HomeMy WebLinkAboutPermit Field Test & Inspection Report 2005-9-15
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Branch Engineering, Inc.
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September 15, 2005
31 0 5th Street
Springfield, Oregon 97477
(541) 746-0637
Fax (541) 746-0389
Mr. Tom Freeman
c/o LRAP A
1010 Main Street
Springfield, Oregon 97477
RE: GEOTECHNICAL FOUNDATION ANALYSIS
737 SHASTA BOULEVARD
SPRINGFIELD, OREGON
PROJECT No. 05-203
PURPOSE AND SCOPE
The purpose of this analysis is to provide geotechnical engineering information for the
subject site that may Influence the design and construction of the proposed residential
development of the site. The scope of our work inclu,ded a site reconnaissance and
excavation observation of four test pits on August 12, 2005, review of geologic maps and
the sOil survey for the area, and review of nearby Department of Water Resource Well
Logs Field work, information review, and preparation of thiS report has been authorized
by Mr. Freeman.
EXISTING SITE CONDITIONS
The approximately 0.4 acre property consists of two indIvidual tax lots that slope down to
the southwest at an average gradient of 10%. The property is sparsely forested with oak
and cedar trees and areas of the site have been graded producing a near vertical cut bank
and flat areas that have been filled wIth native sOIl and imported aggregate.
The apparent site drainage consists of a pipe from beneath Shasta Boulevard outletting
on the north sIde of the site, with drainage swales along the north and west sides of the site
that appear to flow toward the southwest corner. The attached Figure 1 provides Vicinity
and Site Maps with the proposed building location shown
PROJECT INFORMATION
The proposed development of the subject site is to construct a two-story single-family
residence in the south central portion of the property.
CIVIL
J
STRUCTURAL
1RANSPORTATION
SURVEYING
...
Freeman Property
Project No. 05-203
Page 2
INVESTIGATION AND FINDINGS
On August 12, 2005, a site reconnaissance was conducted and four exploratory test pits
were excavated using a using a Bobcat 331 Excavator with 8,000 Ib break out capacity.
The approximate test pit locations are shown on Figure 1, and the summary logs are
provided in Appendix A. Standard field tests were conducted to assess the soil types
encountered and to determine basic soil conditions. Tests included dilatency and thread
rolling to assess fine grain sediment content, pocket penetrometer readings to assess
unconfined compressive strength, and general field observations for soil moisture content,
porOSity, organic content, mottling, and consistency
Near surface soil conditions were also assessed based on a cut bank on the site and
neighboring properties.
In addition to the on site field work, the following resources were reviewed for pertinent site
information'
. United States Department of the Interior Geological Survey (USGS) Spnngfield 7 5
Minute Quadrangle Map, 1967.
. 1987 Soil Survey of Lane County Area, United States Department of Agricultural
(USDA) Soil Conservation Service
. USGS Geologic Map of Oregon, USGS 1991
. Aerial photographs from the University of Oregon on line database. Photos are
dated 1936, 1960, and 1978.
o Interpretive Map Series 14, Relative Earthquake Hazard Map of the Eugene-
Springfield Metropolitan Area, Lane County Oregon, Oregon Department of Geology
and Mineral Industries, 2000. .
. Oregon Department of Water Resources Well Logs (attached in Appendix A)
General Geoloov
The site elevation is approximately 600 feet above mean sea level, and is mapped as
basaltic rocks of the Oligocene and upper Eocene age Fisher Formation. The fine grain
sediments appear to have been heated as a result of intrusive basalt formations making
the sediment hard and friable.
An outcropping of basalt was observed on the site with areas of near surface weathered
silt/claystone. There were no observed landslides in the immediate vicinity of the site;
..
Freeman Property
Project No. 05-203
Page 3
however, the area is mapped by IMS-14 for existing landslides and intermediate to high
hazard for earthquakes. There are faults mapped 10 to 12 miles east of the site, these
faults are not known to be active. Three micro earthquakes have occurred in the
Eugene/Springfield area recently, one on August 30, and two on September 4, 2005 with
duration magnitudes of 1.0 to 1.8.
This site, as would a majority of the Willamette Valley, may be affected by large subduction
zone earthquakes associated with the Cascadia Subduction zone. This zone is an
approximately 680 mile long corridor of active tectonic convergence where oceanic crust
of the Juan De Fuca Plate is subducting beneath the North American continent at an
estimated rate of 4 cm/year.
Subsurface Conditions
The soil survey of the site maps the near surface soils as Ritner cobbly silty clay loam,
which is described as a moderately deep, well drained soil formed in colluvium derived
from basic igneous rock. The soil permeability is low and the soil has a moderate
shrink/swell potential and is susceptible to erosion. General field observations are
consistent with these soil descriptions. The fine grain sediments encountered within the
building site are very hard with a blocky, friable structure. A cross-section interpretation of
the near surface conditions is provided on Figure 2
Ground Water and SeeDaae
No ground water or seepage was encountered on-site at the time of this investigation;
however, based on owner observations and the presence of vehicle tire ruts on the ground
surface in the location of TP-3 a small spring or ground seepage is present on the site.
Surface runoff and near surface seepage should be expected to occur on the site during
the wet season. The nearby homes are connected to the city water system, therefore no
immediate area well logs were found, the static ground water level in the site area is
expected to be greater than 50 feet below the ground surface and will not influence
development of the site as proposed.
CONCLUSIONS
The near surface site conditions appearto be consistent. The site is geologically suitable
for development although shallow land movements should be expected in cut bank areas
due to the site steepness and seepage forces. Geotechnically the proposed site
development is feasible, provided that the recommendations herein are reviewed and
incorporated dUring the design and construction of the project
Freeman Property
Project No. 05-203
Page 4
.. There IS no apparent gross land instability on or in the vicinity of the site Minor soil
creep is expected in the upper 2- to 3-feet on the steeper slope areas.
.. The near surface soils have a moderate to high shrink/swell potential
.. Although the clay soil is stiff, due to the fine grain nature of the soil it is susceptible to
erosion and should be protected from concentrated surface water runoff
.. Foundations shall bear on competent rock or on stiff native soil that has been
excavated to at least a depth at least 18 inches below surface grade and covered with
a minimum of 12 inches of compacted crushed aggregate
ReCOMMENDATIONS
The following recommendations shall be implemented in the deSign and construction ofthe
project. Based on the proposed location of the home that was described in the field by the
owner, the foundation will bear atop the very hard basalt outcropping and the clay soils.
To mitigate this variation In the foundation subgrade conditions the following site
preparation and construction procedures are recommended.
Site PreDaration
All structural foundations shall bear on native rock or soil capped with at least 12-inches
of compacted crushed aggregate, 1 5"-0 or less. The native soils are.unsuitaQJ~-=tor reuse
as.~tructuLal filt.' It is recommended that the buildmg'pac{areas be e'xcavated a minimum
of 18-inches below existing grade to remove topsoil and to expose a subgrade suitable for
an allowable bearing capacity of at least 2,000 psf. AU-foundation subarade]s~t6 'be
.observed bv a oeotechnical e6aineeF-oricino olacemenfof aaareaate coveror.concrete -;
Imported aggregate material shall be granular with sufficient fines for compaction. Fill
material shall consist of 1.5"~0 or '3/4"~O' cnisned7 well graded rock with less than 10% of
the material passing the No. 200 sieve. The(material~~!J~J'- be approye.d'QY JITegep.t~cbnical)
engineer. prior to delivery to the~sife.l Import-rrtaterial shall be 99,mp<<:!c!~(;rto}lt 1~_ci~C9~Yo.
relative compaction as determined by (,L\.slM]Yl~!h(~id_D-698, and tested to measure
compliance In accordance with ASTM Methods for either nuclear densometer or sand cone
methods.
All cut and fill slopes shall be constructed to a minimum angle of 2: 1 (h9rizO:r1t9I;~e.rtical).
Fill slopes, if constructed, shall be benched, keyed, and compacted to the deSign standard
to the outer edge of the slope. Neither cut or fill slopes are recommended to be
incorporated into the building pads. Cut slopes may be susceptible to shallow failures due
to the soil creep, seepage and removal of vegetation. Such slopes are expected along the
access road and may require maintenance to remove slumped soil and stabilize banks.
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Freeman Property
Project No. 05-203
Page 5
WetlDrv Weather Considerations
It is recommended that site work be performed in the dry season, typically May through
October. During the dry season, all exposed subgrade shall be immediately covered with
plastiC sheeting until observationed by the geotechnical engineer and then covered with
aggregate.
The native soils are moisture sensitive and :We(season construction may ,requintrnor_e ,
excava_tion~alid aggregate fill as w~lras-=-1b,e Use of geotextile 'fabrics:'
Seismic Desian Parameters
The near surface soil observed at the subject site is best defined by Site cClass _G in
accordance with the 2004 Oregon Structural Specialty Code As previously stated, the
most recent event recorded was a 1.8 duration magnitude micro-earthquake centered
approximately 34 miles northeast of Eugene occurring on September 4, 2005.
Drainaae and Erosion
Surface water shall be directed away from the top of slopes and not allowed to pond atop
structural fill or roadway subgrade. All drainage from impervious surface areas should be
captured and conveyed to an approved disposal point. The path(s) of natur~!-~r~inage"
whether concentrated or sheet flow ~hall not be blocked by ~>n ~i~e d(9ve19pmentc'Tne-'on
site soils are susceptible to erosion ~ana eipos-ed s'oW Shall be covered with -a'n -- effective
erosion control product or timely covering with vegetation prior to the onset of the wet
season.
Foundations
The building pads, if prepared as described above, shall be suitable for conventional
perimeter style shallow spread foundations. 1?_U1!ding pad~ shall be excavated to non-
organic native soil or rock, that work is-to-be-o~seryed by"a geotechn~q~I,_er!gin~er: / The
soil or rock subgrade is expected'to nave-anallowable bearing capacity up to 2,000 psf.
(Water- s~an' J!Qr-be allowed.'1:o-~pOna,~on--'l;[uilding- pads_ nO('acjjaq~nrto'J~u':l~C!ttoD~.-
F,'erfmeter-footing -drains ,ar:e required/on all up slope foundations, and perimeter grades
stlalnieslc)ped at least 2% away'frQm the foundations. Footing drains shall consist of a
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Freeman Property
Project No. 05-203
Page 6
minimum a-inch_diameter p.E?cfor~ted pjp_e encased in 1 cubic foot of rounded drain rock per
linear foot. The drain rock shall be wrapped in a filter fabric. The footing drain is to be
positively sloped to an approved outlet down slope of all foundations. A suitable pre-
engineered footing drain may also be used.
Retainina Walls
The followIng design parameters are provided based on the shear strength data collected
in the field.
RECOMMENDED EQUIVALENT FLUID PRESSURES
Active Pressure
At-rest Pressure
Passive Pressure*
Unrestrained Wall
Level Profile 2H.1V
Upslope
35 50
Restrained Wall
Level Profile 2H:1V
Upslope
300
300
35 + 8H
250
50 + 8H
250
H is the height of the retaining portion of the wall in feet
*The upper 2 foot should be ignored for passive resistance.
The effects of live loads on the lateral pressures have not been included.
A drain should be placed behind the base of all walls, and retaining wall backfill that will
support walkways, slabs, or other structures should be compacted to the same
specifications as structural fill. The above fluid pressures assume that no traffic loads,
hydrostatic pressures, or other surcharges exist behind the wall. The allowable bearing
capacity ofthe wall may be taken as 2,000 psf. The coefficient offriction between soil and
concrete poured neat against undisturbed native soil is 0.30.
GENERAL SPECIFICATIONS
· Excavate building pad at least 18-inches below existing grade in soil areas. Subgrade
is to be observed by the geotechnical engineer prior to placement of aggregate cover.
· Remove all existing fill from beneath building foundations area.
· Assume that excavations will encounter subsurface seepage during winter and spring.
. Tem~orar:y~exc~iVations may-be slqped _at 1..'..1 -and permanent slopes are not to exceed
2: 'C(horizontal : vertical). ' "
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Freeman Property
Project No. 05-203
Page 7
· Excavations shall bear on competent subgrade and be free of roots and loose soil
Bencl1ed-excavations shall be cut neat and level with a ,minimum'j:iench\fI.fidtll of 5 feet.
o The -12::-tnches of building p~d)~ggregaje,cover material shall consist of 1.5"-0 or 3/4"-0
crushed, well-graded rock with less than 10% of the material passing the No. 200 sieve.
The aggregate shall be compacted to at least ~5% relative compaction)as determined
byi,A.STM'Method D-698. . - -
· Wet weather construction J1lay ~E?_quir~ 'aqqition91 4- to 6-inches oUoJ~k_ thJg1<n~s~ ~md
placement of a geotextlle faoric beneath ,the rock.
· The native on-site soils are susceptible to erosion and should be protected from
concentrated surface water runoff.
LIMITATIONS OF THIS REPORT
The conclusions and recommendations described in this report are for the exclusive use
of the addressee and their representatives for use in design and construction of the
development described herein. The analysIs and recommendations may not be suitable
for other structures or purposes. Services performed by the geotechnical engineer for this
project have been conducted with the level of care and skill exercised by other current
geotechnical professionals in this area under similar budget and time constraints. No
warranty is herein expressed or implied. The conclusions in this report are b~sed on the
site conditions as they currently exist and it is assumed that the limited site locations that
were physically investigated generally represent the subsurface conditions at the site.
Should site development or site conditions change, or if a substantial amount of time goes
by between our site investigation and site development, we reserve the right to review this
report for ItS applicability.
If you have any questions, please contact the underSigned.
Sincerely,
Ronald J. Derrick, P. E.
.'
SHASTA BOUL L1 /AR
"G" C VrI D
,
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c') ~9.54'30'" .
I J"" N 9,,.'30' W /0/.65'
/' / '. E 101.65'(2)
/ ~ --
Vicinity Map
3)'
LOT 1
B.LOCK ,/8
LOT 2
%
~
~
~
o
~
~
~
a
/
.
N 89''''4'' . ~o '" /~
N 89'5403# W /000" ' ,\;!'
W /0.00"(2' <t.f /
1\ ,"H" ~ /
~ ,/ /
-- ~": .~/
~ ~/
-t. - ~! I ~6
-t. '" ~ II / ~t; ~
" 0" c_ ~ / <f ~
<;'..."'<6 ~ '---- ) rO-'jr
~ . \ v~
~ ' ~ '---- "\
.~.'% ~ A ~;, ~
X 8. 2' TP:2"\ \
LOT 9 ~~ ~ "-
\ "-..__ ~ ~ ~ LOT ~ TP-3oI
_ "-.. TP-1 ~ '" ~ "' '\
. "" '\........ - - 1n \---..... "
~ ~\! .)1/ 933.90'- C~..~~NK
I I: ' ."
I r ~ ~
~ ~\ \"c"~'TP-4 ~ 27 "'8"
. J.5.3"..!T\ · 8ENCHMARK
37.; ~';<.. ____~ ----:' ' ELEV- /00,00 !
N 89'54"3 ::. - o,(J(J ~ /
N 89'5 ,OlE. 91 .....
: 430' E(2) v \ .J
LOT 11 IV
~d"
----
P1
5 ).
~
....
o
o
~
<of
~
/"
oo'l'].) ,/'
\<....;.... /"
,/',/'/\/ -----
/ -----
,/' ----
./ --- --
SOUTH STREET
LOT 1
B.LOC'K 29
Site Map
FIGURE 1
FREEMAN PROPERTY
I
'1
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~:
SCALE: :
. ~
~
110 ~
Cross Section A - A'
Ground Surface based on Field Observation
~
-Gl /: c./-~/;r / /_/
_-r/ /" ./"
.f Ground Surface based on Contour~k______________~~________----- /" >B' It R k
.5 ---------- ... asa oc
S 90 - -----------:-:-::-.-:: Claystone/Siltstone _ .,:.,<.... .- :"::~"//'>// "/ / '/
:e ~ .' ':. -' _ .' '. ' .." ". / _ -' /._
'v -..... ~, /'
~
W
~
ca
'ii
0::
100 -
80 -
70
I
10
I
20
I
30
I
40
I
50
I
60
I
70
I
80
I
90
I
100
I
110
o
Distance in Feet (1"=20')
A
110 ~
Cross Section B - B'
100 -
Ground Surface Based on Contours
"S
~
.5
c::
C)
'=
g!
m
J;
-IS!
<b
0::
----'l-// / /-/j/----____ //---;---- '.
---- / I Basalt Roct( . - > / ./ // '" -- -- - - - ~ t . .' .::, .- ~ Claystone/Siitst~rie.. ~
' /. .' / ,/)', f ,~ """'" t. ". _ .... .'
90 -',' .. / "1 ~
I ,
.. .. ....
....._..... _ .. t
80-
I
120
A'
...-.
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APPENDIX A
TEST PIT LOGS
&
, DEPT. OF WATER RESOURCES WELL LOGS
TEST PIT LOG
By:RJD
TEST PIT No.
Freeman Property
1
PrOject #05-203
DATE OF LOG:
08f12f05
r Depth - Sample - Moisture 'In-situ Dry - USCS 5011 Description by ASTM Method 02488
In Feet Type Content (%) Jensitv (pcfJ
o Clav (CLl
Dark brown, hard, fnab/e, dry to slightly mOIst
CLAY with small roots
1
Pocket Penetrometer 4 5+
2
Light brown, mottled, weathered Siltstone/claystone
3
Blocky Siltstone with trace fine sand, very hard
4
5
Bottom of Test Pit = 4 5'
No seepage No groundwater
6
7
8
9
10
11
12
13
14
15
16
17
TEST PIT LOG
By:RJD
TEST PIT No.
Freeman Property
2
PrOject #05-203
DATE OF LOG:
08/12/05
Depth . Sample . Moisture . In-situ Dry I USCS Soil Description by ASTM Method D2488
In Feet Tvpe Content (%) Jensitv (pcr.
o Clav (CU
Dark brown, hard, friable, dry to slightly mOist
CLAY with small roots
2
Brown, dry, hard weathered Claystone
3
Blocky Siltstone/Claystone very hard
4
Pocket Penetrometer 4 5+tsf
5
Bottom of Test Pit = 5'
No seepage No groundwater
6
7
8
9
10
11
12
13
14
15
16
17
TEST PIT LOG
By:RJD
TEST PIT No.
Freeman Property
3
PrOject #05-203
DATE OF LOG:
08/12/05
Depth 'Sample' Moisture - In-Situ Dry , USCS Soil Description by ASTM Method 02488
In Feet Type ~ontent (%l Jensity (per:
o Clav (Cl)
Dark brown, hard, slightly mOist to mOist
CLA Y In potential spring area
2
Olive 8rltv Clav. mOist
3
Bottom of Test Pit = 25'
No seepage No groundwater
4
5
6
7
8
9
10
11
12
13
14
15
16
17
TEST PIT LOG
By:RJD
TEST PIT No.
Freeman Property
4
PrOject #05-203
DATE OF LOG:
08f12/05
Depth - Sample - Moisture 'In-situ Dry . USCS Soil Description by ASTM Method 02488
In Feet Type ~ontent (%l Jensity (pcf;
o Fill
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
2"-0 quarry rock fill overlYing hard slightly weathered
Basalt at 2 feet
Bottom of Test Pit = 2'
No seepage No groundwater
, -
- - ---' - -n-E-Cr: lye IJ
,/CAN~~_
- MAY 2 6 199~ :f> -tn )
v"/ATER KESuUtfuf:.S [JE.P r. ,...
SAlE.M, UHtl:iUN.-
Wen Number
/ 87!~N/2d
-(START CARl?) # w5l642 I
~
STATE OF OREGON
WATER WELL REPORT
(as required by ORS 537.765)
(1) OWNER:
Name COzy Homes
Address 6895 No. C
City Springfield
(2) TYPE OF WORK:
~ New Well 0 Deepen
(3) DRILL METHOD:
1!9 Rotary Air 0 Rotary Mud 0 Cable
o Other
(4) PROPOSED USE:
~ Domestic 0 Comniu;Uty 0 Industria! 0 Imgatlon
o Thermal 0 InJectio~ '0 Other
(5) BORE HOLE CONSTRUCTION:
Special CODslnIction approval 0 Yes K] No Depth of Completed weldOO ft,
./ ExplosIVes used 0 y~ ~ No Typ<" Amp\llll .
HOLE SEAL Amount
Diameter Fr(lID, To Material From To sacks or pounds
10" 0 29 I Cement 0 29' 9 sacks
......... 6" 29' 100'
State OR
Zip. 97478
o Recondlfion--
o Abandon
How was seal placed Method 0 A - 0 B
o Other
Backfill placed frol" ft. tn
Gravel placed frOIn-- ft, J(\ <
(6) CASINGILINER:
K1c
OD
DE
Cap)n'!
Diameter
611
From
H
-'lb
29'
ft. Materi~l
ft. Size of~ravel
Gauge Steel Plastic Weldecf Threaded
.250 @: 0 0 D
D D -0 D_
O 0 0 0
D 0 0 D
PVC 0, ~ 0 0
10 0 0 0
Liner:
4%"
o
1001
Fmallocation of shoe(s)
~ (7) PERFORATIONS/SCREENS:
~ Perforations Method SAW
D Screens Type
Material
PVC
Slot 'hIe/pipe
I From 'Ib size Number DIameter size Casing Liner
40' 100' 1/8x 2 600 4~" 0 11!1
0 0
0 0
0 ' ~ 0
__0 0
(8) WELL TESTS: Minimum testing time is 1 hour
Flowing
o Pump 0 Bailer -Q9 Air 0 Artesian
Yield gallmin
40
Drawdown
Drill stem at
~
6)
47'
Could flucuatl ~
I
I
100'
Tempemture of Water 58" ,Depth Artesian Flow Pound _
Was a water analysis done? 0 Yes By whow not tested
DId any strata contam water not suitable for intended use? 0 Too little
o Salty 0 Muddy 0 Odor 0 Colored 0 Other
Depth of strata:
O'RIGINAL & FIRST COpy - WATER RESOURCES DEPARTMBlfI'
(9) LOCATION OF WELL by legal description:
County Lane T ,~titudf" T ongltudf"
Townshi~ 188 N or S. Ra"l'P ,.3W
Section 2 SE ',4
Tax Lot 700 tot Bloc!.-
Street Address of Well (or nearest address)
SO. 2nd, Sprinqfield, OR
(10) STATIC WAl'EK LEVEL:. .
53
NW
it. below land,surface
ArtesIan pressure lb. per square inch.
(il) WATER BEARING ZONES:
Depth at which wate, was first (o\!J1d
85'
Date started 4-26-93 Completed
(unbanded) Water Well Constructor Certification:
I certify that the work I performed oallie construction, a1te13uon, or abandon-
ment of this well is in c6mpliancnvlth Oregon well construction standards. Materials
used ~\o~ati~n re~~bove are true'to my best::l:::: bi~~4
Signed /. \ \ l}.e" ~ ~ ~ - Date 4-27-93
. -
(bonded) Witer Well Constructor Certification:
I accept responsibilIty for the construction; alteration, or abandonment work per-
fonned on this well during the construction dates reported above. All work performed
during this time is In compliance with Oregon well construction standards. This report
IS true to the best of my knowle e and behef'l 1541
f\ WWC Nnmber
Signed -h'lt_ t' _ ,/) _ · Date 4-27-93
SECOND COpy - CONSTRU lRD copt - CUS'1'OMBR - '9a09C \\l19\
From
85'
To
90'
1
(12) WELL LOG:
Ground elevation
Matena!
Clav
I Brown sandstone
I Blue clavstone
,Grav .sandstone
Grav clavstone
Grav sandstone
Grav, areen conalomerate
1
I
1
1
4-26-93..
Datp
Datp
Esl1mated Flow Rate
SWL
53..!-
409PITl
From
o
3'
23'
133'
14(),
142'
75'
SWL
To'
3'
23'
33'
40'
42'
75'
LOO'
53'
I
I
I
I
I
I
L1-?h-q~
. "~TEOFOREGON
WATER SUPPLY WELL REPORT
(as requIred by ORS 537 765)
Instructions for completing this report are on the last page of this form.
(1) LAND OWNER Well Number.
Name 4L A~/'-AI
Address' / ?It:fS'S. ;J U
CIty S ()rtl7 f +1t?1-' _ State ~R. ZIP"'17y 7 7
" - -
(2) TYPE OF WORK
WNew Well 0 Deepemng 0 AlteratIOn (repatr/recondlllon) 0 Abandonment
(3) DRILL METHOD:
J1lr Rotary Air 0 Rotary Mud 0 Cable 0 Auger
o Other
(4) PROPOSED USE:
I:tl Domestic 0 Communtty 0 IndustrIal 0 Imgatlon
D Thennal D InJeClJOn D LIvestock 0 Other
(5) BORE HOLE CONSTRUCTION:
SpeCial ConstruclJon approval DYes D No Depth of Completed Well~
Explosives used D Yes CO No Type Amount
HOLE SEAL
Diameter From To Matenal From
-..lA-1 0 1;ZL11..r>iJlJ.'Jj)." uJ I (9
I I I ~~ .
hl~i
Method D A
How was seal placed
o Other
Backfill placed from
Gravel placed from
To G;;i) or pounds
IJ..., -;,;-
I I -
I I
I I
DB gc oD DE
ft to
ft to
ft
ft
Matenal
Size of gravel
(6) CASINGILINER:
Di~meter From
Casmg,_t /1 1,:i:.I
I
I
I
I
I
To Gauge Stee'
.J o-'~ ~
o
o
o
o
o
Dnve Shoe used 0 InSIde D Outside D None
Fma/locatlOn of shoe(s)
P'asllc Welded Threaded
0 [J./' 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
LlDer:
(7) PElU'ORATIONS/SCREENS:
D PerforalJons Method
o Screens Type .; Matenal
Slot "T"~ TeleJpJpe
From To size ~er Diameter size Casing
~I I g
/ I I I 0
~ I I j 0
Liner
(8) WELL TESTS: Minimum testin,gJime is 1 hou!:..r-.
vJ e.1I 0 lA't P ~ W\ --F\ 'J F I >.(. c-t U- cf..4ltowmg
trPump D Ballef I ~'l flAJr 0 ArteSian
Yield gal/mID
Drawdown
Dnll stem at
Time
I
I x.f, 7l'J
, . ,
Ihr
l1,,{""
r"j C
Temperalure of waler ,::) Depth ArteSIan Flow Found
Was a water analysIS done? 0 Yes By whom
DId any strala contalR water nOI SUitable for IRtended use? 0 Too little
D Salty 0 Muddy 0 Odor 0 Colored 0 Other
Depth of strata
LANE
62057
La.~
(P2-057
WELL I.D. # L $"\' ~'~ ., 47'iSCJ .
START CARD # ",...s- S ~ q:::f .
(9) LOCATION OF WELL by legal description:
County~ e. Latitude Longllude
Township '" )(' N o@ange.3 .. or?f!jWM
Sectlon/ .1/ E 1/4 S r: 1/4
Tax Lot ~I/.:> Lot Block SubdiVISIon
Street Address of Well (or nedrest dddress) ') -": '\' e..
(10) STATIC WATER LEVEL:
~?_ ~ ft below land surface
ArteSian pressure Ib per square IRch
(11) WATER BEARING ZONES:
Date i2-9.tJ Z.
Date
Depth at wluch water was first found
I From To Estimated Flow Rate SWL
~J /1./ 17# J rr1.-~
I I
I
I I
(12) WELL LOG:
Ground Elevauon
I To
I J
I
1-"
I '
I Si
( .vO
Matenal
From
1.1 ~ S Il; \
/1
I
tf
3/
o
o
o
o
ORIGINAL - WATER RESOURCES DEPARTMENT FIRST COPY - CONSTRUCTOR SECOND COpy - CUSTOMER
.' ~
, ~
LA N~
SOG3S
STATE OF OREGON
GEOTECHNICAL HOLE REPORT
(as requIred by OAR 690.240-035)
Hole Number
P-4
(1) OWNERlPROJECT:
Name Barry & Nancy Hull
Address 656 "0" Street
ow Springfield
(2) TYPE OF WORK
~ New 0 Deepenmg 0 Alteration (repaIr/recondition) ~ Abandonment
(3) CONSTRUCTION:
o Rotary Air 0 Hand Auger 0 Hollow Stem Auger
DRotary Mud 0 Cable Tool ~ Push Probe
(4) TYPE OF HOLE:
IX] Uncased Temporary
o Uncased Penn anent
(5) USE OF HOLE:
Test Hole/Soil Sampling
State
OR
ZIP 97477
DOther
o Cased Pennanent
o Slope Stability
o Other
I'
(6) BORE HOLE CONSTRUCTION:
SpeCial ConstruCtIOn approval 0 Yes 129 No Depth of Completed Hole 12 ft.
HOLE
SEAL
Diameter
211
From To
01 )12'
Material
Bentoni te
I
I
I
From 1b Sacks or pounds
0' 112' 112 lbs.
I I
I
I
Backfill placed from - - - ft. to - - - ft
FIlter Pack placed from - - - ft to - - - ft
Matena] ------
SIze of pack- - - ---
(7) CA lNG/SCREEN:
Di From
Threaded
r-
i
I
I
I /'
1...........-
Screen' ./1"
./ I
SI~ze
Casmg
.
(
(8) WELL TEST.
o Pump 0 Baller 0 Air 0 F10wmg Artesian
Penneablllly -------- YI'eld -------- GPM
ConductIVIty - - ----- - PH -- --- ---
Temperature of water - - - - - eF/C Depth artesian flow found - - - ft
Was water analysIs done? 0 Yes IX] No
By whom? ---------------
Depth of strata analyzed From 0 ft to 12 ft.
Remarks
.....-
BHOlISC.960
(9) LOCATION OF HOLE by legal description:
County I ;:r [IF> Latitude Longitude - - - - --
Township T17 S N or €).ange R3W E or(jj) WM
SectiOn 35 S E 1/4 NW 1/4
Tax Lot - - - Lot - - - Block SubdiVISIon
Street Address of Well (or nearest address) 656 "0" Street
SprinQfield. OR 97477
Map with location Identlfleli must be attached
(10) STATIC WATER LEVEL:
8 ft below land surface
Arle~18n pre%ure - - - - - - - Ib per ~quare Inch
(11) SUBSURFACE LOG:
Date
Dale 3-12-96
Ground Elevatton
450'
SWL
I
I
I
I
I I
3-12-96
Matena] DescriDtlOn
From
To Sacks or Pounds
Bentonite 3/8" medium 0 I 121 I 12 1 bs.
~
!\P~t 1 5 US6 I
3-12-96 'NA~=~~~li2-96
Professional Certification
(to be Signed by a hcensed waler supply or momtonng well constructor, or regMered
geologist or CIvIl engIneer)
I accept responslbthty for the construcuon, alteration, or abandonment work
performed on dunng the conslructlOn date~ reported above All work performed
dunng thiS tIme IS In comphance With Oregon geotechmcal hole constructIon
standards. ThIS report IS true to the best of my knowledge and behef
"'# /Z::'"" ~m:" 4~::::6
AffihatlOn _Pa ctfi.c.jJortffiales tOri 11 i no
THIS REPORT MUST BE SUBMITTED TO THE WATER RESOURCES DEPARTMENT WITHIN 30 DAYS OF COMPLETION OF WORK
I Matena] DescnptlOn
lPre-Probe to 4 I
IL t. Brown/Brown Si ltv C1 ay ,
I moist, grey staininq start~
I at 5.5 I -8 ' . I
I
gettinQ I
very moist!
I
I
From To
o 4'
4' 8'
I
I
I
8' I 12'
I
I
I
Grey S 11 ty Cl ay,
I siltier w/depth,
j to wet.
I
DateStarted 3-12-96
Date Completed
ORIGINAL & FIRST COPY-WATER RESOURCES DEPARTMENT SECOND COPY-CONSTRUCTOR THIRD COPY-CUSTOMER
(12) ABANDONMENT LOG:
Date started
LANE
r~
STATE 01<' OREGON
GEOTECHNICAl, HOLE REPORT
<as rcqulled by OAR 690-240-035) .
...
OF WORK
~ew 0 Deepentng 0 Aherallon (repaJr/recomllllon~bandonmenl
(3) CONSTRUCTION:
o ROlary AIr 0 Hand Auger OOiollow Slem Auger
o Rotary Mud 0 Cable Tool tf Push Probe OOlher
(4) TYPE OF HOLE:
\XUnc~ed Temporary 0 C&ed Permanenl
O"Uncw.ed Permanenl 0 Slope Stability 0 Other
(5) USE OF HOLE:
~\ 6cJ...Y'n~
(6) BORE HOLE CONSTRUCTION:
Spe<.luJ Conslrut.l1on approval DYe~ ~o Depth of Completed Hole Wt
nOLE SEAL
Di~ler From To Malerlul From To ~u(.ks ur pound~
OW
\.
I -~
I r ,
, BddfiJl,pldCed lrom II 10 ft Malenal
l'llter Pa<.k placed lrom 11 10 fI Size of pd<.l
(7) CASING/SCREEN:
Ihumeln .'rom ,,, Guuge ~leeJ Pluslle Welded 'n"euded
Cd!.m~ 0 D 0 0
,,_ 0 [) 0 0
----- ,..f:j D 0 0
I ~JJ D 0 0
Screen I '__0 D 0 0
=~---~ '___ 0 D 0 0
SI"I ~I/C
(8) WELLTES1:
o Pump [J DdlJcr
I'crmcdhll'lY
('onduwvlIY
Tcmpcrdlurc uf wdlcr
Wll'> wdlcr .1l1a1YM' dUllc"
By whom'
Deplh 01 ~lrdld dlldlYled From
Rel1lllrl~
[] 1-1l1wmgArle'lom
GPM
o Air
Yield
I'll
~ l-,. :I-IC o.:plh arlc~I.J/1 now found
o Ye~AJ Nil
filII
62010
(9) [,OCrON OF HOLE by legal description:
Counly _ a.V\~ LaU/ude Longllude
Towll'h,p_l .., N u(S)dnge~ E oCi5NM,
Secllon a:s- -6~1/4 r~W- 1/4
TdX Lol 1()()l:J Lot Block Subdivl~tull
Slree'lfdress of Well (or neareSI address)
Jb So.1~ &~~ lil-
Map with location Identified must be attached
(10) STATIC WATER LEVEL:
'--1Lo ft below land surllll.e
AnesMn pres~ure Ib per ~quare Inch
(11) SUBSURFACE LOG:
Oate91 ~Y/Ol...
OdIC
Ground ElevdllOn
Malenal Oe~cnpl1ull
From I To
'i I~
I
I
I
I
I
I
I J I
1).I1c Completcd 'j 1.0 <.i I D "'2-
SWL
I
I .
Ddle Slarted ~l :;1b
ID~
(12) ABANDONMENT LOG:
MdlcrMI De~Lnplllm
Be.'4'\\O~l t.u
From
Sdcls or Poun<b
To
lU) L\ 1o~
I I
I Ir
t---
,-.-----.---l-}8-i---I--~?f;l; j I
L--~~l~~- - --~-==--t r -
IMe ,1.J/'ILd _1 -~l 02- n _ DdlC Compleled ~ l~lo:2--
o
,---
';_ ~
ft ' ~ ~
/I
l'rorc!l~iullul Certification
(In hL \Igncd hy d hLelhcd w,llel ,ul'Ply IIr 1Il11llllollng wcll Llln'IrULlul, or Oregon
reg',lered gClllugl\t or llVII cngllleLr)
I delcpl re~pon~lblllly lor the COIl~lr\ICllOIl. dllcrdllon. or db.lIldollmenl wurk
perlomlcd dunng Ihe llln~lrullJOIl ddlc~ rcponed dbove All work per/urmed
dunng 111I~ lime I> 111 wmphdnLe wllh Orcgon'~ geulcchlllcal hole conSlructum
~Idnd,u-d~ TllI~ rcporfl~ true 10 Ihe be~1 of my knuwledgc and bellcf
LI~~C or Regl>lrallo~ Number / @ ~
S'~~.~D'"~L-
II
Affihallon
THIS REPORT MUST BE SUBMITTED TO THE WATER RESOURCES DEPARTMENT WITHIN 30 DAYS OF COMPLETION OF WORK
ORI(iINAI WAII'I{ I{I~SOllR{,L~ DI.l'AIH MLN" I-IH~ I COPY - CONS J'RIWJOJ{ '>1 ('ON)) COPY - CUSTOMER
-
.
. ,
, ..
,,-
APPENDIX B
RECOMMENDED EARTHWORK
SPECIFICA liONS
\,
All earthwork shall conform to the excavation and grading practices presented in the
International Building Code Appendix J, those adopted by the City of Spnngfield, and the
following specifications.
Fill areas should be stripped, scarified and moisture conditroned pnor to placement of
fill. These areas shall be observed by the geotechnical engineer of record prior to the
placement of fill
· On-site soils are suitable for use as structural fill proVided the SOil does not contain
perishable, organic, construction debns or otherwise unsUitable material FIll materials
should contain less than 10% of matenals over 3 Inches in diameter
· All Imported materials to be used as structural fill shall be approved by the geotechnical
engineer of record and should have a low shnnk/swell potential and be free of
deletenous material
· Cut/Fill slope shall not exceed 2'1 (honzontal'vertical) unless deSigned by a
geotechnical engineer. The face of slopes shall either be compacted or the sloped
overbuilt and cut back to grade.
Structural fills shall be compacted to at least 90% of the matenals maximum dry density
as determined by ASTM Method 01557. Base aggregates beneath pavements shall be
compacted to 95% relative compaction Fine grain soils shall be compacted Within the
range of 1 % below to 2% over the optimum mOIsture content
Structural fills that exceed 1 foot In thickness shall be field tested for compaction In
accordance with ASTM Methods 02922 and 03017 or 01556. CompactIon testing shall
be performed for every 2 feet of rise in fill or every 500 cubiC yards whichever IS less.
Documentation of compaction tests shall be provided to the City of Spnngfleld upon
request
· Fill shall be placed in layers not exceeding 8-inches in uncompacted thickness, mixed,
spread and compacted uSing a sheepsfoot style compactor for fine grain soils or
Vibratory method on sands and gravels.
If fill IS placed on natural slopes steeper that 5:1 the natural slope shall be benched so
that a minimum 1 a-foot WIde level surface is provided below the area of fill compaction.
~ I _-;,.,
r I,
, -
· Fill on slopes that exceed 5:1 and are more than 8 feet in height, shall have a "keyway"
at the toe of the fill slope. The keyway shall be a minimum of 3-feet deep and 4-feet
wide A keyway drain may be requIred If natural seepage is possible.
Subsurface drains shall be designed to withstand the loads to be imposed on them, but
shall not consist of less than a 3-rnch diameter perforated pipe encase in 1 cubIC foot of
drain rock per linear foot and wrapped in filter fabric DraIns shall be sloped at a
minimum of 2% to an appropriate outlet and rnline clean outs shall be provided at least
every 100 feet In pipe length