HomeMy WebLinkAbout02754 �f
GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit 2 + 54
109 8th Street Suite 303 Assessor's Parcel No.
Glenwood Springs, Colorado 81601
Phone (303) 945-8212
This does not constitute
INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit.
PROPERTY
Bruce Wampler & Trine Haines 31 Chaparral Circle, G.S. 945 -5334
Owner's Name Present Address Phone_
0521 Springridge Drive, Springridge Place, Lot 16, Glenwood Springs
System Location
Legal Description of Assessor's Parcel No.
1 f'll < 1 W srALCf W G k (9 Intl. tSOn(
SYSTEM DESIGN Of PUtTtIJG THE fwcAtitIro[ F/totur
/ — q_
47) 7 -2c_0/ 7 r `
Septic Tank Capacity (gallon) Other
# --4" ) P riolation Rate (minutes/Inch) Number of Bedrooms (or other) 4
Required Absorption Area - See Attached
(t l
Special Setback Requirements:
Date I .-2 I r 9 - 2 inspector let
FINAL. SYSTEM INSPECTION AND APPROVAL (as Installed)
Call for Inspection (24 hours notice) Before Covering Installation
/tVL' r veL-.
System Installer
Septic Tank Capacity ' L CO
Septic Tank Manufacturer or Trade Name
J C , 0
Septic Tank Access within 8" of surface 1r '1 E
G\ J
Absorption Area K X '" r r) 1 Fr r ft T k&4 T b cf
Absorption Area Type and /or Manufacturer or Trade Name
r r r L 7 ,n ` 7` o S 7 &Aril
Adequate compliance with County and State regulations/requirements
Other , 7 ^
Date - ( o( / Inspector (/ /r
RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION 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 froth' the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine —S
months in )ail or both).
White - APPLICANT Yellow., DEPARTMENT
r Q fL(c4 7E. •
GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit 2754
109 8th Street Suite 303 Assessor's Parcel No. •
Glenwood Springs, Colorado 81601
Phone (303) 945 -8212
•
This does not constitute
INDIVIDUAL SEWAGE DISPOSAL. PERMIT a building or use permit.
PROPERTY
Bruce Wampler & Trine Haines 31 Chaparral. Circle, G.S. 945 -5334
Owner's Name Present Address Phone
0521 Springridge Drive, Springridge Place, Lot 16, Glenwood Springs
System Location
Legal Description of Assessor's Parcel No.
(Qocfc - (,C,gc Pr cL» 3773 & Pr5P- - --__ -> 1o48
SYSTEM DESIGN LEA C /t -CH arm C s (350 --N G 2 3
r t 1 TneNCffEs -* S2o n?
/2 se, Septic Tank Capacity (gallon) Other
d2
4
�^L er colation Rate (minut /inch) Number of Bedrooms (or other)
Required Absorption Area - See Attached N E err C Foam t3C4..
I M 'ta ENCNCS GFT (/.,tfµ)
Special Setback Requirements:
A AAAV. T/Z ENcof LEN6 i
Date Inspector 10o Fr 02 It cif AM60-0
FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation
System Installer
Septic Tank Capacity
Septic Tank Manufacturer or Trade Name
Septic Tank Access within 8" of surface
Absorption Area
Absorption Area Type and /or Manufacturer or Trade Name
Adequate compliance with County and State regulations /requirements
Other
Date Inspector
RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION 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 off ice 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 ($500.00 fine — 6
months in jail or both). —
White - APPLICANT Yellow - DEPARTMENT
1
• • ' • INDIVIDUAL SEWAGE, DISPOSAL SYSTEM APPLICATION
OWNER 13rl ler 9 /r ine_da
ADDRESS C/4 5Prn i e Jiet lines 3/ CA ae arnd C,r PHONE 9 p5- 5
CONTRACTOR L, ere 45FaCi alel
ADDRESS O04 t 5 + %¢�� C t PHONE 74 5
cot, co g i.op
PERMIT REQUEST FOR Q) 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:
Near what City of Town C;' Jp n w,rr S /� r. ( Q Size of Lot / ,7. A8 Acres
Legal Description or Address 5,2 / St "Q Rieke Driv e
WASTES TYPE: 90 DWELLING ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON - DOMESTIC WASTES
( ) OTHER - DESCRIBE
BUILDING OR SERVICE TYPE:
Number of Bedrooms Number of Persons
(ilO Ga age Grinder ( Automatic Washer (x) Dishwasher
SOIJRCE AND TYPE OF WATER SI JPPLY: ( ) WELL ( ) SPRING ( ) STREAM OR CREEK
If supplied by Community Water, give name of supplier: Spr. keti Pu ce
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: ..i r 71-11 r
Was an effort made to connect to the Community System?
A site plan is required to be submitted that indicates the following MINIMUM distances:
Leach Field to Well: 100 feet
Septic Tank to Well: 50 feet
Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet
Septic System to Property Lines: 10 feet
YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED
WITHOUT A SITE PLAN.
CJROI JND CONDITIONS: /1
-AAA to first Ground Water Table /34 o rr 7 Lam+ 3 a fit
Percent Ground Slope Zen fta-n /
2
r
TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
(X) 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:
( ') ABSORPTION TRENCH, BED OR PIT ( ) EVAPOTRANSPIRATION
(X) UNDERGROUND DISPERSAL ( ) SAND FILTER
( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND
( ) OTHER - DESCRIBE
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? No
pERCOI,ATION TEST REST TITS; (To be completed by Registered Professional Engineer, if the Engineer does
the Percolation Test)
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:
Name, address and telephone ofRPE 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 purposed 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
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 same for purposes of issuing the permit applied for herein. I further
understand 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 perjury as provided by law.
Signed Date 3 / L 9 7
PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!!
3
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1J
SOILS AND FOUNDATION INVESTIGATION
WAMPLER/HAINES RESIDENCE
LOT 16, SPRINGRIDGE SUBDIVISION
GARFIELD COUNTY, COLORADO
Prepared For:
Mr. Bernle Haines
31 Chaparral Circle
Glenwood Springs, CO 81601
Job No. GS -2075
February 25, 1997
CTL /THOMPSON, INC.
CONSULTING ENGINEERS
234 CENTER DRIVE • GLENWOOD SPRINGS, COLORADO 81601 • (970) 945 -2809
TABLE OF CONTENT
SCOPE 1
SUMMARY OF CONCLUSIONS 1
SITE CONDITIONS 1
PROPOSED CONSTRUCTION 2
SUBSURFACE CONDITIONS 2
SITE EXCAVATION 3
FOUNDATION 3
FLOOR SLABS AND EXTERIOR CONCRETE 4
BASEMENT CONSTRUCTION 5
PERCOLATION TEST RESULTS 5
SURFACE DRAINAGE 6
LIMITATIONS 6
FIGURE 1 - LOCATIONS OF EXPLORATORY BORINGS
FIGURE 2 - SUMMARY LOGS OF EXPLORATORY BORINGS
FIGURES 3 AND 4 - SWELL/CONSOLIDATION TEST RESULTS
FIGURE 5 - EXTERIOR FOUNDATION WALL DRAIN
FIGURES 6 THROUGH 8 - PERCOLATION TEST RESULTS
TABLE 1 - SUMMARY OF LABORATORY TEST RESULTS
MR. BERNIE HAINES
Clt/1 GS-2013
.•
[
SCOPE
This report presents the results of our soils and foundation Investigation for
the planned Wampler /Haines Residence to be built on Lot 16, Springridge In Garfield
County, Colorado. We explored the subsurface conditions to provide foundation
recommendations for the proposed building. This report Includes a description of
the subsurface conditions found In our exploratory borings, a recommended
foundation system and geotechnlcal criteria for It and construction criteria for details
Influenced by the subsoils. Our report was prepared from data developed during our
field exploration, laboratory testing, engineering analyses, and our experience. A
summary of our conclusions Is presented below.
SUMMARY OF CONCLUSIONS
1. Our exploratory borings penetrated 0.5 feet of soft, organic clays
above medium stiff to very stiff, sandy to silty clays with scattered
gravels. Free groundwater was not found In our exploratory borings
the day of drilling.
2. We recommend founding the building with footings bearing on the
undisturbed natural, sandy to silty clays.
3. The basement floor slab can bear on the natural clays.
4. A ground surface slope away from the building should be maintained
at all times to reduce wetting of soils below foundations.
SITE CONDITIONS
Lot 16, Springridge Subdivision Is located at the end of Springridge Drive
approximately 3 miles south of the Glenwood Springs Airport in Garfield County,
Colorado. The area Is an alluvial terrace formed by glaciation and the Roaring Fork
River.
An existing horse arena and parking area are above the planned building
location to the north and east. Access Is from the cul- de-sac end of Springridge
MR. BERNIE HAINES
CTL/r OS-2076 1
[_J
Drive to an access drive that Is to the north of the planned building footprint.
Ground surfaces slope down to the west at grades visually estimated at 10 to 15
percent. Vegetation consists of Irrigated pasture grasses and weeds. Approximately
1.5 feet of snow covered the site during our field Investigation.
PROPOSED CONSTRUCTION
A single family residence will be built. The residence will be a two story
wood frame building with a walk -out basement for a total of three levels. Floors In
living areas will be structurally supported by the foundation system with a
crawlspace below. The basement floor will be slab -on- grade. We understand that
maximum excavations will be 10 feet deep. 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 Toads of 10 kips. We should be Informed if the actual
construction or loads are different than described above to allow re- evaluation of
criteria recommended herein.
SUBSURFACE CONDITIONS
Our senior field technician and engineering geologist directed the drilling of
three (3) exploratory borings, one profile hole and three (3) percolation borings at
the approximate locations shown on Figure 1 and obtained soil samples for testing
In our laboratory. Summary Togs of our exploratory borings are shown on Figure 2.
Results of laboratory testing are shown on Figures 3 and 4 and summarized on
Table 1.
Our exploratory borings penetrated 0.5 feet of soft, organic clays above
medium stiff to very stiff, sandy to silty clays with scattered gravels. Free
groundwater was not found in our exploratory borings the day of excavation.
MR. BERNIE HAINES
CTLIA OS -2076 2
.•
Iv]
SITE EXCAVATION
We understand site excavation will consist of approximately 10 feet deep cuts
for the basement. Excavation sides should be sloped. Excavated slopes will tend
to collapse and flatten. We recommend temporary excavation slopes be 1 to 1
(horizontal to vertical) or flatter for the sandy to silty clays above groundwater.
We believe the sandy to silty 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.
Solis removed from the excavation should not be stockpiled at the edge of
the excavation. We recommend the excavated soils be placed at a horizontal
distance from the top of the excavation equal to at least the depth of the excavation.
Free groundwater was not found In our exploratory borings. 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 a positive
gravity outfall or to sumps where water can be removed by pumping. Excavations
will tend to flatten to 2 to 1 (horizontal to vertical) or flatter below the water table.
FOUNDATION
The building can be founded with footings bearing on the natural, sandy to
silty clays. Footings bearing on the natural clays may experience 1 -Inch total
settlement and differential settlement of about 1/2 of the actual total settlement.
Footings for the building can be designed and constructed with the following
criteria:
MR. BERNIE HAINES
CTL/T 09-2075 3
•
ve]
1. Footings bearing on the natural, medium stiff to very stiff, silty to
sandy clays can be designed for a maximum allowable soil bearing
pressure of 2,000 psf. Material loosened during the excavation or
forming process should be removed from footing areas or compacted
prior to placing concrete;
2. Foundation walls for continuous footings should be reinforced top and
bottom to span undisclosed loose soil pockets. We recommend steel
reinforcement equivalent to that required for a simple span of 10 feet.
Reinforcement should be designed by a qualified structural engineer;
3. Minimum footing sizes are desirable. We recommend a minimum
width of 16 inches for continuous footings and at least 2 feet by 2 feet
for isolated column footings. Larger sizes may be required based on
the structural loads;
4. The soils beneath exterior footings should be protected from freezing.
We recommend footings be at least 36 Inches below finished exterior
grades. The local building department should be contacted to verify
required frost protection depth.
FLOOR SLABS AND EXTERIOR CONCRETE
We anticipate excavation at this site will expose sandy to silty clays.
Basement and garage floors will be slabs -on- grade. We recommend the following
design and construction criteria for slabs -on -grade floors:
1. Slabs -on -grade floors should bear on the natural, sandy to silty clays;
2. Slabs should be separated from exterior walls and interior bearing
members with a joint to provide for free movement. Trench backflll
should be moisture treated and compacted to at least 95 percent of
standard Proctor maximum dry density (ASTM D 698);
3. Plumbing and utilities below slabs should be pressure tested prior to
concrete placement and isolated from the slabs with sleeves;
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 slabs -on -grade floors in the
event the soils become wet, but they will reduce the potential damage when
movement occurs.
MR. BERNIE MINES
CTL/f 05-2075 4
BASEMENT CONSTRUCTION
Basement walls will be up to 10 feet high and will be subjected to lateral earth
pressure. These walls are restrained and cannot move, therefore, they should be
designed for the "at rest" lateral earth pressure. Assuming on -site soils will be used
as backflll, we recommend using an equivalent fluid density of 50 pcf to calculate
the lateral earth pressure. The above lateral earth pressure value does not Include
allowances for sloping backfill, loads from adjacent structures or hydrostatic loading
that may develop. Backflll of the foundation walls should be moisture treated to
within 2 percent of optimum moisture content and compacted to at least 90 percent
of standard Proctor maximum dry density (ASTM D 698).
Water from surface run -off (precipitation, snow melt, Irrigation) frequently
flows through backflll 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 cause wetting of soils below the foundation and
damp or wet conditions In the basement. 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 free draining gravel. The drain should lead to
a positive gravity outfall or to a sump to be mechanically pumped. A typical
foundation drain detail is shown on Figure 5.
PERCOLATION TEST RESULTS
Three (3) percolation tests were performed in the clays at locations shown
as P -1 through P3 on Figure 1. The fast rates measured in our P -2 are likely due
to localized anomalies In the subsoils such as sand lenses or close proximity of
animal burrows. Percolation rates measured varied significantly in our percolation
borings. Winter conditions may have effected results. We recommend additional
percolation tests in the mid to late spring. Percolation test results are shown on
Figures 6 through 8.
MR. BERNIE HAINES
CTUT 03.2076 5
SURFACE DRAINAGE
Careful attention to surface drainage will be critical to the performance of
foundations and concrete flatwork at this site. Performance of foundations and
concrete flatwork Is influenced by moisture condltlons within the subgrade soils.
Surface grading should cause rapid run -off of surface water away from the building
in all directions. Sprinkler heads should be at least 10 feet from the building and be
directed away from the building. We recommend landscaping that requires no or
minimum Irrigation within 10 feet of the building. The following precautions should
be observed during construction and maintained at all times after the 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. Plastic 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. Geotextlle
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 backflll. Splash blocks or
extensions should be provided at all discharge locations.
LIMITATIONS
Our exploratory borings were spaced to obtain a reasonably accurate picture
of the subsurface conditions. Variations In the subsurface condltlons not Indicated
by our exploratory borings will occur. We should observe the completed excavation
to confirm the soils are as we anticipated from our exploratory borings. Placement
and compaction of fill and backfill should be observed and tested during
construction.
MR. BERNIE HAINES
CTIJT 05-2075 6
L Q I j
Our report Is based on conditions disclosed by our exploratory borings,
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.
This Investigation was conducted In a manner consistent with that level of
care and skill ordinarily exercised by geotechnical engineers 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.
CTL/THOMPSON, IN
Wilson L. "Llv" Bowden..
Professional G •
0'. i rC'i C
Revie -d <
' / o/' 3- n o p
de 2 2'5 A i -x:)
i��Jl
Jo H / ' k '.. . <
Br� ch Mena . ' ;,•,°,1,- F;a,
a :
\T'�T� 7.:SZ'J
LB:JM:cd
(3 copies sent)
MR. BERNIE HAINES
Cn/r OS -2076 7
WAMPLER /HAINES RESIDENCE
Springs
LOT 16, SPRINGRIDGE OM. SITE
GLENWOOD SPRINGS, COLORADO
Vicinity Map
No Scale
Existing
Horse
Arena
Existing
o$ Parking
Area
■ e
n.
TH -2
p Proposed
uliding
Footprint
e ` TH—
TH-3
P -1
•
• Profile
•
P -2
6 P -3
e s
70
ae
Scale: 1 " =100'
LOCATIONS OF EXPLORATORY BORINGS
Job No. OS -2075 Fig. 1
TH -1 TH -2
EI =91 TH -3
EL =98 EI =100
100
1ov-
Planned :"
Basement
95 Floor
Elevation 35/12
■ 32/12 95
r
— �_ 25/12
90
it ■ 19/12 90
■ 16/12 m
c 85 •
B.
85
• 19/12
80 27/12 o•
80
25/12
75
■ 19/12 75
70
70
65
65
No GS-2075 SUMMARY LOGS OF EXP
TH -1 TH -2 TH -3
EI =91 EL =98 EI =100
100 1. /
—
Planned _
Basement
floor -
35/12
95 Elevation 95 —
■ 32/12 _
90 no: 25/12 90
t ■ 19/12 _ s m
■ 16/12 _ _a
c 85 85 - g
o 0
W ■ 19/12 27/12 _ o •
80 80
• 25/12 _
75 75 —
■ 19/12
—
70 70 —
65 65 -
SUMMARY LOGS OF EXF
Job No. GS -2075
1
Profile P -1 P -2 P -3
_0 0 -
- // e —
— �/ // e, le
- /
—5 // 5 — 5
— // — m
— /
•
/ — .e..
— L. -
- —
— 10 10 —
LEGEND:
B Organic sandy clays, soft,
moist, dark brown. (OL)
® Clays, silty to sandy with scattered
gravels, medium stiff to very stiff,
slightly moist to moist, red
brown. (CL)
Drive sample. The symbol 16/12
Indicates that 16 blows of a 140
pound hammer failing 30 inches
were required to drive a 2.5 Inch
0.D. sampler 12 Inches.
NOTES:
1. Exploratory borings were drilled on
February 14, 1997 with a four Inch
diameter continuous flight power auger.
2. Elevations were obtained by assigning
an elevation of EL =100 feet to the
ground surface at our TH -3 location
and are approximate.
3. No free groundwater was found
In our exploratory borings during
our field Investigation.
4. These borings are subject to the
explanations, limitations and
conclusions as contained in this
report.
RATORY BORINGS
Fig. 2
•
7
6
5
4
3
2
1
ADDITIONAL CCIMPRESSiON UNDE
0 - 'CONSTANT PRESSt.E DI TO'
4
7 g�
5
a 6
7
B
0.1 1.0 10 100
APPLIED PRESSURE — KSF
Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 1 06pCF
From TI-1-2 AT 14 FEET NATURAL MOISTURE CONTENT= 5 . 1 %
Swell Consolidation
Test Results
JOB NO. GS -2075 FIG. 3
7
6
5
4
3
2
!!
ADDT±ONAL COMPRESSION UNDER
CONSTANT PFkESSURE DUE: TO WETTING
2
3
4
2
ae 6
0
7
2
0
U
0.1 1.0 10 100
APPLIED PRESSURE — KSF
Sample of CLAY. SANDY (CL) NATURAL DRV UNIT WEIGHT= 108 PCF
From TH -3 AT 9 FFFT NATURAL MOISTURE CONTENT= 4.9 %
Swell Consolidation
Test Results
JOB NO. G5 -2075 FIG. 4
•
NOTE:
SLOPE S DRAIN SHOULD BE AT LEAST 2 INCHES
PER REPORT S BELOW BOTTOM OF VOID AND FOOTING AT
THE HIGHEST POINT AND SLOPE DOWNWARD
TO A POSITIVE GRAVITY OUTLET OR TO
A SUMP WHERE WATER CAN BE
REMOVED BY PUMPING.
BACKFILL
�; { — •1 V — PROVIDE PVC SHEETING CLUED
TO FOUNDATION WALL TO REDUCE
BELOW GRADE WALL MOISTURE PENETRATION
SLOPE ENCASE PIPE IN WASHED REINFORCING STEEL
PER CONCRETE AGGREGATE (ASTM PER STRUCTURAL
OSHA C33. NO 57 OR NO 67). DRAWINGS.
EXTEND GRAVEL TO AT LEAST
1/2 HEIGHT OF FOOTING.
PROVIDE POSITIVE SLIP JOINT
;::k::;: BETWEEN SLAB AND WALL.
COVER GRAVEL WITH FLOOR SLAB
FILTER FABRIC OR
ROOFING FELT. / _. .........:: ::::::.::::::::::::::::•:::.:..
•r ( ;:dii: iirii iirrfi • rrirri: i:: ri.: r.
,..•s: :i ?iF.:i•:ci: ?: ..:,N: ::,::: — FOOTING OR PAO
•�. 2 MINIMUM
8" MINIMUM
OR BEYOND 1:1
SLOPE FROM BOTTOM
OF FOOTING.
(WHICHEVER IS GREATER)
4 — INCH DIAMETER PERFORATED
DRAIN PIPE. THE PIPE SHOULD
BE LAID IN A TRENCH WITH A
SLOPE RANGING BETWEEN
1/8 INCH AND 1/4 INCH DROP
PER FOOT OF DRAIN
EXTERIOR FOUNDATION WALL DRAIN
FIG. 5
.108 NO. GS -2075
SATURATION AND PREPARATION PERCOLATION TEST
DATE: 2/17/97 DATE: 2/18/97
TIME AT START OF SATURATION: 10:00 A.M. WATER IN BORING AFTER 24 HOURS
X YES NO
PERCOLATION TEST RESULTS
DEPTH TO WATER
HOLE DEPTH TIME AT TIME CHANGE PERCOLA-
NUMBER (INCHES) START OF INTERVAL IN WATER TION RATE
INTERVAL (MINUTES) START OF END OF DEPTH (MIN/INCH)
INTERVAL INTERVAL (INCHES)
(INCHES) (INCHES)
P -1 65 9:31 15 31.0 33.25 2.25 7
9:46 16 33.25 33.5 0.25 64
10:02 15 33.5 34.0 0.5 32
10:17 16 34.0 34.5 0.5 32
10:33 17 34.6 34.75 0.25 88
10:50 16 34.75 35.0 0.25 64
11:06 16 35.0 35.0 - -
11:22 15 35.0 35.25 0.25 60
11:37 17 35.25 35.5 025 68
11:64 18 35.5 35.5 - -
12:10 17 35.6 38.0 0.5 34
12:27 18 36.0 36.0 - -
12:43 15 36.0 36.25 0.25 80
Job No. GS -2075 Fig. 6
SATURATION AND PREPARATION PERCOLATION TEST
DATE: 2/17/97 DATE: 2/18/97
TIME AT START OF SATURATION: 10:00 A.M. WATER IN BORING AFTER 24 HOURS
X YES NO
PERCOLATION TEST RESULTS
DEPTH TO WATER
HOLE DEPTH TIME AT TIME CHANGE PERCOLA-
NUMBER (INCHES) START OF INTERVAL IN WATER TION RATE
INTERVAL (MINUTES) START OF END OF DEPTH (MIN /INCH)
INTERVAL INTERVAL (INCHES)
(INCHES) (INCHES)
P -2 55 9:34 14 23.0 28.5 6.6 3
9:48 16 28.5 34.75 6.25 3
10:04 14 34.75 38.25 3.5 4
10:18 17 25.75 30.25 4.5 4
10:35 16 30.25 35.75 6.6 3
10:51 18 35.75 39.0 3.26 6
11:08 15 19.75 25.75 8.0 3
11:23 16 25.75 30.26 4.5 4
11:39 16 30.25 35.25 5.0 3
11:55 16 35.25 39.5 4.26 4
12:11 17 22.75 26.5 3.76 6
12:28 18 26.5 30.5 4.0 4
12:44 15 30.6 34.25 3.75 4
Job No. GS -2075 FIg. 7
SATURATION AND PREPARATION PERCOLATION TEST
DATE: 2/17/97 DATE: 2/18/97
TIME AT START OF SATURATION: 10:00 A.M. WATER IN BORING AFTER 24 HOURS
X YES NO
PERCOLATION TEST RESULTS
DEPTH TO WATER
HOLE DEPTH TIME AT TIME CHANGE PERCOLA-
NUMBER (INCHES) START OF INTERVAL IN WATER TION RATE
INTERVAL (MINUTES) START OF END OF DEPTH (MIN /INCH)
INTERVAL INTERVAL (INCHES)
(INCHES) (INCHES)
1 54.6 9:37 13 20.0 21.0 1.0 13
9:50 16 21.0 21.6 0.5 32
10:06 14 21.6 21.75 0.26 14
10:20 16 21.76 22.25 0.6 32
10:36 16 22.25 22.75 0.6 32
10:53 17 22.76 23.25 0.5 34
11:10 17 23.26 23.5 025 68
11:24 14 23.5 23.6 - -
11:40 18 23.6 23.6 - -
11:57 17 23.6 23.5 - -
12:12 16 23.6 23.5 - -
12:29 17 23.6 23.5 - -
12:45 16 23.6 23.6 - -
Job No. GS -2075 FI9. 8
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July 9, 1997
Mr. Bernie Haines
31 Chaparral Circle
Glenwood Springs, CO 81601
Subject: Additional Percolation Test Results
Lot 16, Springridge Subdivision
Garfield County, Colorado
Job No. GS -2075
Gentlemen:
This letter presents the results of our additional percolation testing at Lot 16,
Springridge Subdivision in Garfield County, Colorado. We performed percolation
testing as part of our geotechnical investigation at the subject site (CTL/Thompson,
Inc. Job No. GS -2075, dated February 25, 1997). Percolation test results at that time
varied significantly and may have been effected by winter conditions.
Test pits were excavated to a depth of approximately 3 feet deep with the
contractors backhoe. A test hole 6 to 8 Inches In diameter was hand excavated an
additional 12 to 18 Inches. The percolation test holes were saturated and
percolation testing performed the following day.
Test results are presented on the attached Figure 1. We recommend using a
design percolation rate of 12 minutes per inch.
We appreciate the opportunity to work with you on this project. If you have
questions, please call.
Very truly yours,
CTL/THOMPSON, INC. Revi= e•
Dan Downing , -.hn ec • •, P.E.
Laboratory /Field Manager : ranch M . ager
DD:JM:cd
(3 copies sent)
CTL /THOMPSON, INC.
CONSULTING ENGINEERS
234 CENTER DRIVE • GLENWOOD SPRINGS COLORADO 81601 • (970) 945.2809
4 STATE OF COLORADO
Roy Romer, Governor
Patti Shwayder, Executive Director oe • o
.,4l.r t
Dedicated to protecting and improving the health and environment of the people of Colorado „ '
4300 Cherry Creek Dr. S. Laboratory Building • s ' 49 •
Oenver, Colorado 80222-1530 4210 E. 11th Avenue • �` r �,'
Phone {303) 692 -2000 Denver, Colorado 80220-3716 '2.- 0 _
13031691.4700 2-•1 / O AUG 1 19 �IoradoDeparutienc
of Public Health
V S e i Reotiei(0 Ill not /J ogdFnvironment
May 17, 1996
if ��
Mr. Jim Bransfield 1 -._ a Trt
District Manager V
Infiltrator Systems Inc. ` I 5 /
1087 South Downing Street \
h
Denver, CO 80209
Dear Jim:
I have reviewed the literature and your calculations with respect !
to the Infiltrator Equalizer 36 chamber. The Equalizer 36 is
hereby approved for use in Colorado in accordance with the
provisions of Section VIII.C. of t Guidelines On Individual
Sewage Disposal Systems.
I concur with your calculations regarding the absorptive area
equiva_ence for the Equalizer 36 chamber. As per your calculations
the ottom are. for each chamber unit is •rovides ia1- *� e-rx ^ >ei •
•= c$r.•t vs are - , •:tr.= -r. cat In and lo;•f113E tam •
- •-• S •ewa 1 area would add a additional 1Z:4• ,
feet for a total absorptive area of 3 .93 square feet per, E qua ize2?
36 unit in a: trench sve . No a i io a relit would be
available for sidewall' bed designs.
Therefore, the Division hereby approves the Equalizer 36 chamber
for use in Colorado at an equivalency of 31.93 square feet unit in
a trench configuration and 20.8 square feet per unit in a bed
configuration. These figures are based on the design
specifications presented in your letter of March 4, 1996. Use and
equivalency approvals are subject to the acceptance of same by
local health agencies.
Sincerely, -
/.y' I /5 e 2 2 -e
. - Gib
Thomas Bennett ffND 8',33 rr ° n
ISDS Program Coordinator
'
xc: Local Health Agencies 3 /, 93 4 -'5 r at' r uL'"`"" .7 4
\ le
fhf Fr A T it. s 27.c T =2-9/ A0 �v,Y . dam ✓.cv+1"^2 -'47i
L^: Coy ,3C. = 3i - 93 vl/ o
•
2
SATURATION AND.PREPARATION PERCOLATION TEST
i
DATE: 6/23/97 DATE: 6/24/97
TIME AT START OF SATURATION: 11:30 WATER IN BORING AFTER 24 HOURS
YES X NO
PERCOLATION TEST RESULTS
DEPTH TO WATER
HOLE DEPTH TIME AT TIME CHANGE PERCOLA-
NUMBER (INCHES) START OF INTERVAL - IN WATER TION RATE
INTERVAL (MINUTES) START OF END OF DEPTH (MIN /INCH)
INTERVAL INTERVAL (INCHES)
(INCHES) (INCHES)
P -1 50.5 2:05 30 4.75 7.75 3.0 10
2:35 30 7.75 9.5 1.75 17
3:05 30 9.5 10.75 1.25 24
3:35 30 10.75 11.5 0.75 40
4:05 30 5.0 6.5 1.5 20
4:35 30 6.5 8.25 1.75 17
5:05 30 6.0 7.75 1.75 17
P -2 51.2 2:07 30 4.0 8.5 4.5 7
2:37 30 4.0 7.5 3.5 9
3:07 30 IL 7.5 10.0 2.5 12
3:37 30 10.0 12.0 2.0 15
4:07 30 5.0 8.0 3.0 10
4:37 30 8.0 10.25 2.25 13
5:07 30 5.25 7.5 2.25 13
P -3 52.75 2:09 30 5.0 13.5 8.5 4
2:39 30 6.75 13.0 6.25 5
3:09 30 4.5 11.75 7.25 4
3:39 30 4.5 11.75 7.25 4
4:09 30 5.0 12.0 6.0 5
4:39 30 4.75 10.75 6.0 5
5:09 30 4.0 9.75 5.75 5
Job No. GS -2075 Fig. 1