration.
Two percola{i6n tests were performed. They yielded percola-
tion rates of 17 minutes per inch and 8.3 minutes per inch.
Our past experience with the glacial tills found in this
project area indicates that the higher value of 17 minutes
per inch is more typical of the site soils. Fine grained
glacial tills do not possess good percolation values.
RECOHMENDATIONS
I. Foundation Systems
A. Conventional Shallow Spread Footings
1. Minimum Widths:
a) Continuous footings should be at least 14"
wide.
b) Isolated square footings should be at least
~8" square.
c)
Footings should be sized so that the ''
bearing value listed in this report is not
exceeded.
d)
Unheated footings should be at least 6" wider
than their stem (or column). [~einforce the
stem and footing ~o resist tensile, uplift,
forces along the face of the stem.
January 14, 1977
Page 3
Minimum depth of cover:
a)
Heated perimeter footings; 4' below nearest
surface grade to bottom of footing.
b)
c)
Heated interior footings; 2' below nearest
surface grade to bottom of footing.
Unheated fo0hings; 5' below surface grade to
the top of footing, where moderate movement
may be tolerated. Where seasonal movement may
not be tolerated, provide heat, or provide 2
inches of Styrofoam SE (blue) insulation
placed 12 inches below grade for no less than
3 feet outboard of the unheated footing.
Insulation
a)
Provide a frost bond break and thermal
barrier by placing at least 1 inch of
Styrofoam SB (blue) or similar non-wauer
absorbing, gas filled, polystyrene, rigid
insulation below grade along the outboard
face of all perimeter footing walls. The
purpose of the insulation is as follows:
1)
To control heat loss by directing heat
flow down from the interior floor or
slab along the footing wall and under
the footing to keep the underlying
foundation soil thawed,
2)
To provide a resilient surface to
absorb horizontal frost heave strains
which would otherwise act directly on
the footing's face,
3)
To provide a slip plane to absorb
vertical frost heave strains which would
otherwise act directly on the footing's
face.
Note: A heated structure is defined for the
purposes of this report as a building which
is heated during the winter months for its
entire life, including construction. Addi-
tionally, the floor slab must be uninsulatad
to allow heat to flow into the soil.
zilaska Corporahion cf
January 14, 1977
Page 4
Se~venth i~ ~? Adventists
b)
In specific instances styrofoam SD (blue)
insulation should be placed at or near the
ground surface beneath or about specific
improvements to maintain the depth of frost
penetration within the insulation or within
acceptable limits.
4. Allowable Bearing Value:
a)
Allowable bearing value for minimum width
footings is 4000 psf.
II. Earthwork
A. Site Preparation
Ail organic material,.frozen soil, loose fill and
debris should be removed from the work site prior
to placing any structural fill, siabs, or footZngs.
Do not start structural fill operations or footing
construction on frozen soil. Protect soils used
for founding footings or grade slabs from freezing
during and subsequent to construction.
Protect foundation soils from surface and subsurface
water intrusion during the construction secuence.
Construction roads and/or work pads may be necessary
in the sunnier months to separate construction
traffic from the silts. These soils may become
unstable (muddy) if not adequately protected.
In areas of high intensity heavy truth loading two
to three feet of compacted sandy grav~ ~ or gravelly
sand may be required to diffuse the dg'hamic stress
generated by this ~raffic to within acceptable
limits. An alternative section is ~8" of NFS
material with a filter fabric similar to ~irafi
placed directly on the silts. The thickness of
the section will be a function of the weight of
the vehicles, tire size, and number of passes.
Sections should be estimated for construction, but
placed as expedient to the task. (Note, this
consideration, while possible, is not believed to
be probable).
B. Structural Fill
1. Materials:
a. Imported
%~;ell graded, non-frost susceptible (?.!FS)
sandy qrave!s or qravol]y sauds
Alaska Corporation of Seventh D,~[ Adventists
January 14, 1977
Page 5
2)
preferred. The last !2 inches of fill
below footings or slabs should have an
upper size limit of about 2 inches,
while that below, if any, may include
occasional cobbles. The lower limit of
grain size is not more than 5% passing
the ~1200 screen.
Materials of similar nature, but with
more than 5% passing the .~200 screen are
often used as the supply of the preferred
material dwindles. Soils of ~_!~-~ nn~ure
may be used as structu~3a] f~i~ . ' ~,r..
if more than 3% passes the ~,.~.. .: !~. ~
the materials are considered to be frost
susceptible and must be kept in the
thawed state during and subsequent to
construction. In order to provide a
stable fill without subsequent sub-
sidence, these soils must be placed at
very near, or at slightly less than the
optimum moisture content. '£oo much
moisture causes the soil to become
unstable durihg compaction, and with too
little moisture the soil will not attain
sufficient density at a reasonable
compactive effort or lift thickness.
Control of moisture content and surface
water becomes increasingly important as
the silt content increases. In all
cases at least 35% of the fill material
should be +~4 screen size, and in no
case should the silt content (-~200
screen size) exceed 12%.
On-Site Soils
If the on-site silty sandy gravel, if
used as a structural fill, it also must
remain thawed during and subsequent to
construction, and must be placed at or
slightly less than optimum moisture. It
should not be placed witi]in q2" of the
footings unless all of the plus 2"
material is screened out. We expecn the
on-site soils to be difficult to manage
and compact due to the higher than
preferred silt content. Quality control
will be as much a function of the inspectors
opinion as it is of field density
tests. Excessively cobbly material is
not acceptab].e fill material.
A£aska Corporation of
ganuary 14, 1977
Page 6
Seventh L, y Adventisns
Any fill material placed directly over
silts should be an easily compacted
material, that is, a very clean, well
grade~ sandy gravel with less than 5%
passing the ~200 screen. The fill
should be compacted with an initial lift
of no less than 2-1/2 nor more than
3-~/2 feet "loose" to limf~' the stress
intensities at the fill/silt interface
to acceptable limits. We expect a
vibzatory compactor equivalent to a
"Ray-Go Rascal Model 400" to be sufficient
for this need. Drainage of the fill
material is absolutely imperative where
placed, and compacted over the silts.
A layer of porous polyester fiber
fabric similar to Marifi ~40 may }be laid
between the fine grained soils and ~he
fi'll to minimize the intermixing of
these materials. In such an application
the fabric may be laid directly on the
ground surface, in which case a minimum
of ~8 inches of well graded sandy gravel
should be placed over th~ fabric before
initial compaction.
Densification:
a}
Ail fill placed to support structures, load
bearing areas, or to be used as base or
subbase for roads, driveways, or parking lots
should be thoroughly and uniformly compacted.
Below footings, grade slabs, or under
paved areas the minimum permissible
density for any one test should be 95%.
Non-load bearing backfill against
footing walls should have a minimum
permissible density of 88% with an
average value of at least 93%.
Compaction tests should be taken in
every lift, with lifts being no more
than 18" tbick where large vibratory
compaction can be satisfactorily used,
and lifts no more than 6" where smaller
vibratory compactors, or where static
compactors {sheopfoot roller or rubber-
tired roller) are necessary to the soil
type.
Alaska Corporation of .Seventh Da]/ Adventists
January 14, 1977
Page 7
b)
4)
Compaction of non-cohesive granular NFS
soils 'is most effectively accomplished
with large, vibratory compactors and
.sufficient quantities of water.
Compaction of cohesive or moisture
sensitive soils is best ac%qNplished at
slightly less than optimum moisture, and
never at moisture contents above optimum
and generally is best accomplished in
thin lifts with static roller, sheep-
foot, or rubber-tired compactors.
5)
In-place field densities may be deter-
mined by comparison with the Providence
Field Standard (in NFS material only),
the Alaska Testlab Ar.~a Standard for
granular soils or ~RSHO T180, ~.~ethod D.
Natural coarse grained soils should be
compacted if they are within 12" of the
bottom of a footing or if they are used as
base or subbase materials to 'correet inevit-
able disturbance of the soils due to excava-
tion, grading and miscellaneous construction
operations.
Fine grained soils are not generally easily
recompacted so care should be taken to
maintain their natural structure in order
that they may develop the allowed bearing
values. Reduction of bearing values may be
required in slightly disturbed soils. Over
excavation and rep]_acement with a structural
fill may .be required in extreme cases.
Excavation
l)
'Excavations for footings in fine grainea
material (silts) must be done with care.
Where wet and disturbed, these foundation
soils will become unstable (rubbery).
Corrective measures ',.;ill. then have to be
taken to restore their stability (i.e.
drying, redensification or removal and
replacement). This situation can be
minimized by selection of the proper
construction techniques.
2)
Foundation and utility trench excavations
in dry to damp silty sands and silts
should stand ~ell. When du~; in granular
.materials (sands and gravels), the
Alaska Corporation of Seventh.Day Adventists
ganuary 14, 1977
Page 8
excavation should be expected to slougk.
Side slopes of 1 horizontal (minimum) to
1 vertical are reconLmended for dense
granular soils; 1.5 horizonzat (minimum)
to 1 vertical are recoms~ended for
medium dense granular soils; and 2
horizontal (minimum) to ~ vertical are
recon-~ended for loose granular soils.
Excavation in frozen material should
stand well, but may ~Iough without
warning, particularly during periods of
thaw. Additional controls with regard
to shoring and side slopes may be
required by various Federal and State
regulatory organizations depending on
the nature of the excavations.
3) Utility Trenches:
(a)
Ail utility trenches should be
backfilled acgording to recom-
mendations stated in Paragraph
IIB2a (Earthwork/Densification).
4) Percolation Tests:
Two percolation test holes were drilled
during this investigation. ~hen drillin?
was completed a 3/4" slotted PVC pipe
was inserted in the holes to aid in
determining the free water level. For
the percolation test, the test holes
were filled with water and left over-.
night to saturate. On returning the
next day, the holes were refilled with
water and the drop in the water level
was monitored over the next 60 minutes.
This procedure is J n accordance with the
Municipality of Anchorage, Department of
Public Health and Environme~tal Protection
procedures to evaluate a site for a
proposed on-site sewerage system.
Using the above test, tho observed
percolation rates were 17 minutes per
inch fo~ test hole P-1 and 8.33 minutes
per inch ~or' test hole P-2. In our
opinion :h~ hiqho~' value {17 minutes per
inch) is th~ mo~'e typical value as i~
reflects t}? ~i]aclal tills co~aon].y
found on th~, ?reject site.
Alaska Corporauiou et
ganuary 14, ·1977
Page 9
Seventh Di~y Adventists
The extent to which the site soils can
absorb prolonged stig!!tly treated effluent
discharge from a septic tank system was
not resolved in this study. Should
subsurface sands and gravels prove to be
extensive and continuous, simple on-site
sewage systems should work adequately.
However, if these sti~ta ~re isolated
and confined in pockets, simple on-site
sewage systems may pose disposal problems
in the future·
Strong consideration should be given to
the use of a packaged treatment pl.=nt.
~Septic systems discharge solid matter
into the soils which tends to clog or
plug absorption fields and the adjacent
soil sections, further reducing the
soils capacity to absorb water. The
packaged treatment plants break down and
retain the majority of the solids found
in sewage and thereby reduce significantl]'
the adverse effect that solid wastes
have on soil sections. This could prove
~particularly helpful on this site.
III. Grading and Drainage
Surface
The shallow soils are often nearly impermeable and,
therefore, an indentation in the surface will collect
and hold water. Such areas when exposed to and disturbed
by traffic will become unstable. Surface water will be
perched on top of the silts affecting any improvement
not provided with prope~ drainage. That water should
be collected[ and directed away from the developed
· areas. Gradients of three to five percent are expected
to be sufficient for this purpose. The comprehensive
site grading and drainage must protect excavations from
excessive surface water which might cause side wall
erosion of earth slopes, as well as localized flooding
of improvements such as basements and crawl spaces ....
should the rate of surface water intrusion exceed the
capacity of the drainage facilities.
B. Subsurface
Water flow or seepage can be expected at random ].evols
in excavations. The source of this water is expected
to be from surfaco sources both on and off site.
January 14, 1977
Page 10
Subdrains and drain tiles perform best when surrounded
by a graded filter. The fine grained soils should be
isolated by a 3" to 6" layer of sand, such as ~na._ used
in p.e. concrete, overlaid with 3" to 6" of uniform
3/4" gravel conforming to p.c. concrete specs. The
pipe should be laid with slots or perforations down and
then covered with more 3/4" gravel. The remainder of
the trench should be NFS material. .~ equally accept-
able and preferred alternative includes the use of a
polyester fiber filter fabric, such as Mirafi ~40
manufactured by Celanese, to simplify, the drains
construction. The Mirafi is wrapped about the drain.
The gravel backfill in this alternative may be more
loosely graded though it should include at least 35%
sand and be well graded.
IV. Suggested paving sections
Light traffic loadings: 2" A.C. paving with 4" of D-1
base/leveling course and 18" (minimum) of NFS soil.is
reco~ended. See Section IV.C. below for a modified
section. This.section is suited to auto parking.
Heavy traffic loadings: 2" A.C. paving'with 6" of D-.1
bas.e/leveling course and 30" of NFS soil is reco~ended.
See Section IV.C. below for a modified section, zn~o
section is suited to main traffic arteries and truck
areas.
The amount of D-1 material may be reduced to as little
as 2", if 6" of NFS subbase material of graded sandy
gravel or a gravelly sand with a significant gravel
content (unless defined elsewhere), is placed below the
base course. The remainder of the subbase must be
compacted NFS soil.
The purpose of these sections is to provide a satis-
factory base for traffic loadings and to control, frost
heave, so the pavements can carry the traffic loads
during spring thaw without excessive "chuckholing" or
other pavement failures. Transverse or longitudinal
gradients on the order of ~.5%+ will discourage the
formation of "birdbaths" during the thaw.
Drainage of the subbase is reconumended. In this
regard continuity of drainage to a suitable collection
point or discharge point by maintaining positive grade
of the subbase to the point is required. Where positive
continuity is broken a collection point is required.
The collection point may be a length of perforated C~.~.P
placed transverse to the road iu thc subbase and sur-
rounded by a graded filter or filter fabric as described
in the subsurface drainage section of this report. The
collector may be disci~arged {e thc area storm drai~
system, or other suitable out [~u~.
Alaska Corporat±on
ganuary 14~ 1.977
Page 11
Seventh
E. Where paving is to be deferred, the surfacing should
include sufficient D-1 or similar materials to accept
the traffic without excessive maintenance. We suggest ·
6" for the initial treatment renewed as necessary.
Subarctic Construction Practice
A. P.C. Concrete where related to foundaEJlon items.
1. Exposure
P.C. concrete, particularly thin sections, such as
curb gutter, walks, and drives, exposed to eave
drippings, de-icing salts and other actions which
cause frequent wetting and drying and/or freezing
and thawing, suffers 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 6f the mix.
Thus, we routinely suggest that p.c. concrete
placed between mid-SepWember and May include at
least 5..5 sacks of Portland cement/cubic yard and
admixture the "pozzolith, 300N" 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 co~nensurate with placing
and finishing operations (4" slump is generally
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, 3
days or preferably more, al. low to dry before
turning heat off in temperature protected work).
Where de-icing'agents are used, the owner should
be warned that he will eventually damage the
concrete. That damag? 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.
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
or direction and at not more than the width of tile
slab as appropriate to the work.
January 14, 1977
Page 12
B. Frost Heave
~. Structure~
Care should be taken to cause snrface water to
drain away from {he work in areas of cyclic freeze
and thaw, near entrances and about the perimeter
of heated structures. (It is assumed that structures
will have sufficient heat loss to maintain the
bearing soils in tile 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.
For typical areas, the footing section for unheated
structures described previously in this report is
reasonable, and should not develop excessive heave
even though it is embedded within the ultimate
frost zone. The use of permeable backfill,
impermeable surface seals and resilient frost
breaks should prevent frost heave stresses from
becoming excessive on the footings and grade
beams.
We trust the foregoing is sufficient and complete to your present
needs, though not necessarily exhaustive of the possibilities.
If there are questions or if we may be of further service please
do not hesitate to call our office.
Very trdly yours,
DICKINSON-OSWALD-WALCH'-LEE
ENGINEERS
, , \ '~'; ~, ,', ~ ~-'- ~r ~'--'k~ ~' " .'
Charles J. Brbwn, P.E.
APPROVED:
!
CJB:IIRL: ~f
Dale Logged: ±/5/77
Test Hole ~tA
Table A
WO i~9525
~epth in Feet
From To
0.0 0.5
0.5 2.5
2.5 7.0
7.0 20.75
Soil Description
4.0
brown peat, damp, soft, Pt.
brown sand~ silt, da]~, stiff, NP, ~.
brown silty ~ravel (cobbles/boulders
-6.0'), poorly graJed, 'damp, hard,
rounded particles, 12" maximum size, GM.
F-4, brown sand~ silt (traces of gravel
silty sand lenses), ~amp, stiff, NP, ML.
and
Bottom of Test Hole:
Frost Line:
Free Water Level:
20.75'
0.5'
None Observed
Sample
Depth Blows/6"
5.0-5.4 105
10.0-11.5 11/21/30
15.0-15.9 36/93
20.0-20.75 50/55
Type of Dry
M% Sample ~trength Group
14.5 SP .~ N F ·-
20.2~/SP
L B 40°
25.1i / B 400
1]..6 / SP/ L-M E 42°
Remarks:
Type of Sample, G=Grab SP = Standard Penetration,
U = Undisturbed.
Dry Strength, N=None, L=Low, M=Medium, H=High.
Group refers to similar material, this study only.
General Information, see Sheet ~.
Frost and Textural Classification, see Sheet 2.
Unified Classification, see Sheet 3.
Date Logged: 1/5/77
Test Hole ~B
Table A
we #9525
Depth in Feet
From To
0.0 0.5
0~5 2.5
2.5 8.0
8.0 17.0
17.0 19.0
19.0 20°5
Soil Description
F-4, brown peat, damp, soft, Pt.
F-4, brown sandy, silt, damp, stiff, NP, ML~
F-4, brown sandy silt (occassional gravel),
damp, stiff, NP, sub~unded particles, 3"
maximum size,
F-4, brown sandy silt/¢w~silty sand lenses),
damp, stiff, NP,
/
F-2, brown silty sand, poorly grade~/medium
to fine, damp, medium density, SM~./
F-4, brown sravell~ sandy silt, damp, hard,
NP, subrounded particles, 3" -maximum s'ize, ML.
Bob%om of Tes% Hole:
Frost Line:
Free Water Level:
20.5'
0.5'
None Observed
Sample Depth
1 5°0-6.5
2 10.0-11.5
3 15.0-16.0
4 20 o 0-20.5
Type of Dry
Blows/6" M% Sample Strength Grou~
Temp.°F
15/15/16 18.9 SP L B 39°
16/20/28 10.6 SP N B 40°
38/67 15.9 SP L B 40°
135 7.4 .SP N E 41°
Remarks:
2.
3.
4.
5.
6.
Type of Sample, G=Grab, SP = Standard Penetration,
U TM undisturbed.
Dry Strength, N=None, L=Low, M=Medium, H=High~
Group refers to similar material, this study only.
General Information, see Sheet I.
Frost and Textural Classification, see Sheet 2.
Unified Classification, see Sheet 3.
Date Logged: 1/5/77
Test Hole #C
Table A
WO #9525
Depth in Feet
From To
0.0 1.0
1.0 2.5
2.5 5.0
5.0 13.0
13.0 18.5
18.5 20.45
Soil Description
F-4, brown l?eat, damp, soft,
F-4, brown ~and~ silt, damp, stiff, NP, ML.
FL4, brown gravell~ sand~ ~ilt, damp, stiff,
NP, subrounded particles, 2" maximum size, ML.
F-4, brown sandy silt (w/traces of grav~l~a~d
silty sand lenses), damp, stiff, NP, M~~
F-.2, brown silt~ sand, poorly graded, medium
to fine, damp, medium density, ML.
F-4, ~ravellji §andy silt, damp, hard, NP,
subrounded particles, 3" maximum size, ML/SM.
.Bottom of Test Hole:
Frost Line:
Free Water Level:
20.45'
0.5'
None Observed
Samplq
2
3
4
Remarks:
3.
4.
5.
6.
Type of Dry
Depth Blows/6" ___M% Sample Strength Group T__e. mp.°F
5.0-6.5 12/14/13 11,~5 SP L A 40
10.0-11.5 23/36/42 18.6/ SP L B 39
15.0-16.5 23/40/52 6.~' SP N C 40
20.0-20.45 120 10.~ SP L D 42
/
Type of Sample, G=Grab, SP = Standard Penetration,
U = Undisturbed.
Dry Strength, N=None, L=Low, M=Medium, H=High.
Group refers to similar material, this study only.
General Information, see Sheet 1.
Frost and Textural Classification, see Sheet 2.
Unified Classification, see Sheet 3.
Date Logged: 1/4/77
Test Hole ~D
Table A
WO ~t9525
Depth in Feet
From To
0.0 1.0
1.0 2.0
2.0 4.0
4.0 12.0
12.0 19.0
19.0 20.5
Soil Description
F-4, brown peat, damp, soft, Pt.
F-4, brown sandy silt, damp, stiff, NP,
F-4, brown grg~ell~ sandz silt, damp, stiff
to hard, surrounded particles, 2" maximum
size,
F-4, brown sandy silt (traces of gravel and
sand lenses), damp, stiff, NP, ML.
F-2, brown silty sand, poorly grade~,~medium
to fine, damp, me~-u~ density, SM~/
F-.4, brown gravelly sandy silt (silty sand),
damp, hard, NP to PL-, subrounded particles,
3" maximum size, ML/SM.
Bottom of Test Hole:
Frost Line:
Free Water Level:
20.5'
0.5'
~None Observed
Sample Depth
1 5.0-6.5
2 10.0-11.5
3 15.0-16.5
4 20.0-21.5
Type of Dry
Blows/6" M% Sample Strength Group Temp.°F
9/13/16 14.3 SP L A 42°
16/36/42 !8.3 SP L B 42°
19/37/65 14.3 SP N C 43°
73 9.0 SP L D 44°
Remarks: 1.
3.
4.
5.
6.
Type of
U = Undisturbed.
Dry Strength, N=None, L=Low, M=Medium,
Group refers to similar material, this
General information, see Sheet 1.
Frost and Textural Classification, see
Unified Classification, see Sheet 3.
Sample, G=Grab, SP = Standard Penetration,
H=High.
study only,
Sheet 2.
Date Logged: 1/5/77
Test Hole ~E
Table A
WO #9525
~pth in Feet
From To
0.0 1.0
1.0 2°0
2.0 7.0
7.0 10.0
Soil Description
F-4, brown ,peat, damp, soft, Pt. ../
F-4, brown sandy silt, damp, stiff, NP, ML¢/
F-4, brownr~gravell~k s_andy silt, damp, stiff,
NP, ML,{/~'~
F-2, brown silt~ sand (with silt lenses) poorly
graded, medium to fine, damp, medium density, SM~.
Bottom of Test Hole:
Frost Line:
Free Water Level:
10.0'
0.5'
None Observed
~ample Depth
1 2.5
2 5.0
3 10.0
Type of Dry
Blows/6" M% Sample Strength Grou_~p
- 16.2 G M E
'- 16.8 G L B
- 10.1 G N-L C
~emp.°F
Remarks:
2e
3.
4.
5.
6.
Type of Sample, G=Grab, SP = Standard Penetration,
U = Undisturbed.
Dry Strength, N=None, L=Low, M=Medium, H=High.
Group refers to similar material, this study only.
General Information, see Sheet ~.
Frost and Textural Classification, see Sheet 2.
Unified Classification, see Sheet 3.
Date Logged: 1/5/77
rest H01e #F
Table A
WO #9525
Depth in Feet
From To
Soil Description
0o0 1.0
1.0 5.0
F-4, brown peat, damp, soft, Pt~-..
F-4, browh sandy silt, damp, soft
NP, MD¥~
to stiff,
5.0 10.0
Bottom of Test Hole:
Frost Line:
F-4, brown gravelly saod~ silt (very gravelly
6.0 ' to 8.0 ' ) , damps,..gtiff,/g~brounded particles,
3 maximum s~ze, M~ / /
1 o, o' "1
Free Water Level:
None Observed
Sample Depth
1 2.5'
2 5.0'
3 10.0'
Type of Dry
Blows/6" M% Sample Streggth Group Temp.°F
- 35.0 G M B -
- 19.6 G L B -
- 13.2 G L B -
Remarks: 1.
3.
4.
5.
6.
Type of Sample, G=Grab, SP = Standard Penetration,
U = undisturbed.
Dry Strength, N=None, L=Low, M=Medium, H=High.
Group refers to similar material, this study only.
General Information, see Sheet 1.
Frost and Textural Classification, see Sheet 2.
Unified Classification, see Sheet'3.
Date Logged: 1/5/77
.Test Hole #G
Table A
WO #9525
Depth in Feet
From To
0.0 1.0
1.0 3.5
3.5 7.5
7.5 10.0
· Soil Description
F-4, brown peat, damp, soft, Pt.
F-4, brown.Sandy silt, damp, soft to stiff,
NP, ML~/
F-4, brown gravellz sandy silt, we[, stiff,./
subrounded particles~ 2" maximum size,
F-4, brown gravell~ sandy silt, wet, stiff,
rounded particles, 1" maximum size, ~.
Bottom of Test Hole:
Frost Line:
Free-Water Level:·
10.0'
1.0'
None
Observed
· s_ample Depth
1 2.5'
2 5.0'
3 10.0'
Type of Dry
Blows/6" M% Sample Streng_t~h Group
38.5 G L B
21.1 G N-L A
14.3 G M A
~emp.°F
-Remarks:
3.
4.
5.
6.
Type of Sample, G=Grab, SP = Standard Penetration,
U = Undisturbed.
Dry Strength, N=None, L=Low, M=Medium, H=High.
Group refers to similar material, this study only.
General Information, see Sheet 1.
Frost and Textural Classification, see Sheet 2.
Unified C]Lassification, see Sheet 3.
Date Logged: 1/5/77
Test Hole ~H
Table A WO ~9525
Depth in Feet
From To
0.0 1,0
1.0 15.0
Soil Description
F-4, brown peat, damp, soft, Pt.
F-4, brown sand~ silt (w/traces of
damp, stiff, NP, ML.
gravel),
Bottom of Test Hole:
Frost Line:
Free.Water Level:
15.0'
0.5'
None Observed
Sample Depth
1 2.5
2 5.0
3 10.0
4 15.0
Type of Dry
Blows/6" M% Sample Strength Group'
- 20.4 G L B
- 20.4 G L B
- 17 . 9 G L-M B
- 17 . 6 G L-M B
Temp. OF
Remarks: 1.
3.
4.
5.
6.
Type of Sample, G=Grab, SP = Standard Penetration,
U = Undisturbed.
Dry Strength, N=None, L=Low, M=Medium, H=High.
Group refers to similar material, this study only.
General Information, see Sheet I.
Frost and Textural Classification, see Sheet 2.
Unified Classification, see Sheet 3.
Test Hole !ti
Table A
WO Ii9525
Depth in Feet
From To
0.0 0.5
0.5 2.0
2.0 7.0
7.0 16.0
Soil Description
F-4, ]Drown peat, damp, sof~ Pt.
F-4, brown sandy silt, damp, stiff, NP, ML.
F-i, brown siltz sandZ gravel, damp, medium
to high density, subrounded particles, 3"
maximum size, GM.
F-4, brown, gravel!z sandy silt, damp, stiff
to hard, NP, subrounded particles, 2" maximum
size, ~.
Bottom of Test Bole:
i"~.~;;'t Line:
}tee Water Level:
16.0'
0.5'
None Observed
Sample Depth
1 2.5
2 5.0
3 10.0
4 15.0
Type of Dry
Blows/6" M% Sample Strength Group
- 15.8 G L-M F
- 7.2 G L-M F
- 10.1 G L E
- 9.6 G L E
Temp.o F
Remarks: 1.
3.
4.
5.
6.
Type of Sample, G=Grab, SP = Standard Penetration,
U = Undisturbed.
Dry Strength, N=None, L=Low, M=Medium, H=High.
Group refers to similar material, this study only.
General Information, see Sheet 1.
Frost and Textural Classification, see Sheet 2.
Unified Classification, see Sheet 3.
Test. Hole q~P-1
~Table A
WO #9525
Depth in Feet
From To
0.0 1.0
1.0 2.0
2.0 16.0
Soil Description
F-4, brown peat, damp, soft,
F-4, brown sandy silt, dampt stiff, NP, ML.
F-4, brown ~ravell~ ~a__n~ silt, damp, stiff,
NP, subrounded particles, 3" maximum size, ML.
Bottom of Test Hole:
Fros% Line:
Free Wa~er Level:
16.0'
0.5'
None Observed
S~mple Depth
1 5.0
2 10.0
3 15.0
Type of Dry
Blows/6" M% Sample Strength Group
- 11.5 G L A
- 16.5 G L-M E
- 13.9 G M E
Tem?.°F
Remarks:
2.
3.
4.
5.
6.
Type of Sample,
U = undisturbed.
Dry Strength, N=None, L=Low, M=Medium,
Group refers to similar material, this
General Information, see Sheet ~.
Frost and Textural Classification, see
Unified Classification, see Sheet 3.
G=Grab, SP = Standard Penetration,
H=High.
study only.
Sheet 2.
Test Hole ~P--2
Table A
WO ~9525
Depth in Feet
From To
0.0 0.5
0.5 2.0
2.0 7.0
7.0 16.0
Soil Description
F-4, brown peat, damp, soft, Pt.
F-4, brown ~and~ silt, damp, stiff, ML.
F-l, brown siltz gravell~ sand, well graded,
damp, medium density, rounded and subrounded
particles, 3" maximum size, SM.
F-4, brown ~ravellz ~andy silt, damp, stiff,
NP, subrounded particles, 2" maximum size, ML.
Bottom of Test Hole:
Frost Line:
Free Water Level:
Sample
Depth
5.0
10.0
15.0
16.0'
0.5'
None Observed
Type of Dry
Blows/6" M% Sample Stren~tt__~ Group Temp,°P
4.7 G L D -
13.8 G M E -
12,5 G M E
Remarks:
2.
3.
4.
5.
6.
Type of Sample, G=~rab, SP = Standard Penetration,
U = Undisturbed.
Dry Strength, N=None, L=Low, M=Medium, H=High.
Group refers to similar material, this study only.
General Information, see Sheet 1.
Frost aad Textural Classification, see Sheet 2.
Unified Classification, see Sheet 3.
Test HoNe Log - L'escription Guido
fmc gra,ned sod,
-~!~;v T,HF- E
~ //
TH-G
PERC.
-~TH- H
O~M~L L EY
~/TS
L~J l
,Il
T EST HOLE LOCATION ,'- , ,' L:' -:- ,-, _
W.O. 9525