HomeMy WebLinkAbout417 Toner Creek Rd - 246703401003INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH
P.O. Box 179 - 550 Broadway • Eagle, Colorado 81631
Telephone: 328-7311 or 949-5257 or 927-3823 Q
YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 9 S 6
Please call for final inspection before covering any portion of installed system.
OWNER: John Brennan I PHa�8-234-1420
MAILING ADDRESS: 290 Woodland Rd, Lake Forest, IL 60045
AGENT: PHONE:
SYSTEM LOCATION: 0442 Toner Creek, Basalt, Lot 13
LICENSED INSTALLER: Ed Draeger/D Plus FntPrn�ri ps LICENSE NO.
DESIGN ENGINEER OF SYSTEM,
INSTALLATION IS HEREBY GRANTED FOR THE FOLLOWING:
1250 GALLON SEPTIC TANK OR GALLON AERATED TREATMENT UNIT.
DISPERSAL AREA REQUIREMENTS:
SQUARE FEET OF SEEPAGE BED 600 SQUARE FEET OF TRENCH BOTTOM. or 200 lineal ft of 1011 SB2
SPECIAL REQUIREMENTS: Place inspection portals at end of each trench
ENVIRONMENTAL HEALTH OFFICER: DATE: L
CONDITIONS: lo
1. ALL INSTALLATI S MUST COMPLY WITH ALL REQUIRKENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM
REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, C.R.S. 1973, AS AMENDED.
2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND
BUILDING REQUIREMENTS. CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND
BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT AND CAUSE FOR BOTH
LEGAL ACTION AND REVOCATION OF THE PERMIT.
3. SECTION 111, 3.21 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM
TO BE LICENSED ACCORDING TO THE REGULATIONS.
FINAL APPROVAL OF SYSTEM: (TO BE COMPLETED BY INSPECTOR):
NO SYSTEM SHALL BE DEEMED TO BE IN COMLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED'
PRIOR TO COVERING ANY PORTION OF THE SYSTEM.
INSTALLED ABSORPTION OR DISPERSAL AREA: � 0 SQUARE FEET. ? �j>k
INSTALLED SEPTIC TANK: C" yQGALLONS DEGREES FEETV`
SEPTIC TANK CLEANOUT TO WITHIN 8" OF FINAL GRADE, OR: �(
PROPER MATERIALS AND ASSEMBLY YES NO
COMPLIANCE WITH COUNTY/STATE REGULATION REQUIREMENTS: YES NO
ANY ITEM CHECKED NO REQUIRES CORRECTION BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED.
COMMENTS:
ENVIRONMENTAL HEALTH OFFICER: DATE: /
ENVIRONMENTAL HEALTH OFFICER: DATE:
(RE -INSPECTION IF NECESSARY)
RETAIN WITH RECEIPT RECORDS PERMIT
APPLICANT/AGENT:
OWNER:
AMOUNT PAID: RECEIPT #: CHECK M CASHIER:
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE EAGLE COUNTY Number: 838
P. 0. BOX 179 P �l5 Zz
EAGLE, COLORADO 81631
949-5257 Vail 328-7311 Eagle 927-3823 Basalt
PERMIT APPLICATION FEE $150.00 I PERCOLATION_TEST FEE $125.00
NAME OF OWNER: �OHA) kbUN6J
MAILING ADDRESS: 2qo W Qofl PHONE: 709—ZA—(y?-V
NAME OF APPLICANT (If different from owner):
ADDRESS:
DESIGN ENGINEER OF SYSTEM (If applicable):
PHONE:
ADDRESS: PHONE:
PERSON RESPONSIBLE FOR INSTALLA ION OF SYSTEM:,E® PgAt- tp_ {S Q�EA_)c2 P is6s
LICENSED INSTALLER: ( V YES ( ) NO
ADDRESS: 00�(-f-D�rr_S LA ► 1+5da Cn PHONE: 72L39z(
PERMIT APPLICATION IS FOR: O NEW INSTALLATION ( ) ALTERATION ( ) REPAIR
LOCATION OF PROPOSED INDIVIDUAAt SEWAGE DISPOSAL SYSTEM:
Physical Address: 2-q—�A1�'72 Ci�C�u K V3 Ks�t— AST cof
Parcel Number: L� 13 Lot Size: 41.35 fe
Legal Description: J1% SE%q Q Cei 13 dT 5t6, 3 TNSItiP�S-
BUILDING OR SERVICE TYPE (Check applicable category):
Residential - Single Family ( )
Residential- Fourplex
( Residential - Duplex ( )
Commercial (Type)
( ) Residential - Triplex
NUMBER OF PERSONS: Ll NUMBER OF BEDROOMS: _r
WASTE TYPES Check applicable categories):
Commercial or Institutional
Dwelling
( ) Non -Domestic Wastes ( )
Transient Use
( ) Garbage Disposal ( )
Dishwasher
( ) Automatic Washer ( )
Spa Tub
( ) Other (Specify):
TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
Septic Tank Composting Toilet ( ) Incineration Toilet
( ) Vault Privy ( ) Greywater
( ) Chemical Toilet
( ) Pit Privy ( ) Aeration Plant
( ) Recycling, Portable
Use
( ) Other
( ) Recycling, Other Use
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF
THE STATE: ( ) YES (X)
NO
IS SYSTEM DESIGNED FOR LESS THAN 2,000 GALLONS PER
DAY: YES ( )
NO
WATER CONSERVATION PLAN:
( ) YES (X)
NO
NOTE: The Environmental Health Office may reduce
the required absorption area upon
approval of an adequate water conservation
plan.
SOURCE AND TYPE OF WATER SUPPLY: ( ) Well (�j Spring ( ) Creek/Stream
Give depth of all wells within ,200 feet of Jsy
tem: NDiUL
If supplied by community water, give name of
supplier:
SIGNATURE: 1�1 DATE:
INFORMATION BELOW TO BE FILLED OUT BY ENVIRONMENTAL HEALTH OFFICER:
GROUND CONDITIONS: Percent ground slope
Depth to Bedrock (Per 8' profile hole
Depth to Groundwater table
TEST RESULTS: Minutes per inch in Hole #1
Minutes per inch in Hole #2
Minutes per inch in Hole #3
FINAL DISPOSAL BY:
( Absorption Trench, Bed or
( ) Above Ground Dispersal
( ) Under Grou�gd Dispersal
Other . I-'
PAID:V RECEIPT
rurry
SOIL PERCOLATION
Pit ( ) Evapotranspiration
( ) Sand Filter
( ) Wastewater Pond
31
NOTE: SITE PLAN MUST BE ATTACHED TO APPLICATION.
MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER".
V
(Environmental Health Dept. - Rev. 4/88)
l
EAGLE COUNTY
551 Broadway
Eagle, Colorado 81631
(303) 328 7311
Date: June 25, 1990
John Brennan
290 Woodland Rd.
Lake Forest, IL 60045
Re: Issuance of Individual Sewage Disposal System Permit No.986
Enclosed is your ISDS Permit No. 986 This copy of the
permit must be posted on the installation site. You must
call our office for final inspection before covering any
portion of the installed system. If you have any questions,
please feel free to contact us at the following numbers for
your calling area: Vail/Avon 949-5257; Basalt/El Jebel
927-3823; Eagle area 328-8730.
Sincerely,
Ravm
Envi.
xc: ISDS file
cer
Board of County Commissioners Assessor Clerk and Recorder Sheriff Treasurer
P.O. Box 850 P.O. Box 449 P.O. Box 537 P.O. Box 359 P.O. Box 479
Eagle, Colorado 81631 Eagle, Colorado 81631 Eagle, Colorado 81631 Eagle, Colorado 81631 Eagle, Colorado 81631
COMMUNITY DEVELOPMENT
DEPARTMENT
(303) 328.8730
EAGLE COUNTY, COLORADO
July 19, 1991
Mr. John Brennan
290 Woodland Rd
Lake Forest, IL 60045
RE: Final of ISDS Permit No. 986
Dear Mr. Brennan:
725 CHAMBERS AVE.
P.O. BOX 179
EAGLE, COLORADO 81631
FAX (303) 328.7207
This letter is to inform you that the above referenced ISDS
Permit has been inspected and finalized. Enclosed is a copy to
retain for your records. Also enclosed are informational sheets
regarding the care of your septic system.
If you have any questions regarding this permit, please contact
the Eagle County Environmental Health Division, P.O. Box 179,
Eagle, Colorado 81631. We can also be reached, depending on your
calling area, at the following numbers: Eagle valley 328-8730;
Basalt/El Jebel 927-3823.
Sincerely,
RaymonMerry, %.E.H
Environmental Healficer
RPM:ckc
Encl: Informational Sheets
Final ISDS Permit
cc: Chrono File
T2S-'DS" FRiIF
Building Permit File
ROUTE FORM �
EAGLE COUNTY ENVIRONMENTAL HEALTH OFFICE
PiAAA
D Name "�dsgLL+ 3-I
Date Routed U Z P—r 0reek L)J - Application No.
Location
Please review the attached Individual Sewage Disposal System Permit Application and
return it with this completed form the the Environmental Health Office.
PLANNING: Complies with - YES NO REVIEWED BY DATE
Subdivision Regulations:
Zoning Regulations:
Recommend Approval:
COMMENTS:
BUILDING: Complies with -
Building Permit Applied For:
Building Permit Issued:
Recommend. Approval:
COMMENTS:
ENGINEER: Complies with -
Roads:
Grading:
Drainage:
Recommend Approval:
COMMENTS:
YES NO REVIEWED BY DATE
YES NO REVIEWED BY DATE
ENVIRONMENTAL HEALTH: Complies with - YES
Floodplain Permit Necessary:
I.S.D.S. Regs. Compliance:
Recommend Approval:
COMMENTS:
NO REVIEWED BY
TE
O
Chen NorthermInc.
Consulting Engineers and Scientists
- #
FOR FOUNDATION DESIGN
--•-•.E• RESIDENCE
TONER CREEK ROAD I
�• •• • .100 ••
5080 Road 154
Glenwood Springs, Colorado 81601
303 945-7458
303 945-2363 Facsimile
Prepared For:
John Brennan
290 Woodland Road
Lake Forest IL 60045
Job No. 4 271 90
April 27, 1990
A member of the IIIII group of companies
CONCLUSIONS
PURPOSE AND SCOPE OF STUDY
PROPOSED CONSTRUCTION
SITE CONDITIONS
FIELD EXPLORATION
SUBSOIL CONDITIONS
FOUNDATION RECOMMENDATIONS
FLOOR SLABS
UNDERDRAIN SYSTEM
SURFACE DRAINAGE
LTTATIONS
FIGURE 1 - LOCATION OF EXPLORATORY PITS AND PERCOLATION TEST HOLES
FIGURE 2 - LOGS OF EXPLORATORY PITS
FIGURE 3 - LEGEND AND NOTES
FIGURE 4 - GRADATION TEST RESULTS
TABLE I - PERCOLATION TEST RESULTS
1
1
2
2
3
4
4
5
6
7
7
'sue Il ;�C✓.. P _..- l ''L�i t?. _..�.i. :.1 :. .. ,
L_
F
L
CONCLUSIONS
The proposed residence should be founded with spread footings
bearing on the natural granular soils below all topsoil and designed
for an allowable soil bearing pressure of 1500 psf. Other design
and construction criteria relating to geotechnical aspects of the
proposed residence are presented in the body of the report.
PURPOSE AND SCOPE OF STUDY
This report presents the results of a subsoil study for a proposed
residence located on Toner creek Road, about one mile north of the Frying Pan
River, Eagle County, Colorado. The project site is shown on Fig. 1. The study
was conducted in accordance with our agreement for geotechnical engineering
services letter to John Brennan, dated March 7, 1990.
A field exploration program consisting of exploratory pits was conducted
to obtain information on subsurface conditions. Samples obtained during the
field exploration were tested in the laboratory to determine their engineering
characteristics. The results of the field exploration and laboratory testing
were analyzed to develop recommendations for foundation types, depths and
allowable pressures for the proposed building foundation. The results of the
field exploration and laboratory testing are presented in the report.
This report has been prepared to summarize the data obtained during this
study and to present our conclusions and recommendations based on the proposed
construction and the subsoil conditions encountered. Design parameters and a
discussion of geotechnical engineering considerations related to construction
of the proposed residence are included in the report.
FChen"tNorthern, Inc.
�- ic: c - ...,:Isis
F
L
-2-
PROPOSED CONSTRUCTION
The proposed residence will be a one to two-story wood frame structure
attached to the existing structure. Ground floor will be either slab -on -grade
or structural aver crawl space. Grading for the structure is expected to be
L
relatively minor with cut depths between about 5 to 6 feet. We assume
relatively light foundation loadings, typical of the proposed type construction.
The proposed leach field area is located about 100 feet south of the proposed
L building area.
If building loadings, location or grading plans change significantly from
those described above, we should be notified to reevaluate the recommendations
Lcontained in this report.
FSITE CONDITIONS
The site is occupied by an existing single story, wood frame house founded
on six sonatube piers
. The house is new and appears to be still under con-
struction. The proposed
� p posed building area is located directly south of the existing
house. The grading of the site is natural with a recent 1 to 2-foot deep cut
L for a driveway to the west of the building area. A culvert and driveway fill
Chad recently been installed over Toner Creek to the west of the building area.
An existing irrigation ditch is located upslope and to the east of the proposed
f building area. The topography of the site slopes steeply down from the
L irrigation ditch to the building area at grades of about 50%. The site then
slopes more moderately at grades of about 15% down to the southwest towards
Toner Creek. There are steep cut banks located along Toner Creek on the west
side of the property. The proposed leachfield area located
P P�� to the south of the
building area, slopes down to the southwest with grades of about 12%.
Vegetation at the site consists of oak brush, aspen and fir trees with an
F -
Cher, Northern, ne.
F
-3-
understory of grass and weeds. The area of the proposed leach field has a heavy
cover of oak brush. Scattered basalt cobbles and boulders were observed on the
ground surface at the site.
A red sandstone outcrop of the Triassic Age State Bridge Formation was
observed to the west of, and several hundred feet higher, than the site. The
outcrop is on the opposite side of the creek and road from the house site. The
site could be impacted by rockfall from this source. The rockfall hazard was
not analyzed as part of this study. The property is marked as a rockfall area
on the Environmental and Geologic Constraints Map prepared for the Colorado
Geological Survey by F.M. Fox and Associates, Inc. in 1974. Due to the road and
creek located between the subject site and the rock outcrop, and the lack of red
sandstone boulders on the surface of the site, the rockfall hazard in the
proposed building area can be regarded as low.
The field exploration for the project was conducted on March 29, 1990.
Two exploratory pits were excavated at the locations shown on Fig. 1 to evaluate
the subsurface conditions. The pits were excavated with a rubber -tired backhoe.
The pits were logged by a representative of Chen Northern, Inc.
Due to the heavy cover of oak brush in the proposed leach field area,
access was not possible at the time of our initial site visit. An 8-foot deep
profile pit and three 3-foot deep percolation test pits were excavated on
April 5, 1990 by Ram Excavating. A 1-foot diameter by 1-foot deep hole was dug
at the bottom of each of the percolation pits and the holes were soaked on
April 5. The percolation tests were performed by Chen Northern on April 6,
1990. The percolation test results averaged about 10 minutes per inch. The
F
L
F111-- 1 .�" (w L�t'�
-4-
Fpercolation test results are shown on Table I. A graphic log of the subsoils
encountered in the leach field profile pit is shown on Fig. 2.
SUBSOIL CONDITIONS
The subsoil conditions encountered at the site are shown graphically on
Fig. 2. The subsoils consist of about 1 1/2 feet of topsoil overlying medium
dense, silty to clayey gravelly sands containing cobbles and boulders. The soil
appears to be a colluvial deposit resulting from erosion of the hillside above
the property. These type soils characteristically have tendencies to settle
when wetted under loading. Laboratory testing performed on samples obtained
from the exploratory pits consisted of natural moisture content, gradation
analyses and Atterberg limits. Results of a gradation analysis performed on a
sample of the coarse granular soils are shown on Fig. 4. Atterberg limits
testing indicates that the clay fraction of the subsoils is of low plasticity.
No free water was encountered in the pits at the time of excavation and
the subsoils were generally moist.
FFOUNDATION REOATIONS
CConsidering the subsoil conditions encountered in the exploratory pits and
the nature of the proposed construction, we recommend the building be founded
f with spread footings bearing on the natural soils.
The design and construction criteria presented below should be observed
for a spread footing foundation system. The construction criteria should be
Cconsidered when preparing project documents.
1) Footings placed on the undisturbed natural soils should be designed for
an allowable soil bearing pressure of 1500 psf. Based on experience, we
expect initial settlement of footings designed and constructed as
-5-
Ldiscussed in this section will be about 1 inch or less. There could be
additional settlement due to wetting of the foundation soils.
2) All existing fill, topsoil and any loose or disturbed soils should be
removed and the footing bearing level extended down to the natural
subsoils.
3) The footings should have a minimum width of 16 inches for continuous walls
and 2 feet for isolated pads.
4) Exterior footings and footings beneath unheated areas should be provided
with adequate soil cover above their
bearing
elevation for frost
protection. Placement of foundations at
least 42
inches below exterior
grade is typically used in this area.
5) Continuous foundation walls should be reinforced top and bottom to span
an unsupported length of at least 12 feet. Foundation walls acting as
retaining structures should also be designed to resist a lateral earth
pressure corre
sponding esponduzg to an equivalent fluid unit weight of 45 pcf.
6) A representative of the soil engineer should observe all footing
excavations prior to concrete placement to evaluate bearing conditions.
L
I7 FfMR SLABS
L_ The natural on -site soils, exclusive of topsoil, are suitable to support
lightly to moderately loaded slab -On -grade construction. To reduce the effects
of some differential movement, floor slabs should be separated from all bearing
walls and columns with expansion joints which allow unrestrained vertical
movement. Floor slab control joints should be used to reduce damage due to
shrinkage cracking. The requirements for joint spacing and slab reinforcement
(� should be established by the designer based on experience and the intended slab
l use. A minimum 4-inch layer of free -draining gravel should be placed beneath
LJ
FC, lheni@- No i-Lhern, !,-Ic.
basement level slabs to facilitate drainage. This material should consist of
minus 2-inch aggregate with less than 50% passing the No. 4 sieve and less than
2% passing the No. 200 sieve.
All fill materials for support of floor slabs should be compacted to at
least 95% of maximum standard Proctor density at a moisture content near
optimum. Required fill can consist of the on -site gravels devoid of vegetation,
topsoil and oversized rock.
D21'0-
Although free water was not encountered during our exploration, it has
been our experience in mountainous areas that local perched groundwater may
develop during times of heavy precipitation or seasonal runoff. Frozen ground
during spring runoff can create a perched condition. We recommend below grade
construction, such as retaining walls, crawl space and basement areas be
protected from wetting and hydrostatic pressure buildup by an underdrain system.
The drains should consist of drain tile placed in the bottom of the wall
backfill surrounded above the invert level with free -draining granular material.
The drain should be placed at least 1 foot below lowest adjacent finish grade
and sloped at a minimum 1% to a suitable gravity outlet. Free -draining granular
material used in the underdrain system should contain less than 2% passing the
No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of
2 inches. The drain gravel backfill should be at least 2 feet deep. An
impervious liner such as 20 mil PVC should be provided beneath the drain gravel
in a trough shape and attached to the foundation wall with mastic to prevent
wetting of the foundation soils.
FCheAO'Northtern, Inc.
-7-
F
The following drainage precautions should be observed during construction
and maintained at all times after the residence has been completed:
1) Inundation of the foundation excavations and underslab areas should be
avoided during construction.
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95% of the maximum standard Proctor density in
pavement and slab areas and to at least 90% of the maximum standard
Proctor density in landscape areas.
3) The ground surface surrounding the exterior of the building should be
sloped to drain away from the foundation in all directions. We reccmme-nd
a minimum slope of 12 inches in the first 10 feet in unpaved areas and a
F 4,
F
L_
minimum slope of 3 inches in the first 10 feet in paved areas. Free --
draining wall backfill should be capped with about 2 feet of the on -site
soils to reduce surface water infiltration.
Roof downspouts and drains should discharge well beyond the limits of all
backfill.
5) Iandscaping which requires regular watering, such as sod, should not be
located within 10 feet of the building to help limit subsurface wetting.
I=ATIONS
This report has been prepared in accordance with generally accepted soil
and foundation engineering practices in this area for use by the client for
design purposes. The conclusions and recommendations submitted in this report
are based upon the data obtained from the exploratory pits excavated at the
locations indicated on Fig. 1 and the proposed type of construction. The nature
and extent of subsurface variations across the site may not become evident until
r
excavation is performed. If during construction, fill, soil, rock or water
conditions appear to be different from those described herein, this office
should be advised at once so reevaluation of the recommendations may be made.
We reconmend on -site observation of excavations and foundation bearing strata
and testing of structural fill by a representative of the soil engineer.
Sincerely,
CEiIN-NORIHEE2N, INC. OIREBy.C/�HHiH
�9 • •
Hardin
Daniel E. Hain P.E. = : oQ 2 •
' - 24443 s
S •
i •
Reviewed By
Steven L. Pawlak, P.E.
DEH/ec
�J
3/4 MILE
SOUTH TO
FRYING PAN
RIVER
Iro
iZ°
\
I
TONER \ G-)
CREEK
/ ✓ too
' 1 �
\ o
\ PIT I \0
\ \
I I � PROPOSEI
BUILDING
I I
f ■
I\PIT 2 \ (to
1 \
\` PROFILE PIT\ \ \
■
\\PI p\
\ P 2p\ \
p�
P3 \ �
duo OVERHEAD POWER LINE
PROPERTY
BOUNDARIES
APPROXIMATE SCALE
I If = 401
4 271 90 I ChenNorthern,Inc. I LOCATION OF EXPLORATORY PITS AND I Fig.
PERCOLATION TEST HOLES I
Pit 1 Pit 2 Profile -Pit
Elev. = 1121 Elev. = 10711 Elev. = 1041
115 115
110
.:
110
l.l.
�•
L.L
I
0
105
:Qo
105
I
0
�
_p•
b
Combined Sample
d
w
Lab Testing:
n �-
0:
LLI
WC = 10
100
+4=25
100
-200=29
LL = 25
PI = g
.a:
95
95
Note: Explanation of symbols presented on Fig. 3
4 271 90 ChenONorthernjI -C- Logs of Exploratory Pitts Fig. 2
FLEGEND-
r
F
F
F
f
F
F
F
F
F
f
E
F
F
MTopsoil, organic silt, clayey, with roots, soft, moist, black.
Gravel (GC); very sandy, clayey, with cobbles and boulders, medium dense, moist,
b red, colluvium.
Small disturbed bulk sample.
NOTES:
1. Exploratory pits 1 and 2 were excavated on March,29, 1990. .Percolation and..
profile pits were excavated on April: 5, 1990. Percolation tests were performed
on April 6, 1990.
2. Locations of exploratory pits were measured approximately by pacing from
features shown on the site plan provided.
3. Elevations of exploratory pits were obtained by interpolation between contours
on the site plan provided.
4. The exploratory pit locations and elevations should be considered accurate
only to the degree implied by.the method used.
5. The lines between materials shown on the explroatory pit logs represent the
approximate boundaries between material types and tansitions may be gradual.
6. No free water was encountered in the pits at the time of excavation.
Fluctuation in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content (%)
+4 = Percent retained on No. 4 sieve
-200 = Percent passing No. 200 sieve
LL = Liquid Limit (%)
PI = Plasticity Index (%)
1 4 271 90 1 Chen@Northern,InC. I . Legend and Notes I Fig. 3 1
HYDROMETER ANALYSIS SIEVE ANALYSIS
am
1
11 1 11 1 1 .
1
/ .
•
1 SIEVE ANALYSIS
1
1
MBE
1
1•
0
MEMO
1
1
•1
1
QCC�
C�
/�r>_rrrrlrr>•�rr�a_
TABLE I 4 271 90
PERCOLATION TEST RESULTS
April 6, 1990
DEPTH TO
DEPTH TO
LENGTH
WATER
WATER
AVERAGE
HOLE OF
AT START
AT END
DROP IN PERCOLATION
HOLE DEPTH INTERVAL
OF INTERVAL
OF INTERVAL
WATER LEVEL RATE
NO. (In.) (Min.)
(Inches)
(Inches)
(Inches) (Min./Inch)
P-1 12 5 2
3/4
4
1 1/4
4
4
/12
1/2
4
1/2
5
1/2
5
5
3/4
3/4
5
3/4
6
/14
1/2
Water added 3
3
3/4
3/4
3
3/4
4
1/4
1/2
4
1/4
4
3/4
1/2
4
3/4
5
1/4
5
5
1/2
1/2
5
1/2
6
1/2 10
P-2 14 5 4
5
1/4
1 1/4
5
1/4
5
3/4
1/2
5
3/4
6
1/2
3/4
6
1/2
7
1/2
7
7
1/2
1/2
Water added 4
4
3/4
3/4
4
3/4
5
1/2
3/4
5
1/2
6
1/2
6
6
1/2
1/2
6
1/2
7
1/2
7
7
1/2
1/2 10
P-3 15 5 4
5
1/4
1 1/4
5
1/4
6
3/4
6
6
1/2
1/2
6
1/2
7
1/2
7
7
3/4
3/4
Water added 5
5
3/4
3/4
5
3/4
6
1/4
1/2
6
1/4
6
3/4
1/2
6
3/4
7
1/4
1/2
7
1/4
7
3/4
1/2
7
3/4
8
1/4
1/2 10
986 Brennan Lot 13 0442 Toner
JOB NAME Creek Basalt JOB NO.
JOB LOCATION
BILL TO
DATE STARTED
DATE COMPLETED
DATE BILLED
JOB COST SUMMARY
TOTAL SELLING PRICE
TOTAL MATERIAL
TOTAL LABOR
INSURANCE
SALES TAX
MISC. COSTS
TOTAL JOB COST
GROSS PROFIT
LESS OVERHEAD COSTS
% OF SELLING PRICE
NET PROFIT
JOB FOLDER PrOdUCt 278 jg�g?® NEW ENGLAND BUSINESS SERVICE, INC., GROTON, MA 01471 JOB.FOLDER Printed in,U.S.A.
2
_-..r ��
' i
711f1 -/r��
711
Af
AiN
4low
;, IUi HRttOino�
Zy 71�g/�/