HomeMy WebLinkAboutPermit Notice 2004-3-11
~ otice to Permit Applicant
Soils stabilization required for subdivision sites
Name ofOwner~~CjJ ~f'&ISf;S Permit: CtJHf~ S "G2'/~
Address of Project: 6D 7fJ C?A?tYf/J) !-:?'t/_yz-
Tax Map: Tax Lot: Subdivision
--/rA6pM#1~ ZN~ /tP1> (P~.!) k TIt 2.
The building site at the above address is located on property that has soils prone to shrink-swell or
other potential movement. Excavations, placement of fill materials and drainage for this site must
be done under the direct supervision of a properly licensed Professional Engineer or Architect to
verify the stability of the resulting building pad and the site.
The owner, or the owner's qualified agent, is responsible to obtain the services of the appropriate
professional engineer or architect (design professional). The design professional shall provide
direction for the stabilization methods to be used for the building pad (and surrounding site, when
site stabilization is also necessary). The geotechnical report, which was prepared for this
subdivision, may be utilized to provide appropriate guidance for the methods of stabilization and
required compaction for the specific site.
The engineer or architect shall prepare a report to be submitted to the City stating how the soil
stabilization is being accomplished, including requirements not yet completed (if any). A signed
and stamped report from the engineer or architect must be received and apDroved bv this office
before footin!! or foundation inspection approval will be !!ranted bv the Citv Buildin!! Inspector.
ACKNOWLEDGEMENT: The undersigned acknowledges the forgoing requirements for
soil stabilization, including excavation, fill, soil compaction and drainage, as provided in the
geotechnical report for the s bdivision. The stabilization will be accomplished under the
d~rectio::f a li~s7. pro _ssional engineer or architect as noted above. . . J I
Signature ~/) Date ~ 1(/ 11r
Name I:Hh{ 1-' ,,^C//L-- Affiliation to owner "/ / --
- I
.
GEOTECHNICAL INVESTIGATION
prepared for
. HAYDEN ENTERPRISES, INC.
. for the
JASPER MEADOWS SECOND ADDITION
SPRINGFIELD, OREGON
'. 'EXPIRES: 12131/C 1
February 16, 2003
Prepared by:
REClZTVED'
APR 1 8 2003
. II BOIRE AssoclA, cS IHe..
BY:
Q
5160SWBealsAvenue. Corvallis,OR 97333 . Tel:541.753.5344 . Fax:541.753.5347
.. BoIRE ASSOCIAT ' /NC.
.. Geotechnicai Engineering Solutions
Boire Associates Inc,
5160 SW Beals Avenue
Corvallis. Oregon 97333
TEL 541.753.5344
FAX 541.753.5347
Mark Vukanovich
Hayden Enterprises, Inc.
2622 SWGlacier Place, Suite 110
Redmond, Oregon 97756
February 1.6, 2003
'Re:
Jasper Meadows Second Addition
Geotechnical Investigation
Springfield, Oregon
Proiect 203.012
Dear Mr. Vukanovich:
As requested, Boire Associates Inc. has completed a foundation investigation for the proposed
Jasper Meadows Second Addition in Springfield, Oregon. This report provides a description of
our work, a discussion of site conditions, and recommendations for site preparation, building
pad development (residential foundation support) and pavement design for public streets.
Our investigation of the property found high plasticity Clay at many locations and depths that
appears expansive. The clay is more extensive than found within previous development phases
to the immediate north and we do not expect it will be practical to remove or segregate this
material during mass grading. The planned development should be feasible; however, some
special preparations of. residential building pads would be required to mitigate clay that is
potentially susceptible to shrink/swell beneath foundations. After grading, we expect limited
over-excavation would be required beneath footings, slabs arid/or pavements to remove the
upper 1 to 2 ft of soil that would be most susceptible to future movement. '
Our recommendations for general grading are relatively strict to ensure compacted fills would
be less. expansive than native (in-place) soil. As an alternative, to potentially restrictive
earthwork procedures and practices, the use of post-tensioned slabs might be possible as
discussed in the report. Expansive soils beneath streets have been given a lower priority as
these structures are low risk and have a finite useful life.
It has been a pleasure working with you again., Please contact us with any questions.
Sincerely,
Boire, Associates Inc.
? )',5/(--,
/' 1\...\,-
. Todd Boire, P.E;
PROJECT INFORMATION
The project consists of a new residential subdivision in Springfield, Oregon that will include
developing 39 building lots and constructing approximately 2,000 lineal ft of new ro~dway. The
proposed development would incorporate about 11 acres, immediately south of the - Jasper
Meadows First Addition subdivision that is currently in the process of being built out. A vicinity
map is shown on Figure 1.
SITE CONDITIONS
Site conditions were explored on February 6, 2003 by conducting a surface reconnaissance of
the property and by excavating twelve exploratory test pits with a tracked hoe (excavator). The
explorations were located in the field by pacing from existing physical features and referencing
these locations to a site plan provided to us. The approximate test pit locations are shown on
Figure 2 of this report.
The field explorations were coordinated and monitored by a geotechnical engineer from our staff
who recorded the subsurface conditions encountered, obtained representative soil samples, and
described the soil by visual and textural eXaminations. Disturbed (bag) samples were obtained
from representative 'soil strata by hand. All soil encountered was described using' the Unified
Soil Classification' System (Standard Recommended Practice for Description. of Soil, Visua/-
Manual Procedures). Narrative test pits logs are presented as an attachment to this report.
These logs represent our interpretation of subsurface ,conditions identified during the
geotechnical explorations. ,
Toooaraohv and Veaetation
Topographic information provided to us indicates the site slopes from the east down to the west
at a relatively gentle and constant grade of about 16 (horizontal) to 1 (vertical). Along the
-eastern boundary of the development area, the siope increases to about 5 (horizontal) to 1
(vertical). A maximum elevation difference of about 40 ft is present across the development
area: We understand grading would be limited in order to accommodate the existing
topography.
The site is currently undeveloped and contains mostly tall grass, weeds and bramble patches.
There are no trees on the property.
Soil Conditions
Soil conditions within the project area are described in detail in the attached test pit logs. No fill
or other foreign debris was found on the property. The native soil typically consists of 1 to 2.ft of
medium to high. plasticity clayey silt followed by high plasticity clay. Explorations generally
extended through the high plasticity clay below a depth of 3 to 5 ft into a variable mixture of
siltstone and/or sandstone with fragments of hard rock and intermediate layers of high plasticity
silt and clay.
"\
Groundwater
We observed subsurface. seepage in test pits TP-1, TP-8 and TP-12 that, was confined within
upper soil layers as a result of perched runoff. No water was found at the bottom of any of the
test pits. However, we expect an elevated groundwater table might develop within 10ft of the
, ground surface during the wettest months. Except for the sloping grade, we expect the site to
be relatively poorly-drained during winter.
CONCLUSIONS AND DISCUSSION
Our investigation of the property suggests most of the site is underlain by high plasticity silts and
clays that are likely to be exposed within future building pad areas. Close examination of the
native soil found the material often contains a fissured, _slickenside and/or blocky structure
. suggestive of past soil shrink-swell. We conducted limited laboratory testing on two random
specimens obtained from the test pits to quantify the average soil plasticity. The test results,
which are shown on Figure B-1, indicate the upper topsoil actually consists of high plasticity silt
with an "MH" designation. The underling material consists of very high plasticity clay with a "CH"
designation. Based on our previous work in the area, we have determined the high plasticity
soils are not atypical for the area. However, the native soils should be considered relatively
expansive, especially above a depth of about 2 to, 3 ft. Careful and specific earthwork
procedures are recommended to minimize soil expansion potential (see below).
i
t '
RECOMMENDATIONS
The, following section provides general ,recommendations for earthwork, building pad
development, foundation support and pavement, construction. In many cases, our
recommendations refer to specific materia!' types or methods (~hown in Italics) that are defined
or described in the "Specificationsft section.
~,
~
.
, Striooinq
Most of the site is surfaced with tall grass, weeds and/or brambles. It should be expected that at
least 2 to 4 inches of stripping' would be required in most areas to remove the surface organics
vegetation.
Suborade Comoaction
After stripping, the exposed Subgrade would likely consist of high plasticity silt or clay. We
recommend this soil'should be treated (prior to covering) by processing/compacting the material
to a depth a 12 inch~s to a minimum of 95% relative compaction to a water content not less than
2% wet of optimum. In some cases, pumping of the soil might occur and it might be difficult to
, obtain the required density. We should be contacted in this event to evaluate site conditions..
Generally, proper water content control would be given priority over soil density and/or stiffness.
".
Mass Gradinq
In general, we would nqt recommend reusing the high plasticity silt or Clay soils during grading
due to poor workability and unpredictable engineering characteristics. However" the clay is
wide-spread over the. site and would likely be difficult to avoid. Additionally, we believe the
remolded soil would actually produce a soilless susceptible to soil shrink-swell (as compared to
the native material) if prepared properly. If used as fill, the silt/clay should be placed in
maximum 8-inch loose lifts arid compacted to a minimum of 95% relative compaction to a water
content not less than 2% wet of optimum. 'As indicated above, we expect pumping of the soil
might occur in some cases due to high moisture contents. Workability is expected to be difficult.
. Buildina Pad Develooment
, .
' .
We have assumed foundations for new houses would bebui.lt on flat "push-outs" constructed
during the general site grading. We recommend the native soil, within push-out areas be
prepared as recommended above for "8ubgrade Compaction" and "General Grading." Following
approved soil preparation, we recommend all areas that will support foundation~ and slabs be
-, covered with a minimum of 12 inches of Coarse Granular Fill capped with 6 inches of Fine
. Granular Fill. Foundations should be constructed directly on the completed fill.
\
'~
Another alternative to mitigate potentially expansive soils within building pads would be to treat
specific foundation areas only. That is, after creating push-outs discrete trenches could be
made to bypass the upper clay within isolated footings. If used, trenches should extend a
minimum of 18 inches below the bottom of footillgs. The trenches may be made vertical but
should extend a minimum of 12 inches beyond the sides of footings. Excavations should be
made. with a smooth bucket and the foundation soil left undisturbed. The exposed material
should be kept moisten and immediately backfilled Fine Granular Fill to the surface of the push-
out elevation. Footings should then be constructed directly on the trench fill.
Foundation Suooor!
Continuous wall footings for' residential ~onstruction may be designed using allowable bearing
capacity of 2,000 pounds per square ft (pst). We have assumed footings would be built on
properly prepared building pads or over-excavated trenches, as discussed above. Prior to
footing construction, all foundation areas sho_uld be kept continually moist.
Drainaoe
All house foundations should be constructed with a, standard perimeter foundation drain. Low
" .' I .
point crawl space drains may also be used.. If adequate drainage is not provided, it should be
assumed that water would tend to accumulate in low areas.
Post-Tension Slabs
If might be possible to use post-tensioned slabs to avoid detailed ,earthwork or other special
foundation preparations. The advantage of such a system is that the reinforced ,slab resists
differential shrink-swell movement with very little special soil preparations required. The
disadvantage is that some special design and construction procedures are required. The
completed foundation would also consist of a finished. concrete slab, which might not be
preferable to all buyers.
Pavement Desian
Pavement structures are most influence or affected by heavy truck traffic. With regard to
construction traffic, we assumed each lot would generate 10 heavy truck trips. During the
design life, we expect the overall subdivision would, receive less than 10 trucks per week for
garbage collection and special deliveries. Cars arid light trucks should have relatively little
influence on the structural capacity of section.
Construction plans were not provided to us but we ,assume grading would be limited to shallow
. .
cuts and fills less than 2 ft total. Subgrade preparation and compaction, as well as placement
and compaction of the aggregate base should be completed as recommended above. Where
practical, we recommend that the bulk of the aggregate base section consist of Coarse Granular
Fill.
....
A flexible asphalt pavement design was completed for, local-type streets using the AASHTO
procedure and a 20-year serVice life. We assumed a relatively low Modulus of Subgrade
Resilience (MR) of 2,750 ponds per square inch (psi) to account for soil pumping resulting,
possibly resulting from our recommended method of soil preparation (Le., compacting the soil
wet of the optimum water content). The calculated pavement sections are as follows:
Section Option
Table 1
Pavement Section Options
Asphalt Thickness 1
(inches)
Aggregate Base Thickness2
(inches)
1
2
3
3
15
13
11
3%
4
Asphalt types and placemenVcompaction methods should conform to, City standards.
2 We recommend the bulk of the material consist of Coarse Granular Fill capped with Fine Granular Fill.
Utilities
We expect trench excavations would remain relatively stable when open due to the nature of the
high plasticity soils. However, we recommend exerdsing extreme caution as unexpected caving
and rapid failures of trench sidewalls might occur as a result of the blocky soil structure. ' It is
imperative that shoring be provided in all cases in accordance with OSHA guidelines. Utility
contractors should also assume subsurface infiltration could occur from perched runoff if
excavations are made early in the construction season.
SPECIFICATIONS
The following is a list of various mate.rials types that have been used within, this report but not-
previously defined.
· Fine Granular Fill should consist of 1 % to %-inchminus, well~graded, clean, hard, angular,
crushed rock with less than 5% material passing the No. 200 sieve. Place all Fine Granular
Fill ,in maximum 12-inch loose lifts and compact to 90% relative compaction according to
ASTM D 1557.
· Coarse Granular Fill should consist of 6 to 3-inch minus, well-graded, clean, hard, angular.
,crushed rock with less than 5% material passing the No. 200 sieve. Place all Coarse
Granular Fill in maximum 12-inch loose lifts and compact to 90%, relative compaction
according to ASTM D 1557.
· Subgrade refers to the native grade after stripping (undisturbed or compacted) that is to
receive fill. Note that general workability of high plasticity clay is expectedto,be difficult.
~
LIMITATIONS AND USE OF THIS REPORT
This report has been prepared for the exclusive use of Hayden Enterprise.s Inc. and their design
consultants for the proposed Jasper Meadows Second Addition project in Springfield, Oregon.
Information contained herein should not be construed as a warranty or guaranty of site or
subsurface conditions. Our explorations indicate soil conditions only at specific locations and
only to the depths penetrated. They do not necessarily reflect soil strata or water level variations
that may exist between or beyond exploration, locations or limits. Soil and groundwater
conditions at other locations or times may differ. Contractors using this report for bidding or
quantity estimates, or to determine construction difficulties, do so at their own risk.
The scope of our services does not include services related to construction safety precautions,
techniques, sequences or prqcedures, except as specifically' described in our report for
consideration in design. Our work, at the time this report was prepared, have been conducted in
accordance with generally accepted principles and practices. No warranty or other conditions,
expressed or implied, is made.
;
,
/""
McKENZIE /(\iHWY
.. _"--', _._::-~~ \;,J ''''<''_'':__'
-..---.. ---.-==--=-
t-.: t-.:
tr) ,~"
; ..c::
::~
;Ll")
,-tr)=-:= Vi
::5
co
l.r)
-"-'~--:;m ;::.:~_,]. ..=:> ,
." ;-~~)),-~./ .
... ,....... '." . =
~'/_,.,o,~,...""-,,,,,.,~~,,,,~i?-.;, '
''''''''."".,
~i
tr)
~\
0' ,",,',
.::: ; c:P ~ \,
;:::--: ':::(. ",
, '-'C' ,,,',
l.r) u.);
~ .
l
FIRST ADDITION
Vi
MT. VERNON RD.
,,''''''=''''~:''= -,",--
~:::=:=...~--
,
~
Q
\;
"\,
\.
\
\.
\\
\c.-
\..~
\"'0
\\\~...
\;~
"0
\
\-0
\\~\\.
~,.>'
'0\;
\\
\.
";,
\. f
\
\ il
'L I.Z-
" ,;....
\.'
~.\\
~"""'L '" :t.
\~
?J \~
o \\f'l
)> \~
; ~
-1 \
~ '\
lfl ~,
o \
Z \~~\
" SCALE: N.T.S.
-'f ,
~ #-
, ..
SOIRE VICINITY MAP FIGURE NO.
ASSOCIA TES JASPER MEADOWS SECOND ADDI1l0N 1
Geotechnical Engineering Solutions SPRINGFIELD, OREGON
~
., ...
., ~ .,
..
~
-
..-'
..
..
:l!-
..
..
..
..
..
..
..
..
..
..
/
11
'g
=~
...,l1'
~:
1Ui3~
!O'ft
.o=~
III ~
.;~
..
z
o
I-
o
o
<(
o
z z
o 0
() ~
W 0::
Ul 0
Ul9
~ w
o ~
o ~
<( g:
Will
~
0::
W
a.
Ul
<(
J
(/)
~ 5
~~
ZU
<( 0
...J...J
a.. I-
~a:
-I-
(/)(/)
~
T'\
~
z-
b
ao
n
.
~
U
III
"
d
z
~
~
Ii:
N
~
\
60
ATTERBERG LIMITS
PLASTICITY CHART
I
I .
I i
e:.-
x
l'
't:'
'.E
CH
'.;
:/-
I i/i
j i 1/;:
,/
: '].c)l
'"
'~\.\..v, !
/,,~" 0:'1: :
,~ .p-
, ' ,,~\ I
,,,,/: , Ii
./! ii' l
. I i I
I : I !
Micaceous or diatomaceous
fine sandy and silty soils;
elastic silts; organic silts.
cloys. and silty cloys
OH
Sample
/ S~3-'!
Ii
40
i I /~
~,
Inorganic clays of ' ~e "C?), '
hi9h plasticitv ,~! !; ,/,,, ~..... ' ,
7' i<-/~' i
/! \. :
/ i\
; ./' l j
, ,
//;
-7L
./> I
/.
Low plastic inorganic, I /~I'>, Medium.
cloys; sandy and' , / . plastic -
, silty, cloys ~ .' ,:/' '. inorganic.
I :./ i cloys
1/ ,/
I "i/ I i ;/:
~ Silty cloys; ){' ' , i /. !
-L clayey silts ' . 'i 1 /i'
-"- and sands /' ,'i ci ',' '';./1
10 i ,I, ,'" " " /~: OL
!, ' , / : I i ",Vi lor;
-:CL~M:T _:,:~ ~,"~~:~ \_,~~,'.;.';("'r ,ML!
I! i! 17i: i I,~ III
o i i i j.A ! ! i i ,'i'! I I I I I
I' " ,
o 10 20
0:
-1
50
~ 30
i:
:;:;
"
1-:
0::
~
I
: Inorga~ic and organic silts i
i and silty cloys of low I
: plasticity; rock; flour; I
i silty, or c~ayey, fine sa~d~ I
i ! Ii I I I j I I I I
lor
20
MH
I
i i
30
40
50
Liquid Limit (LL)
60
I
70
I I
I
I
I
80
90
100
ATTERBERG LIMITS
TABULATED VALUES
S-3-1
S-12-1
2.5
1
42.9
40.0
Atterberg Limits
LL PL' PI USCS
82 27 55 CH
63 30 27 CH
Sample
Depth (ft)
Water Content (%)
...
,
~
" i
\
\.
FIGURE NO.
BOIRE
ASSOCIA TES
Geotechnical Engineering Solutions
LABORA TORY TEST RESULTS
JASPER MEADOWS SECOND ADDITION
SPRINGFIELD. OREGON
3
... ,
~
., ...
, ~
,
TEST PIT LOGS
Project Name:
Project Number:
Project Location:
Jasper Meadows Second Addition
203.012
Springfield, Oregon
TP-1 (Excavated on February 6, 2003)
. Deoth (ft) Soil Profile Descriotion
Elevation: ,556 ft
;:
0-2
Loosely structured SILT (MH); clayey, dark brown, moist, very friable,
medium to high plasticity. Fine organics noted throughout.
Stiff CLAY (CH); gray, moist, medium stiff to stiff, high plasticity. The soil
has a blocky structure and shows evidence of past shrink/swell.
Stiff SILT/CLAY; wiry sandy with rock fragments, rust brown (iron-
stained), moist to wet. The soil appears to have weathered from rock
(siltstone and/or sandstone).' Pockets of high plasticity clay noted.
Weathered ROCK (siltstone/sandstone); siltY and sandy with fragments
of very hard rock, rust brown, damp. The consistency of the formation
relative to soil is "hard."
2-3
3-6
6-7
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. Seepage' from runoff perched between 3 and 6 ft. .
TP-2 (Excavated on February 6, 2003)
Deoth (fO, Soil Profile Descriotion
Elevation: 559 ft
Loosely structured SILT (MH); clayey, dark brown, moist, very friable,
medium to high plasticity. Fine organics noted throughout.
Stiff CLAY (CH); gray, moist, medium stiff to stiff, high plasticity. The soil
has a blocky structure and shows evidence of past shrink/swell.
Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), damp. The soil appears to have weathered from rock (siltstone
and/or sandstone), Pockets of high plasticity clay noted.
Weathered ROCK (siltstone/sandstone); silty and sandy with fragments
of very hard rock, rust brown, damp. The consistency of the formation
relative to soil is "hard." ,
Nm~,: ,
1., Roots from surface vegetation extend downward about 4 inches.
2. No seepage or groundwater encountered.
TP-3 (Excavated on February 6, 2003)
Elevation: 562 ft
Deoth (ft)
I Soil Profile Descriotion
Loosely structured SILT (MH); clayey, dark brown, moist, very friable,
medium to high plasticity. Fine organics noted throughout.
,
Stiff CLAY (CH); some gravel, gray, damp to moist, medium stiff to stiff,
high plasticity., The soil has a blocky structure and shows evidence of
past shrink/swell. Sample S-3-1 taken from about 212 ft.
Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), damp. The soil appears to have weathered from rock (siltstone
and/or sandstone). Pockets of high plasticity clay noted,
Weathered ROCK (siltstone/sandstone); silty and sandy with fragments
of very hard rock, rust brown, dry. The consistency of the formation
relative to soil is "hard."
0-1
1-3
3-512
5Y:z - 612
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. No seepage or groundwater encountered.
TEST PIT LOGS
Project Name:
Project Number:
Project Location:
Jasper Meadows Second Addition
203.012
Springfield, Oregon
. TP-4 (Excavated on February 6, 2003)
Deoth (fO Soil Profile Descriotion
Elevation: .573 ft
o-~
Loosely structured SILT (MH); clayey, dark brown, damp to moist, very
friable, medium to high plasticity. Fine organics noted throughout.
Stiff CLAY (CH); gray, damp to' moist, medium stiff to stiff, very high
plasticity. The soil is highly fissured and shows evidence of past
shrink/swell. Scattered large gravels and small cobbles contained within
the soil matrix.
Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), damp. The soil appears to have weathered from rock (siltstone
and/or sandstone). Pockets of high plasticity clay noted.
~-6
6-8
Notes:
1, ROots from suriace vegetation extend downward about 4 inches.
2. No seepage Or groundwater encountered.
TP-5 (Excavated on February 6, 2003)
Deoth (ft) Soil Profile Descriotion
Elevation: 588 ft
0-2
2-3
3-4
. ~
, 4-5
Loosely structured SILT (MH); clayey, dark brown, damp, very friable,
. medium to high plasticity. Fine organics noted throughout.
Stiff CLAY (CH); some gravel, gray, damp to moist, stiff, high pla'sticity.
The soil has a blocky structure and shows evidel)ce of past shrink/swell.
Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), damp. The soil appears to have weathered from rock (siltstone-
and/or sandstone). Pockets ,of high plasticity clay noted.
Weathered ROCK (siltstone/sandstone); silty and sandy with fragments
of very hard rock, light brown, damp. The consistency of the formation
relative to soil is "hard:"
Notes:
1. Roots from surface vegetation extend downward about 4 inches.,
2. No seepage or groundwater encountered.
TP-6 (Excavated on February 6, 2003) Elevation: 594 ft
. Deoth (ft) I Soil Profile Descriotion '
o - 2 Loosely structured SILT (MH); clayey, dark brown, damp, very friable,
medium to high plasticity. Fine organics noted throughout.
2-3
Stiff CLAY (CH); some gravel, gray, damp, stiff, very high plasticity. The
soil has a blocky structure and shows evidence of past shrink/swell.
Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), damp. The soil appears to have weathered from rock (siltstone
and/or sandstone). Pockets of high plasticity clay noted.
Weathered ROCK (siltstone/sandstone); silty and sandy with fragments
of very hard rock, light brown, damp. The consistency of the formation
relative to soil is "hard;"
3-4
4-5
Noles:
1. Roots from surface vegetation extend downward about 4 inches.
2. No seepage or groundwater encountered.
r-1
TEST PIT LOGS
Project Name:
Project Number:
Project Location:
Jasper Meadows Second Addition
203.012
Sprin~}field, Ore8on
TP-7 (Excavated on February 6.2003) Elevation:.579 ft
Deoth (ft) I Soil Pr~fiIe Descriotion
0- 1 Loosely structured SILT (MH); clayey, dark brown, damp, very friable,
medium to high plasticity. Fine organics noted throughout.
1 - 2 Stiff CLAY (CH); some gravel, gray, damp, stiff, high plasticity. The soil
has a blo'cky structure and shows evidence of past shrink/swell.
2 - 5 Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), damp. The soil appears to have weathered from rock (siltstone
and/or sandstone). Pockets of high plasticity clay noted.
5 - 5% Weathered ROCK (siltstone/sandstone); silty and sandy with fragments
of very hard rock, light brown, dry to damp. The consistency of the
formation relative to soil is "hard."
. Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. No seepage or groundwater encountered. .
TP-8 (Excavated on February 6, 2003)
Deoth (ft) Soil Profile Descriotion
Elevation: 565 ft
0-2
Loosely structured SILT (MH); clayey, dark brown, damp, very friable,
medium to high plasticity. Fine organics noted throughout.
Stiff CLAY (CH); some gravel, gray, damp, stiff, very high plasticity. The
soil has a blocky structure and shows evidence of past shrink/swell.
Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), damp. The soil appears to have weathered from rock (siltstone
and/or sandstone). Pockets of high plasticity clay noted.
Weathered ROCK (siltstone/sandstone); silty and sandy with fragments
of very hard rock, dark brown to gray, dry to damp. The consistency of
the formation relative to soil is "hard.n, '
2-3 '
3-4
4-5
Notes:
1. Roots from surface vegetation extend downward about 4 inches..
2. Perched water from runoff noted above 2 ft.' .
TP-9 (Excavated on February.6, 2003)
Deoth (ft) Soil Profile Descriotion
Elevation: 565 ft
0-2'
Loosely structured SILT (MH); clayey, dark brown, damp, very friable,
medium t9 high plasticity. Fine organics noted throughout.
Stiff CLAY (CH); some gravel, gray; damp, stiff, very high plasticity. The
soil has a blocky structure and shows evidence of past shrink/swell.
'Weathered ROCK (siltstone/sandstone); silty and sandy with pockets of
. high plasticity clay, dark brown to gray, dry to damp. A large boulder or
outcrop of hard rock at 4 ft prevents continued excavation.
2-3
3-4
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. No seepage or groundwater encountered.
TEST PIT LOGS
..
.;
Project Name:
Project Number:
Project Location:
Jasper Meadows Second Addition
203.012
Springfield, Oregon
f
~,
~
TP-10 (Excavated on February 6,2003)
Deoth (ft) Soil Profile Descriotion
Elevation: 575 ft
1-3~
Loosely structured SILT (MH); clayey, dark brown, damp to moist, very
friable, medium to high plasticity. Fine organics noted throughout.
Stiff CLAY (CH); gray, moist to wet, medium stiff to stiff, very high
plasticity. The soil is highly fissured and shows evidence of past
shrink/swell. Scattered gravels contained within the soil matrix.
Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
. stained), damp. The soil appears to have weathered from rock (siltstone
and/or sandstone). Pockets of high plasticity clay noted.
p
~;
0-1
3~-6
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. No seepage or groundwater encountered.
TP-11 (Excavated on February 6, 2003)
Deoth (ft) . Soil Profile Descriotion
Elevation: 586 ft
1-2~
Loosely' structured SILT (MH); clayey, dark brown, damp, very friable,
medium to high plasticity. Fine organics noted throughout. '
Stiff CLAY (CH); some gravel, gray, damp, stiff, very high plastic.ity. The
soil has a blocky structure and shows evidence of past shrink/swell.
Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), dry to damp. The soil appears to have weathered from rock
(siltstone and/or sandstone). Pockets of high plasticity clay noted.
Weathered ROCK (siltstone/simdstone); silty and sandy with fragments
of very hard rock, dark brown to gray, dry. The consistency of the
formation relative to soil is "hard."
0-1
e
4
,
t.
1:
2%-3
3-4
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. No seepage or groundwater encountered.
TP-12 (Excavated on Febru,arv 6,2003)
Deoth (ft) Soil Profile Descriotion
Elevation: 572 ft
0-2
Loosely structured SILT (MH); clayey, dark' brown, wet, very friable,
medium to high plasticity. Fine organics noted throughout. Sample S-12-
1 taken at about 1 ft.
Stiff CLAY (CH); some gravel, gray, damp, stiff, very high plasticity. The
soil has a blocky structure and shows evidence of past shrink/swell.
Weathered ROCK (siltstone/sandstone); silty and sandy with pockets of
high plasticity clay, dark brown to gray, dry to damp. A large cobble or
rock outcrop at 4% ft prevents continued excavation.
2-3
3-4~
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. The area is located near a ditch and the ground surface is very wet.
~+
- '<3 \
'8'(7;5$\
~~..V\
~~'dIOt.
"'. '"
~
-'
80,00'
PUBLIC
DRAIN ACE
EASEMENT
PER CColeR'S '
,RUNE
?i_
lL-
~y UNE
91"",
~~
~,~
wsg
~;g
2)~
@I:O,'
8~
2l(!5
;ISTERED
ESSIONAL
~RVEYOR
~-
( 18, 1982
W. BAKER
1978
12/31/05
0: 5/8. REBAR
:sr NO, 10954
o
Oi' , i
EXlSTINC.-1
7.oo'P .U.E. \
COMMON AREA "
7.00' P.~.E.~,
DEDICATED HEREON
~~
"'.
0",
'1'"
....~
....,
"''''
"'. .
'"
"\
,/
^v
~
v
"'.
lOT 144
74,032 S.F.
180.00'
PUBLIC
- DRAIN ACE
EASEMENT
PER CColeR'S
COMMON AREA
CENTER OF
ORAINACEWAY
\PPROX. 4' WIDE
\
'. \
\..,
~ N89'48'06'E
...
o.
15.80'
.............--...... -' .""'..-..... ..- -....--
208.04'
~c\dtfu~'- .~~~~cf ~~~~
~~
,..,
~.~
VI
VI
o
VI
::8
lOT 118 lOT 117 lOT 116 lOT 115
6,096 S.F. 6,120 S.F. 6, 120 S,F. 5,969 S,F.
r
0
0
N89'48'05'E VI
329.75'
;8.00' 58,00' 57,50' 58,25' -',
50,00' 50,00' 50.00' 50.00' 58.25'
~
~
'C
~
,."
o
~
"'0
<J.
'"
.,.
~
VI
o
<00
",J
U) g . CD 8 loD:t\co g
lOT 121 P:= lOT 122
VI
<0 0
o 0
(, J
..,;
...
~
N!l9'48'05.E
_ 232.15'
lOT 129
8,443 S.F,
_50.00'
50.00
_50.00'
50.00'
.60.00'
50,00'
529.39'
78.60'"
50.00'
50,00'
.147.42'
155.22'
lOT 136 z
\ 6,203 S.F. 0 ~ ~ ~ ~ ~ ~ lOT 143
,?:\-\\ ~ ~ lOT 137 ~ ~ lOT 138 ~ ~ lOT 139 ~ ~ lOT 140 ?5 ~ lOT 141 ~ ~ lOT 142 ?5 3 ~9.'9bX' .
""-' ""56 F....3 FU'- m- ...... (1)- U).... c.::.J....J
'" ~ "! ':. ,3 0 S. . q ':. 5, 57 S. . -. ':. 5,374 S.F. "! ':. 5,381 S,F..... ':. 5,388 S.F. "! 't. 5..395 S.F, "'! ,,; 1.00' .E
, .~'" 3 . \"" ~ ..; u,t)'2.'L ..; l.o0"50 ..; loCAID ..; \,ot)'O'O ..; ~ ..; loD':I2. i ~l\11~~~:~~'
_ .,'\.~d> ;.\~. ol'So~~.9' '- 39.7L _J ~O.OO' _ __ ~O.OO' _ ,_ ~O..2!!' _ _ ~O 00' _ _ ~O..22' _ _ :o~80' _ ~~ 3.Q,~_ -
:~.,o, '\ "'''(- .. L 7.00' P.U.E.N89'48'06"E 412,02' ' I C40
\.\ O~~~:O~O 457.50' QUARTZ AVE. C41
. . N89'48'05"E 555,54' of.
- JO.OO'
- 45.54'
~Ro''''A'n'::.~' . 2258.21"
N89'48'06"E
798.60'
FOUND: 5/8. REBAR
PER CSF NO. 10954
ell
C12
C13
CI4
CIS
CI6
C17
CI8
C19
C20
C21
C22
C23
C24
C25
C26
C27
C2B
'g
.J
C32
C33
C34
C3B
C39
C40
C41
C42
C43
C44
C45
C46
C47
C48
C49
C50
C51
C52
C53
C54
C55
C56
C4~
~
PUBLIC TEMPORARY
TURNAROUND EASEMENT
PUBUC SLOPE
ASEMENT
15,03'
(CHORD DISTANCE)
((
I
.
-a
engineering
" K & A Engineering, Inc. ' .
, P.O. Box 23624, Eugene, OR 97402
, 521 Market St., Suite B, Eugene, OR 97402
(541) 684-9399 Voice
(541) 684-9358 FAX
January 6, 2005
Hayden Homes
2464 SW Glacier Place, Suite 110
Redmond, OR 97756
Project 74.04
Subject General Foundation Drainage Recommendations
jasper Meadows Subdivision - 2i1d Addition
Springfield, Oregon . '
PURPOSE AND SCOPE
. .
, ' ,
This letter provides additional recommendations for drainage for the construction of single-family residences at
the subject new subdivision. These are intended to supplement recommendations provided in the original '
geotechnical report provided by Soire Associates, which included. general construction criteria for development
of the project site., ' ' ,
SITE CONDITIONS '
As documentedin our summary report of September 20, 2004, the gently sloping site ha.d from 1 to 3-feet of '
gray plastic silts over weathered yellow/tan tuffaceous sandstone.
, '
, Excavation for the foundation pads consisted of benches cut into the slope with cuts as high as 4-feet K & A
'Engineering, Inc. witnessed excavation and provided on-site recommendations so that all foundation cuts were
made to suitablesubgrade soils or bedrock.
After excavation and grading of subgrade to undisturbed soils/rock, 10 to 24-inches of granular fills were placed
on the foundation subgrade and compacted. '
Groundwater was not encountered 'in any of the excavations except at the lower elevation of the project in the
road sUbgrade. ' .
. FOUNDATION DRAINAGE RECOMMENDATIONS
Since a significant amount of.low permeability, dense granular fill will support foundation loads on the
underlying native soils and rock, if groundwater were present above the excavation grade it is likely that the
granular fill could trap and isolate water in the foundation excavation. Conventional footing drains would not'
. remove this water because it would be below the footing grade. '
K & A Engineering, Inc.
As a precaution to avoid the possibility of trapping water below the foundation, we recommend that low point
drains be installed in the crawlspaces with the inlet at subgrade level. This will effectively drain the entire
foundation. This low point drain can replace the recommended conventional footing drains. ' ,
The low point drain should be constructed at the base of a small well excavated in the granular fill. The sides of
the well should be uniform with a slope not exceeding 2 horizontal to 1 vertical. The inlet pipe should be
covered with some sort of grate or galvanized screen to prevent fines from entering into the drain system. The
low point drain should be located in the crawlspace as close to the downhill side of the foundation as possible.
Additionally, we recommend that the final grading at the surface between houses slope to a gentle swale that
routes surface runoff away from the foundation to the street or to an approved storm drain collector. The swale
should have a total drop of at least 1-foot .
Thank you for the opportunity to be of service. Please call if you have any questions.
,.
Sincerely,
. '
Michael Remboldt, P.E.
K & A Engineering, Inc, .
Project 74.04 Jasper Meadows Subdivision Phase II, Springfield, OR
Client Hayden Homes
Page 2 of 2
January 6, 2005