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GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit N° 2 4 0 9
109 8th Street Suite 903 Assessor's Parcel No.
Glenwood Springs, Colorado 81801
Phone (303) 945 -8212
This does not constitute
INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit.
PROPERTY
Owner's Name Kavasch & Susan Laupresent P .O. Box 815, Basalt Phone 925 -3771
System Location . 0152 Wooden Deer Road, Wooden Deer, Lot 21, Carbondale
Legal Description of Assessor's Parcel No.
E Q -/PC' tf ?l1 'a y J /�rl °nom G Tf 9SS / oc
SYSTEM DESIGN .
L Cs mr7/i co Ro)
Ica O Septic Tank Capacity (gallon) Other
30 Percolation Rate (minutes/inch) Number of Bedrooms (or other) 5
r ' b r
Required Absorption Area • See Attached 3l� / X, ! _ 2, 0 i 6
Special Setback Requirements:
Date Inspector
FINAL SYSTEM INSPECTION AND APPROVAL (as Installed)
Call for Inspection (24 hours notice) Before Covering Installation
System Installer n 0 R fa(6 15/ 4 _,
Septic Tank Capacity / CeY
Septic Tank Manufacturer or Trade Name e
Septic Tank Tank Access within 8" of s urface WS
Absorption Area 36e. Y. s– I n /G'
Absorption Area Type and /or Manufacturer or Trade Name IC 1 / 1 6
Adequate compliance with County and State regulations/requirements ?GS
Other
Date 4 '7- qT Inspector O,..o /mil 'I
I RETAIN WITH RECEIPT RECORDS AT CONS1AUCTION SITE
•CONDITIONS:
1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter
25, Article 10 C.R.S. 1973, Revised 1984.
2. This permit Is valid only for connection to structures which have fully complied with County zoning and building requirements. Con-
nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a
requirement of the permit and cause for both legal action and revocation of the permit.
3. Any person who constructs, alters, or Installs an individual sewage disposal system in a manner which Involves a knowing and material
variation from the terms or specifications contained In the application of permit commits a Class I, Petty Offense (5500.00 fine — 8
months In jail or both).
Applicant: Green Copy Department: Pink Copy
1 t3 $i ` I
GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit _ 2 4 0 9
• 109 8th Street Suite 303 Assessor's Parcel No. t
Glenwood Springs, Colorado 81601 •
Phone (303) 94548212 e
This does not constitute
INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. F
PROPERTY ,
4 6!
1
Owner's Name Nark ReVasCh 6 Susan T' M' resent Address P•0. fax 815, Basalt Phone_ 925• -3771
System Location 0152 Wooden Deer Road, Wooden Deer, Lot 21 Carbondale j
Legal Description of Assessor's Parcel No.
/' NG / /mil //!/ le y j 4 7 /0 1 , /: C'J''C4 1 i� >scx: •
SYSTEM DESIGN (C /7"% /,/ J /,/ /// 0) $
yy
/ r '
'0' Septic Tank Capacity (gallon) Other #f,
( ' 5
Percolation Rate (minutes /inch) Number of Bedrooms (or other)
Required Absorption Area - See Attached _! t: X J 7 : (1) / ( g
Special Setback Requirements:
Date Inspector
FINAL SYSTEM INSPECTION AND APPROVAL (as installed) b
Call for Inspection (24 hours notice) Before Covering Installation r
System Installer ilo H. ft/ S t ' -
Septic Tank Capacity / cc, i ,
Septic Tank Manufacturer or Trade Name ` (' f ' 7 ' • `
Septic Tank Access within 8" of surface -' k'
lF 4.
Absorption Area ' ^:ff (I> 1 , i / r.' 4
i
Absorption Area Type and /or Manufacturer or Trade Name - r / / 4- t 1
Adequate compliance with County and State regulations /requirements 't ' / ' +�
9
Other 1
k
Date /I' ' [" 'IS Inspector
ft/ . ; ;rKc yt- 1.4,-. Lam,.- 1 i
RETAIN WITH RECEIPT RECORDS AT CONST UCTION SITE
•CONDITIONS: ,
1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter I
25, Article 10 C.R.S. 1973, Revised 1984. �'
2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- f
nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a
requirement of the permit and cause for both legal action and revocation of the permit.
e
3. Any person who constructs, alters, or installs an Individual sewage disposal system in a manner which Involves a knowing and material M
variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine — 8 7+ S
months in jail or both).
Applicant: Green Copy Department: Pink Copy II
Application
.. INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION Approval by
- County Official:
OWNER MARK IGAVASC A4 4- S us An/ L U
ADDRESS P•O. 80X 8') S K3 AS A I--"F c 0 PHONE 725,3 771 V
U o .
CONTRACTOR PAUL_ - o- p.isON ,S�
ADDRESS ., Sc_. PRRK A.i C`c S /hJ/ PHONE 92 2-39m
PERMIT REQUEST FOR:. (X) New Installation ( ) Alteration ( ) Repair
Attach separate sheets or report showing entire area with respect to surrounding areas,
topography of area, habitable building, location of potable water wells, soil percolation
test holes, soil profiles in test holes. (See page 4.)
LOCATION OF PROPOSED FACILITY: County 6-ar4;eAck
Near what City of Town Co Lot Size 7 Ac re.
Legal Description S W p ly SW Yy otc SecA4-■3A 3 qt& )JW %y MA/ 1/4.1 o-P
Se4.'1, an 2r ' TowvS 1 .; P 7S Rant gtw O �
- e G+ 6. PM ( t4 e !ct
WASTES TYPE: (x ) Dwelling ( ) Transient Use
( ) Commercial or Institutional ( ) Non- domestic Wastes
( ) Other - Describe
BUILDING OR SERVICE TYPE: kes, Jevwe., S1A \_ Tp✓'n
Number of bedrooms Number of persons 4 4 �
(X) Garbage grinder (X) Automatic washer (X) Dishwasher
SOURCE AND TYPE OF WATER SUPPLY: ( X ) well ( ) spring ( ) stream or creek
Give depth of all wells within 180 feet of system: INS ,,S.e., hec✓ SA, vi ;.• We-1
If supplied by community water, give name or supplier: U'-n J-v, beer
GROUND CONDITIONS:
Depth to bedrock:- Sc 4 es } --
Depth to first Ground Water Table:
Percent ground slope:
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: Ir,c
Was an effort made to connect to community system? N1/4-
TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
) Septic Tank ( ) Aeration Plant ( ) Vault
( ) Vault Privy ( ) Composting Toilet ( ) Recycling, potable use
•
( ) Pit Privy ( ) Incineration Toilet ( ) Recycling, other use
( ) Chemical Toilet ( ) Other - Describe:
FINAL DISPOSAL BY:, Sec I evil- t' 7 GA r‘6 A—
( ) Absorption Trench, Bed or Pit ( ) Evapotranspiration
( ) Underground Dispersal ( ) Sand Filter
( ) Above Ground Dispersal ( ) Wastewater Pond
( ) Other - Describe:
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? N o
•
iSOIL PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer.)
Minutes per inch in hole No. 1 Minutes per inch in hole No. 3
Minutes per inch in hole No. 2 Minutes • per inch in hole No.
Name, address and telephone of RPE who made soil absorption tests: C2TL_
Name, address and telephone of RPE responsible for design of the system:
Applicant acknowledges that the completeness of the application is conditional upon such
further mandatory and additional tests and reports as may be required by the local health
department to be made and furnished by the applicant or by the local health department for
purposes of the evaluation of the application; and the issuance of the permit . is subject to
such terms and conditions as deemed necessary to insure compliance with rules and regulations
adopted under Article 10, Title 25, C.R.S. 1973, as amended. The undersigned hereby certifies
that all statements made, information and reports submitted herewith and required to be
submitted by the applicant are or will be represented to be true and correct to the best
of my knowledge and belief and are designed to be relied on by the local department of health
in evaluating the sane for purposes of issuing the permit applied for herein. I further under-
stand that any falsification or misrepresentation may result in the denial of the application
or revocation of any permit granted based upon said application and in legal action for per-
jury as provided by law.
2 -
Date 7-7
Signed v % !.
PLEASE DRAW AND ACCURATE MAP TO YOUR PROPERTY
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Page 3
JEROME GAMBA & ASSOCIATES, INC. �° 111k1 rTh4C
CONSULTING ENGINEERS & LAND SURVEYORS �1e-cob i J ,
4139TH STREET, SUITE 214
P.O. BOX 1458 �a0 C ll * `
GLENWOOD SPRINGS COLORADO 81602-1458 101'
PHONE: 1303) 945-2550 FAX :(303)945 -1410 JJ
March 5, 1995
Bill Owens
Garfield County Building & Sanitation Department
109 8th Street, Suite 303
Glenwood Springs, Colorado 81601
Re: Mark Kavasch - Lot 21 - Wooden Deer Subdivision - I.S.D.S. Re- design
Dear Bill:
In February of 1995, Jerome Gamba & Associates, Inc. prepared a complete ISDS (Individual
Sewage Disposal System) design for Mark Kavasch on Lot 21 of the Wooden Deer
Subdivision. Our ISDS design was based on the use of Infiltrator® (each field chambers. The
contractor for this septic system, Bill Dorais, has determined that the construction of a typical
• washed gravel type Ieachfield would be less expensive than an Infiltrator® system for this site.
This letter is in response to the request to re- design the ISDS with a Ieachfield based on a
washed gravel bed.
EXISTING CONDITIONS:
As previously stated, the proposed septic system is located on Lot 21 of the Wooden Deer
Subdivision. The area of the proposed leach field has a natural grade of approximately 12.5%.
The percolation tests were performed on the site by CTL/Thompson Inc. Attached is a copy
of the report prepared by CTL/Thompson dated January 3, 1995. As recommend by
CTL/Thompson, the leach field design will be based on a percolation rate of 30 minutes /inch.
DESIGN CALCULATIONS:
The following calculations are based on the Garfield County ISDS design guidelines.
Flow Calculations:
Daily Sewage Flow (Q) is equal to the number of proposed bedrooms multiplied by 2 people
per bedroom multiplied by 75 gallons per person per day multiplied by a factor of 1.5 (150 %)
Q = (# of Bedrooms) X (2 people /bedroom) X (75 Gal. /Person /Day) X (1.5)
(5 bedrooms) X (2 people /bedroom) = 10 people
(10 people) X (75 GPD /person) = 750 GPD
(750 GPD) X (1.5) = 1125 GPD
According to the State of Colorado and Garfield County Regulations, an increase in flow of
Page 1 of 4
60% must be applied if a garbage disposal and a laundry washing machine is to be installed
in the residence. Regardless of whether the current owners of the house intend to install
these devices or not, it is our recommendation that the 60% increase be applied anyway. The
reasoning for this is due to the fact that the septic system is designed to function for the life
of the structure not simply the current owners. In the event that the current owners sell the
house, the new owners may not be aware that the system was not designed to include these
appliances. If they were to install these appliances, then the septic system could be
overloaded and ultimately fail.
Therefore, the Maximum Daily Design Flow (Q )is 160% of the Daily Sewage Flow.
Q = Q X 1.6 = 1125 GPD X 1.6 = 1800 GPD
Absorotion Area Calculations:
The required absorption area (A) for a normal gravel -type (each field is calculated using the
following formula.
A = (C1_,) X (squareroot of t) + 5
Where: t = average percolation rate (minutes /inch)
A = (18001X ( squareroot of 30) + 5 = 1972 square feet
Conservatively, 2000 s.f. of bottom surface area should be used as the absorption area for
the a normal gravel -type leach field. The dimensions of this leachfield should be 40 feet wide
by 50 feet long.
Septic Tank Sizing:
According to Page 30 of the Colorado Department of Health Guidelines on Individual Sewage
Disposal Systems - Revised 1994 the minimum septic tank size for a five bedroom residence
is 1500 gallons.
DESIGN CRITERIA:
Absorotion.
A gravel type absorption bed (leachfield) consists of a bottom layer of washed gravel
containing an effluent distribution piping system then covered with a layer of hay or straw and
then backfilled with native soil to the original surface.
The bottom of the excavation must be a minimum of 3 -feet deep. The bottom surface of the
excavation must also be level to within 0.1 feet. There shall be no heavy equipment operated
on the excavated surface. The excavated surface shall be scarified prior to the placement of
the gravel.
The washed gravel shall be placed to a depth of 6- inches over the scarified excavation
surface. Then the effluent distribution system shall be installed over the 6 -inch depth of
gravel. The effluent distribution system shall consist of a series of 4 -inch perforated sewer
pipe extending the length of the leachfield and connected at both ends. The perimeter of the
Page 2 of 4
JEROME GAMBA & ASSOCIATES, INC.
CONSULTING ENGINEERS & LAND SURVEYORS
distribution network shall be placed 3 -feet from the exterior of the bed on all sides. The
longitudinal pipes shall be spaced a maximum of 6 -feet apart. See Figure 1, attached to this
report, for dimensions of this distribution system. At the inlet end of the system, a manifold
pipe shall be installed to more equally distribute effluent to all pipes. The entire distribution
system shall be level within 0.02 feet.
At least one observation or inspection tube shall be installed for every 1000 sq.ft. of
absorption bed. For this system, there shall be a minimum of two inspection tubes. An
inspection tube consists of a 4 to 6 -inch PVC pipe placed vertically with an open end of the
pipe placed on the bottom surface of the excavation. The length of pipe within the depth of
washed gravel (12- inches) shall be perforated with 1/4-inch holes. The pipe shall extend to
within 6- inches of the final graded surface. The top of the pipe shall be capped with a
removable plug and protected inside a valve box cover.
An addition& 6- inches of washed gravel shall be placed over the distribution system resulting
in a total depth of gravel of 12- inches. There shall be a minimum of 2- inches of gravel over
the crown of the distribution pipes. A filter fabric (geotextile fabric) shall be placed over the
top of the washed gravel to prevent the penetration of soil into the washed gravel bed. The
remainder of the excavation shall be backfilled with native soil to a minimum depth of 3 -feet
over the bottom of the excavation.
The final surface shall be graded to shed surface runoff water as much as possible. This is
necessary to prevent excess surface runoff from percolating into the leachfield thereby
reducing its percolation capacity. This can be performed by creating a crown across the
center of the field with a 2% minimum cross slope graded downward toward both ends.
Dosing Chamber:
Although the State of Colorado and Garfield County do not require the addition of a dosing
chamber for ISDS's, Jerome Gamba & Associates, Inc. continues to recommend them. A
gravity fed septic system without a Dosing Chamber, is somewhat more likely to fail due to
the concentration of effluent at the inlet end of the leach field. For example, if a single toilet
is flushed in the house, that single flush may consist of five gallons of effluent entering the
septic tank then another five gallons entering the leachfield. Five gallons of effluent is not
sufficient to fill the entire distribution network and is therefore distributed near the inlet end
of the system. A significant amount of water use in the house occurs in this manner,
consequently that portion of the daily effluent is always distributed at the inlet end of the
distribution system. This concentration of effluent at that point, overloads the soil in that area
resulting in the possible failure in the percolation of the soil. Following this failure, the effluent
would then be concentrated at the next available area repeating the cycle. Ultimately, this
could lead to complete failure of the absorption bed.
A Dosing Chamber is designed to distribute between one third and one fourth of the daily
effluent into the absorption bed at once. In this instance that would consist of between 450
to 600 gallons. This large flow into the bed would insure that every portion of the leachfield
is accessed and utilized. Since the Dosing Chamber would flush only 3 to 4 times per day,
the average time between flushes would be 6 to 8 hours. This would allow the absorption bed
time to rest between flushes and decrease the likelihood of bed failure.
Page 3 of 4
JEROME GAMBA & ASSOCIATES, INC.
CONSULTING ENGINEERS & LAND SURVEYORS
OPERATION AND MAINTENANCE
See the attached ISDS Operation and Maintenance Guide.
SUMMARY:
All components of the septic system shall be installed in accordance with the applicable State
of Colorado and Garfield County regulations and shall comply with all mandated setbacks and
manufacturers specifications.
It is our professional opinion that a leachfield constructed of Infiltrator® chambers is preferred
to a standard washed gravel type of absorption bed. We believe that under improper operation
and maintenance, an Infiltrator system is less likely to fail and would function longer than a
gravel system. However, if a gravel system is properly operated and maintained, it should
adequately serve this residence for sewage disposal purposes.
If you have any questions, please call.
Sincerely,
Jerome Gamba : A��as, Inc.
i
ichael Gamba, P.E. 28036
N:1953851SEPTIC.WPF
Page 4 of 4
JEROME GAMBA & ASSOCIATES, INC.
CONSULTING ENGINEERS & LAND SURVEYORS
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INDIVIDUAL SEWAGE DISPOSAL SYSTEM
OPERATION AND MAINTENANCE
The following tips and suggestions are intended to increase the useful life of your engineered
sewage disposal system and to prevent disposal system failure due to neglect and abuse.
MINIMIZE THE LIQUIDS:
Wastewater that enters the system can be minimized by practicing water conservation
practices within your home. The less wastewater you produce, the less wastewater there will
be to treat and dispose.
1. Repair leaky fixtures. Check the toilet by dropping food coloring dye in the tank
and see if it shows up in the bowl prior to flushing.
2. Wash clothes only when you have a full load.
3. Take short showers instead of baths. Don't turn on the shower all the way and
turn it off while lathering.
4. Install and use water saving fixtures and devices in your bathrooms, laundry
rooms and kitchens.
5. Do not let the water run while washing, shaving, brushing teeth, rinsing
vegetables, dishes, etc. Use a stoppered basin where possible.
6. Provide adequate drainage around the engineered system area to divert surface
runoff from higher ground during storms or winter snowmelt.
MINIMIZE THE SOLIDS:
Septic systems are "anaerobic" treatment systems. Digestion of solid materials is very slow
and requires air or "aerobic" conditions to "disappear ". The less material you put into the
system, the less often it will require pumping. A good rule to follow is:
"Don't use your septic system for anything that can be disposed of in some
other way"
1. Avoid using a garbage disposal. Throw out scraps and other garbage with the
trash.
2. Collect grease in a container rather than pouring it down the sink.
3. Minimize the disposal of paper products into the system. Nondegradable items
such as disposable diapers, sanitary napkins, tissues, cigarette butts and paper
towels are especially harmful to the system.
JEROME GAMBA & ASSOCIATES, INC.
CONSULTING ENGINEERS & LAND SURVEYORS
ISDS Maintenance
Page 2 of 3
4. Only three things should go into the septic tank:
Human Wastes;
Toilet Paper; and
Water.
5. Ordinary household chemicals (bleaches, detergents & soaps) will not hurt the
bacteria in your system when not used in excessive amounts.
6. DO NOT DISPOSE OILS, PAINTS, THINNERS OR OTHER TOXIC LIQUIDS INTO
YOUR SYSTEM.
SEPTIC TANK ADDITIVES:
Advertised chemical additives, bacteria, enzymes, etc. do not help solids breakdown in the
septic tank and should not be used to reduce the need for pumping the septic tank.
REGULAR INSPECTIONS:
Sciatic Tank:
To inspect the septic tank, remove the manhole cover at the inlet end of the tank. Use
a shovel to push the scum layer away from the side of the tank and estimate it's
thickness. If the scum layer is 12" thick or more, arrange to have the septic tank
pumped immediately. Replace the cover and wash off the shovel and your hands.
For an average 3 or 4 bedroom residence, the pumping interval for the septic tank is
usually between 2 and 4 years. Annual inspection of the septic tank should become
part of your overall home maintenance routine.
As a general rule, if you have your septic tank pumped at least once every two years,
you will extend the functional life of your septic system.
Dosing Tank or Puma Station
To inspect the dosing tank, follow the same instructions for the septic tank. However,
there should not be a scum layer or sediments inside the tank. If the dosing chamber
contains a scum layer or sediments, then the septic tank is not operating properly and
most likely requires pumping. If the septic tank has been properly maintained, and
does not require pumping, then there is a physical problem with the septic tank.
JEROME GAMBA & ASSOCIATES, INC.
CONSULTING ENGINEERS & LAND SURVEYORS
ISDS Maintenance
Page 3 of 3
Contact a septic system specialist or engineer to inspect the problem. DO NOT
IGNORE THIS PROBLEM - A scum layer or sediments in the dosing chamber indicates
that solids are entering the Ieachfield. This will result in failure of the leach field.
Check to see if the water level markings are consistent on the side of the tank.
Variability indicates that the siphon or effluent pump is not operating properly. If the
water level is near the top of the markings, wait for the siphon or pump to operate and
watch for problems. The siphon has an overflow pipe in which the effluent will flow
out of the tank by gravity. Should this be occurring, have the tank pumped and check
the siphon openings to see if they are plugged.
Absorption Bed, Filter Mound or Trench;
Check the observation tubes regularly. Standing water near the same elevation as the
natural soil surface (or higher) may be an indication of reduced percolation and possible
failure.
Look for seepage or excessive wetness near the base of the filter mound or trench
area.
SUMMARY:
A general inspection of the septic tank; dosing tank (or pump station); and the absorption bed,
filter mound or trench area should be made each year. These inspections are best made
during the wet season of the year. If these items are not routinely inspected, solids can carry
over into the disposal areas from the septic tank and clog the system resulting in system
failure and health hazard risk.
JEROME GAMBA & ASSOCIATES, INC.
CONSULTING ENGINEERS & LAND SURVEYORS
CTL /THOMPSON, INC.
CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS
SOILS AND FOUNDATION INVESTIGATION
Proposed Kavasch Residence
Lot 21, Wooden Deer Subdivision
Garfield County, Colorado
Prepared For:
Mr. Mark Kavasch
c/o Reese Henry
400 East Main Street
Aspen, Colorado 81611
Job No. GS -1425 January 3, 1995
234 CENTER DRIVE • GLENWOOD SPRINGS, COLORADO 81601 • (303)945-2809
TABLE OF CONTENTS
SCOPE 1
SUMMARY OF CONCLUSIONS 1
SITE CONDITIONS 1
PROPOSED CONSTRUCTION 2
SUBSURFACE CONDITIONS 3
SITE GRADING 3
FOUNDATION 4
FLOOR SLABS AND EXTERIOR CONCRETE 5
CRAWLSPACE AND BASEMENT CONSTRUCTION 6
RETAINING WALLS 7
CONCRETE 8
PERCOLATION TEST RESULTS 8
SURFACE DRAINAGE 8
LIMITATIONS 9
FIGURE 1 - APPROXIMATE LOCATIONS OF TEST HOLES
FIGURE 2 - SUMMARY LOGS OF TEST HOLES
FIGURES 3 AND 4 - SWELL/CONSOLIDATION TEST RESULTS
FIGURE 5 - EXTERIOR FOUNDATION WALL DRAIN
FIGURE 6 - TYPICAL EARTH RETAINING WALL DETAIL
FIGURES 7 THROUGH 9 - PERCOLATION TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TESTING
SCOPE
This report presents the results of our soils and foundation investigation for the
proposed Kavasch Residence to be built on Lot 21, Wooden Deer Subdivision in Garfield
County, Colorado. We explored the subsurface conditions at the site to provide
foundation recommendations for the building. This report includes a description of the
subsurface conditions found in our test holes, a recommended foundation and
geotechnical criteria for it and construction criteria for details influenced by the subsoils.
Our report was prepared from data developed during our field exploration, engineering
analysis and our experience with similar conditions. A summary of our conclusions is
presented below.
SUMMARY OF CONCLUSIONS
1. Our test holes penetrated 0.5 feet of organic clays above 9.5 to 14.0 feet
of stiff to very stiff, slightly gravely to gravely, sandy clays underlain by
dense to very dense, sandy gravels with cobbles and boulders. The clays
are underlain by medium hard to hard sandstone and gypsum in our test
hole, TH -2. No free groundwater was found in our test holes the day of
drilling.
2. The building can be founded with footings bearing on the clays below 3
feet. A maximum soil bearing pressure is presented in the "Foundation"
section.
3. Some living area floors will be above a crawlspace and some above the
basement. The basement floor slab can bear on the clays.
4. A ground surface slope away from the building should be maintained at
all times to reduce the risk of wetting soils below foundations (see "Surface
Drainage ").
SITE CONDITIONS
The Wooden Deer Subdivision is located on the north side of the Roaring Fork
Valley approximately 1.5 miles northeast of Carbondale, Colorado. A transition from
comparatively gentle slopes occurring at lower elevations to moderately steep slopes
which define the valley side occurs at the development.
The Kavasch Residence will be built on a gently sloped, lower part of the
subdivision. In the building area we measured and visually estimated slopes at 10 to 15
percent from the northeast to the southwest. Vegetation is grasses, weeds, sage brush
and pinon and juniper trees.
PROPOSED CONSTRUCTION
A single family residence will be built. The building will be a three story, wood
framed structure with a walkout lower level and be stepped into the natural slopes at the
site. The lower level will be a garage and mechanical room. Some living area floors will
be structural and supported by the foundation system with a crawlspace between the
floor and ground and some living area floors will be above the basement. The basement
floors will be slab -on- grade. We were told maximum excavation depths will be six feet.
Free standing retaining walls will be built adjacent to the garage. The maximum retaining
wall height will be 6 feet.
Foundation loads we assumed for our analysis were between 1,000 and 3,000
pounds per lineal foot along bearing walls and maximum interior column loads of 10 kips.
We should be informed if the actual construction or Toads are different than described
above to allow re- evaluation of our recommendations and criteria presented herein.
2
SUBSURFACE CONDITIONS
Three (3) test holes and three (3) percolation holes were drilled near the locations
shown on Figure 1 to Investigate subsurface conditions. Our engineering geologist logged
the soils and obtained samples for testing in our laboratory. Summary logs of the soils
found in our test holes and results of penetration resistance tests are shown on Figure
2. Results of laboratory testing are shown on Figures 3 and 4 and on Table 1.
Our test holes penetrated 0.5 feet of organic clays above 9.5 to 14.0 feet of stiff
to very stiff, slightly gravely to gravely, sandy clays underlain by dense to very dense,
sandy gravels with cobbles and boulders. The clays are underlain by medium hard to
hard sandstone and gypsum in our test hole, TH -2. No free groundwater was found in
our test holes the day of drilling.
SITE GRADING
The building will be stepped into the natural slopes at the site. No fill will be
below footings but will be required behind the retaining walls and may be needed to
achieve subgrade elevations for exterior concrete flatwork. Areas to receive fill should be
cleared, grubbed and stripped of organic soils and the resulting surface moisture treated
and compacted. Fill can consist of the natural clays free of organics or other deleterious
material. Fill should be placed in 8 -inch maximum loose lifts at 2 percent below to 2
percent above optimum moisture content and compacted to at least 95 percent of the
standard Proctor maximum dry density (ASTM D 698). Placement and compaction of fill
should be observed by a representative of our firm during construction.
3
We understand site excavation will consist of approximately 6 feet deep cuts for
the basement. Excavation sides should be sloped or braced. Excavated slopes will tend
to collapse and flatten. We recommend temporary excavation slopes be 1 to 1 (horizontal
to vertical) or flatter for the clays above the water table.
We believe the clays are Type B as described in the October, 1989 Occupation
Safety and Health Administration (OSHA) Standards published by the Department of
Labor governing excavations. The publication indicates a maximum temporary slope of
1 to 1 (horizontal to vertical) for Type B soils above the water table. We should view the
excavation to confirm that soils are as anticipated.
Soils removed from the excavation should not be stockpiled at the edge of the
excavation. We recommend the excavated soils be placed at a distance from the top of
the excavation equal to at least the depth of the excavation.
Free groundwater was not found in our test holes the day of drilling, however,
depending upon cut depths and the time of year, water may be present and enter the
excavation. If free groundwater is encountered, we recommend excavations be sloped
to positive gravity outfall or to sumps where water can be removed by pumping. The
excavation sides will tend to flatten to 2 to 1 (horizontal to vertical) or flatter below the
water table surface.
FOUNDATION
The building can be founded with footings bearing on the clays below 3 feet. We
have assumed a light structure that is sufficiently flexible to withstand some differential
movement will be built. The recommended soil pressure should result in total movements
4
on the order of 1 -inch. Maximum differential movement may be similar to the actual total
settlement. We further anticipate a maximum 1/2-inch differential settlement in 10 feet for
continuous footings. The risk of excessive differential or localized movement can be
reduced by careful attention to drainage precautions discussed under "Surface Drainage ".
The footings should be designed and constructed with the following criteria:
1. Footings should bear on the clays below 3 feet. Footings can be
designed for a maximum soil bearing pressure of 3000 psf;
2. Foundation walls on continuous footings should be reinforced top and
bottom to span loose soil pockets. We recommend reinforcement
equivalent to that required for a simple span over an unsupported distance
of 10 feet. Reinforcement should be designed by a qualified structural
engineer;
3. Minimum footing sizes are desirable. We suggest a minimum width of 16
Inches for continuous footings and at least 2 feet by 2 feet for isolated
column pads. Larger sizes may be required based on the structural loads;
4. The soils under exterior footings should be protected from freezing. The
depth normally assumed for frost protection in the area is 36 inches. The
Garfield County building department should be contacted to verify the
required depth.
FLOOR SLABS AND EXTERIOR CONCRETE
Living area floors will be structural and supported by the foundation walls with a
crawlspace between the floor and ground or be above the basement. Basement floors,
patios and sidewalks will be slabs -on- grade. Slabs can be constructed on the native clays
free of organics, vegetation or other deleterious material. We recommend the following
design and construction details for slabs -on- grade;
1. Slabs -on -grade can be placed on the native clays free of organics,
vegetation, or other deleterious material;
2. Slabs should be separated from exterior walls and interior bearing
members with a joint to provide for free vertical movement;
5
3. Plumbing and utilities below slabs should be pressure tested prior to
concrete placement and Isolated from the slabs with sleeves. Trench
backfill should be moisture treated and compacted to at least 95 percent
of standard Proctor maximum dry density (ASTM D 698);
4. Frequent control joints should be provided. We suggest using the
recommendations outlined by the American Concrete Institute (ACI).
The above precautions will not prevent movement of the slabs when the soils become
wet. They will tend to reduce potential damage should such movement occur.
CRAWLSPACE AND BASEMENT CONSTRUCTION
Part of the second level floors will be above a crawlspace and part will be above
the basement. Lower level foundation walls will be subjected to lateral earth pressures.
Foundation walls are restrained and cannot move, therefore, they should be designed for
the "at -rest" lateral earth pressure. Assuming the on -site soils are used as backfill, we
recommend using an equivalent fluid density of 45 pcf to calculate the "at rest" lateral
earth pressure. The above equivalent fluid density does not include allowances for
sloping backfill, hydrostatic pressures, live loads or loads from adjacent structures.
Water from surface run -off (e.g. precipitation, snowmett, irrigation) frequently flows
through backfill placed adjacent to foundation walls and collects on the surface of the
comparatively Impermeable soils occurring at the bottom of the foundation excavation.
This can result in damp or wet conditions in below grade parts of the building. To reduce
the accumulation of water, we recommend a foundation drain. The drain should consist
of a 4 -inch diameter open joint or slotted PVC pipe encased in drain gravel. The drain
should be sloped to a positive gravity outfall. A typical foundation drain detail is shown
on Figure 5. Crawlspace ventilation should be provided.
6
Backfill of foundation walls should be moisture treated to near optimum moisture
content and compacted to at least 95 percent of standard Proctor maximum dry density
(ASTM D 698).
RETAINING WALLS
Free standing, retaining walls up to 6 feet high will be built adjacent to and below
the building. The retaining walls can be founded with footings bearing on the natural soils
designed for a maximum soil bearing pressure of 3000 psi. We recommend a coefficient
of friction between footing concrete and the ground of 0.35.
The retaining walls will be subjected to lateral earth pressure from wall backfill and
surcharges. The lateral load on the wall is a function of wall movement. If walls can move
enough to mobilize the internal strength of the backfill with movement and cracking of the
ground surface behind the walls, then the walls can be designed for the active earth
pressure. If ground movement and cracking is not permitted the walls should be designed
for the "at rest" earth pressure. We suggest 35 pcf be used to design for the "active case"
and 45 pcf be used to design for the "at rest case ". An equivalent fluid density of 300 pcf
can be used for the "passive case ". Lateral earth pressure values do not include
allowances for sloping backfill, hydrostatic pressures or surcharge loads. A foundation
drain should be placed next to the footing of any retaining wall (see Figure 6 'Typical
Earth Retaining Wall Detail "). As a minimum the 12- inches of backfill directly behind the
retaining wall should consist of free draining granular structural fill. The granular fill
should be washed 3/4 inch to No. 4 screen material with less than 3 percent passing the
No. 200 sieve and be incorporated into the foundation drain system (see Figure 5). Soil
7
backfill placed behind the washed rock should be placed as discussed above under "Site
Grading ". The upper two feet of backfill against the wall should be with on -site clays. The
provision of a foundation drain should reduce hydrostatic pressures which could develop.
CONCRETE
Our experience with soils in Wooden Deer Subdivision indicates that sulfate
concentrations may be moderate to high. Test results indicate a water soluble sulfate
(50 concentration of 0.313 percent. High concentrations of soluble sulfate can attack
concrete that comes in contact with the soils or bedrock. We recommend use of Type V
cement or equivalent in concrete that will come in contact with the soils or bedrock.
PERCOLATION TEST RESULTS
Three (3) percolation tests were performed In the clays at locations shown as P -1
through P -3 on Figure 1. We recommend using a design percolation rate of 30
minutes /inch for percolation field design. Results are shown on Figures 7 through 9.
SURFACE DRAINAGE
Performance of foundations and concrete flatwork is influenced by moisture
conditions within the subgrade soils. Surface grading should cause rapid run -off of
surface water away from the building in all directions. The following precautions should
8
be observed during construction and maintained at all times after construction is
completed:
1. Wetting or drying of the open excavation should be avoided;
2. Water should not be allowed to pond adjacent to the building. The ground
surface surrounding the building exterior should be sloped to cause rapid
run -off of surface water away from the building. We recommend a finished
ground surface slope of at least 12 inches in the first 10 feet;
3. Impermeable membranes should not be used to cover the ground surface
immediately surrounding the building. These membranes tend to trap
moisture and prevent normal evaporation from occurring. Geotextile fabric
such as Mirafi or Typar can be used on the ground surface immediately
surrounding the building for weed growth control while allowing
evaporation to occur;
4. Roof downspouts, drains and other water collection systems should
discharge well beyond the limits of all backfill. Splash blocks or
extensions should be provided at all discharge locations.
LIMITATIONS
Our test holes were spaced to obtain a reasonably accurate picture of the
subsurface conditions. Variations in the subsurface conditions not indicated by our test
holes will occur. We should observe the completed excavation to confirm the soils are as
we anticipated from our test holes. Placement and compaction of fill and backfill should
be observed and tested by a representative of our firm during construction.
Our report is based on conditions disclosed by our test holes, results of laboratory
testing, engineering analysis and our experience. Criteria presented reflects the proposed
building as we understand it. We should be advised if the final design differs from our
assumptions to permit us to re- evaluate our conclusions and recommendations.
9
This investigation was conducted in a manner consistent with the level of care and
skill ordinarily exercised by members of our profession currently practicing under similar
conditions in the locality of this project. No other warranty, express or implied, is made.
If we can be of further service or if you have questions regarding this report,
please call.
CTU�THO / MPSON, I /�j�,_
41
Wilson L. "Liv" Bowds --
Engineering Geo ogt
Review-• • 0 o T 7 J o ns„ a:
ch Manage • 'etc " ` 'Y
:JM:cd
(3 copies sent)
10
PROPOSED KAVASCH RESIDENCE
LOT 21, WOODEN DEER SUBDIVISION
GARFIELI) COUNTY, COLORADO
WOODEN DEER RD
100 N
.
90
t
PLA
ACC
DRI
1
80
s
LOCATIONS
WOODEN DEER RD.
CRYSTAL M . SITE
SPRINGS
ROAD COUNTY RD 104
TO GLENWOOD HIGHWAY 82
SPRINGS TO BASALT
PROPERTY BOUNDARY =
VICINITY MAP
NO SCALE
- 1 \
\ \
\ \ PLANNED
BUILDING
FOOTPRINT
\ \ ZZ
\ ` O
\ _
:NED
5S
/E TH -1
411P-1
\` \ P -2 10 BM SCALE 1" = 50'
TH -3
TH -2
II P -3
LEGEND:
100
• TH -1 INDICATES TEST HOLE
LOCATION
PLANNED 90
RETAINING
® P - -1 INDICATES TEST PERCOLATION
WALLS HOLE LOCATION
® B.M. INDICATES BENCH MARK
OF TEST HOLES ELEVATION = 100 FEET
Fig. 1
T11 -1 T11 -2 T11 -3
Elev. = 97 F(. Elev. = 95 Ft.. Elev. = f88S FL.
re 100 100 —
'-
vu Planned
- Footing -
95 / / Elevations 05 —
- / 10
M
' 90 / 90 —
e
/ 36/1 r
�" is I 85 — •
85
.4 . 12/12 —
o .'..0 50/6
m
. i : —
w _ 80 . 80 '
+ 1 31/12
,•. • -
— 75 1 75 -^
'�70
70
1 65 _
— 65
1
SUMMARY L
LEGEND:
Organic clays, sauidc. soft. moist.
brown. (01,1
ri Clay, sandy, slightly gravely to
graver, stiff to tier) stiff, slightly
moist to moist., brawn. (CL)
Gravel, sandy, silty with cobbles
and boulders dense to very dense,
slightly moist, brown. (GP)
®
Bedrock — Sandstone and gypsum,
medium hard to hard, gray.
Drive sample. The symbol 16/12
indicates that 16 blows of a 140
pound hammer falling 30 inches
required to drive a 2.5 inch 0.D.
sampler 12 inches.
Indicates drill rig refusal.
NOTES:
1. Test holes were drilled on
December 7, 1994 with a four
inch diameter power auger.
2. No free groundwater was found
in our test holes the day of
drilling.
3. Elevations were obtained by
assigning an elevation of 100
feet to the survey pin near the
southeast corner of the planned
building footprint labeled S.G.M.
L.S. 15710 shown on Fig. 1 and
are approximate.
4. These test holes are subject,
to the explanations, limitations
and conclusions as contained
in this report.
)GS OF TEST HOLES
Vi 2
J
Mr
7
ADDITIONAL COMPRESSION UNDER
CONSTANT PRESSURE DUE TO WETTING
2
O
X
W
re 6
O
2
W
C d
O
U e
0.1 1.0 10 100
APPLIED PRESSURE — KSF
Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT = = 112 PCF
From TH -1 AT 9 FEET NATURALMOISTURECONTENT= 3.1
Swell Consolidation
Test Results
JOB NO. GS -1425 FIG.
E
14
12
10
8
6
4
ADDITIONAL COMPRESSION UNDER
2 CONSTANT PRESSURE DUE TO WETTING
0
0
2
•
O
4
6
0
8
Z
0
0
z10
a
d
x
W
D° 12
z
0
Lu14
0-
a
0
016
0 1 10 100
APPLIED PRESSURE — KSF
Sample of CLAY SANDY (CO NATURAL DRY UNIT WEIGHT== 11 0 POF
From TH 3 AT 4 FEET NATURAL MOISTURE CONTENT= 8.3
Swell Consolidation
JOB NO. GS -1425 Test Results FIG. 4
10'
1'1 NOTE:
DRAIN SHOULD BE AT LEAST
4 INCHES BELOW BOTTOM
OF FOOTING AT THE HIGHEST
POINT AND SLOPE DOWNWARD
TO A POSITIVE GRAVITY
OUTLET OR A SUMP WHERE
�BACKFILL\ WATER CAN BE REMOVED BY
1 PUMPING.
BELOW-GRADE WALL
REINFORCING STEEL
ENCASE PIPE IN WASHED 3/4 INCH PROVIDE POSITIVE SLIP
TO NO. 4 CONCRETE AGGREGATE JOINT BETWEEN SLAB
WITH A MAXIMUM OF 3 PERCENT \ AND WALL
PASSING THE NO. 200 SIEVE. \ 1
FLOOR SLAB
MIRAFI 140 # •
OR EOUAL ! / .... ... .....:. I/ ..
s .o ., ..o •.0::\ ;; Ei'; ?ii.+3i:•- ::::,:y
w o . �o�o...
0 0 . ' .. .
•
12' MIN. PROVIDE PVC SHEETING GLUED
TO FOUNDATION WALL TO REDUCE
MOISTURE PENETRATION.
4 INCH DIAMETER PERFORATED
DRAIN PIPE.THE DRAIN LINE SHOULD
BE LAID ON A SLOPE RANGING
BETWEEN 1/8 INCH AND 1/4 INCH
DROP PER FOOT OF' DRAIN.
EXTERIOR FOUNDATION WALL DRAIN
FIG. 5
JOB NO. GS -1425
2 MI
CLAY BACKFILL
o•.
,.�. _•1 .
`BACKFILL .t :'.�:�Q:. :i:':;.: •':.
COMPACTED Co: :P Eji..Gi ii: ": i;t;
• p: • .. •e . . :. _ t:.. , :::;:;: PROVIDE GALVANIZED
TO AT LEAST 90 %> O' • ' • • SCREEN
O F A S T M i � O'I.: '4 ..n. (/. ;�:'r``:::::`
fie ,... : .
D 698 # e . .•0' • Off' ?;:;•,'
.�...Q�O. .d WEEP HOLES PROVIDED AT 10'
CENTER TO CENTER
:. : p : o .,.. : : : .::::
.... ......
WASHED 3/4 INCH TO NO. 4
CONCRETE AGGREGATE WITH 4 INCH DIAMETER PERFORATED PLASTIC PIPE
MAXIMUM OF 3 PERCENT PASSING\T H E DRAIN LINE SHOULD BE LAID ON A SLOPE
THE NO. 200 SIEVE. RANGING BETWEEN 1/8 INCH AND 1/4 INCH
DROP PER FOOT OF DRAIN AND LEAD TO A
POSITIVE GRAVITY OUTFALL.
TYPICAL EARTH RETAINING
WALL DETAIL
JOB NO. GS -1425 FIG. 6
• PERCOLATION TEST
SATURATION AND P REPARATION
DATE: 12/13/94
DATE: 12/12/94
WATER IN BORINGS AFTER 24 HOURS
TIME AT START OF SATURATION: 1:OOPM f IYES lx ] NO
PERCOLATION TEST RESULTS
TIME AT TIME DEPTH TO WATER CHANGE PERCOLA
HOLE DEPTH - START OF END OF IN WATER TION RATE
START OF INTERVAL
NUMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH)
(INCHES) (INCHES) (INCHES)
P -1 41 9:30 15 26.0 28.5 2.5 6 .
9:45 15 28.5 30.0 1.5 10
10:00 15 30.0 31.5 1.5 10
10:15 15 31.5 33.0 1.5 10
10:30 15 33.0 34.0 1.0 15
10:45 15 34.0 34.75 0.75 20
11:00 15 34.75 35.5 0.75 20
•
11:15 15 35.5 36.25 0.75 20
11:30 15 36.25 37.25 1.0 15
11:45 15 37.25 37.75 0.5 30
12:00 15 37.75 38.5 0.75 20
12:15 15 38.5 39.5 1.0 15
� n7,(
l0 35 ) ;t rit, = ,20m*
FIG. 7
JOB NO. GS -1425
PERCOLATION TEST
SATURATION AND PREPARATION
DATE: 12/13/94
DATE: 12/12/94
WATER IN BORINGS AFTER 24 HOURS
TIME AT START OF SATURATION: 1:OOPM 1 YES X NO
PERCOLATION TEST RESULTS
TIME AT TIME DEPTH TO WATER CHANGE PERCOLA -
HOLE DEPTH START OF END OF IN WATER TION RATE
START OF INTERVAL
NUMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH)
(INCHES) (INCHES) (INCHES)
P_2 39 9:30 15 25.0 26.0 1.0 15.0
9:45 15 76.0 28.0 2.0 7.5
10:00 15 28.0 28.75 0.75 20.0
10:15 15 28.75 29.5 0.75 20.0
� 30.0
�
I� �L3�L- 10:30 15 29.5 30.0 0.5
ALPl 10:45 15 30.0 30.5 0.5 30.0
11:00 15 30.5 31.0 0.5 _ 30.0
11:15 15 31.0 31.75 0.75 20.0
11:30 15 31.75 32.5 0.75 20.0
11:45 15 37.5 33.0 0.5 30.0
12:00 15 33.0 33.5 0.5 30.0
12:15 15 33.5 34.0 0.5 3 30.0
AU4 , 13n k 'N (-0).0 %.t. 62 !Af( I}f_l? p F f tT
P �o = 30 KI nl
TO 3 3 ) - -r1.) (a<<
FIG. 8
JOB NO. GS -1425
PERCOLATION TEST
SATURATION AND PREPARATION
DATE: 12/13/94
DATE: 12/12/94
WATER IN BORINGS AFTER 24 HOURS
TIME AT START OF SATURATION: 1:OOPM [ )YES (x NO
PERCOLATION TEST RESULTS
TIME AT TIME DEPTH TO WATER CHANGE PERCOLA -
HOLE DEPTH START OF END OF IN WATER TION RATE
START OF INTERVAL
NUMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH)
(INCHES) (INCHES) (INCHES)
P -3 50 9:30 15 36.0 38.75 2.75 5.5
9:45 15 38.75 40.5 1.75 8.6
10:00 15 40.5 42.0 2.5 10.0
, 10:15 15 42.0 43.0 1.0 15.0
10:30 15 43.0 43.75 0.75 20.0
10:45 15 43.75 44.5 T 0.75 20.0
11:00 _ 15 44.5 45.0 0.5 -- 30
11:15 15 45.0 - 45.75 0.75 20.0
11:30 15 45.75 46.25 0.5 30.0
11:45 15 46.25 47.0 0.75 20.0
12:00 15 47.0 47.5 0.5 30.0
12:15 15 47.5 48.0 0.5 30.0
Ave ? (N Lbvircr' ( Or P)T:
- /60_ 26. 7 ~ (To ii4 �v; r(e) M n
FIG. 9
JOB NO. GS -1425
PERCOLATION TEST
• SATURATION AND PREPARATION
DATE: 12/13/94
DATE: 12/12/94
WATER IN BORINGS AFTER 24 HOURS
TIME AT START OF SATURATION: 1:OOPM I IVES f X I NO
PERCOLATION TEST RESULTS
TIME AT TIME DEPTH TO WATER CHANGE PERCOLA
HOLE DEPTH START OF END OF
START OF INTERVAL IN WATER TIOH RATE
NUMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH)
(INCHES) (INCHES) (INCHES)
P -1 41 9:30 15 26.0 28.5 2.5 6
9:45 15 28.5 30.0 1.5 10
10:00 15 30.0 31.5 1.5 10
10:15 15 31.5 33.0 1.5 10
10:30 15 33.0 34.0 1.0 15
10:45 15 34.0 34.75 0.75 20
11:00 15 34.75 35.5 0.75 20
11:15 15 35.5 36.25 0.75 20
11:30 15 36.25 37.25 1.0 15
11:45 15 37.25 37.75 0.5 30
12:00 15 37.75 38.5 0.75 20
12:15 15 38.5 39.5 1.0 15
FIG. 7
JOB NO. GS -1425
PERCOLATION TEST
SATURATION AND PREPARATION
DATE: 12/13/94
DATE: 12/12/94
WATER IN BORINGS AFTER 24 HOURS
TIME AT START OF SATURATION: 1:OOPM 1 IYES Ix 1H0
PERCOLATION TEST RESULTS
TIME AT TIME DEPTH TO WATER CHANGE PERCOLA -
HOLE DEPTH START OF END OF
START OF INTERVAL IN WATER TION RATE
NUMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL. DEPTH (MIN /INCH)
(INCHES) (INCHES) (INCHES)
P -2 39 9:30 15 25.0 26.0 1.0 15.0
9:45 15 26.0 28.0 7.0 7.5
10:00 15 28.0 28.75 0.75 20.0
10:15 15 28.75 29.5 0.75 20.0
10:30 15 29.5 30.0 0.5 30.0
10:45 15 30.0 30.5 0.5 30.0
11:00 15 30.5 31.0 0.5 30.0
11:15 15 31.0 31.75 0.75 20.0
11:30 15 31.75 32.5 0.75 20.0
11;45 15 37.5 33.0 0.5 80.0
12:00 15 33.0 33.5 0.5 30.0
12:15 15 33.5 34.0 0.5 30.0
l
.
FIG. 8
JOB NO. GS -1425
PERCOLATION TEST
SATURATION AND PREPARATION
DATE: 12/13/94
DATE: 12/12/94
WATER IN BORINGS AFTER 24 HOURS
TIME AT START OF SATURATION: 1:OOPM I YES IXINO
PERCOLATION TEST RESULTS
TIME AT TIME DEPTH TO WATER CHANGE PERCOLA
HOLE DEPTH START OF END OF
START OF INTERVAL IN WATER TION RATE
NUMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH)
(INCHES) (INCHES) (INCHES)
P -3 50 9:30 15 36.0 38.75 2.75 5.5
9:45 15 38.75 40.5 1.75 8.6
10:00 15 40.5 42.0 2.5 10.0
10:15 15 4? 0 41.0 1.0 15.0
10:30 15 43.0 43.75 0.75 20.0
10:45 15 43.75 , 44.5 0.75 20.0
11:00 15 44.5 45.0 0.5 30.0
11:15 15 45.0 45.75 0.75 20.0
11:30 15 45.75 46.25 0.5 30.0
11:45 15 46.25 47.0 0.75 20.0
12:00 15 47:0 47.5 0.5 30.0
12:15 15 47.5 48.0 0.5 30.0
JOB NO. GS -1425 FIG. 9
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