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GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit 1 \ . 2 4 8 J it
109 8th Street SUlte 303 Assessor's Parcel No.
Glenwood Springs, Colorado 81601 a
Phone.(303) 945 -8212 ti
This does not constitute y
INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. 1 (;
PROPERTY '
3775 Chase St.
Owner's Name Darrel & Hattie Hor resent Address Denver. CO 80212 Phone_ 421 -9936 f
System Location 0147 Dolores Circle. Wastbank Mesa. Lot 5. Glenwood Springs t
Legal Description of Assessor's Parcel No. I I
SYSTEM DESIGN y4
Septic Tank Capacity (gallon) Other / / / - 1 I'
(// / / is
• , /i!1 /I i Percolation Rate (mihutes /inch) Number of Sr drooms (or other) 4 / y i (�
I / C. f r . f_ /4. ., 1 C. .. - / l ... C r �/ ��
Required Absorption Area - See Attached / l �; r �' A , /� I I / ✓, a / r r c '
• Special Setback Requirements: r. ✓ / / '' W 1- . � r n - _' 4 / r . - / • i.
Date C /- . ` ry — 7 /- Inspector _. J. ... - .,. I (' - a.. r 4. fLA ,�
FINAL SYSTEM INSPECTION AND APPROVAL (as installed) i
Call for Inspection (24 hours notice) Before Covering Installation 1
f s w4 4Ths t.
System Installer_ /t
Septic Tank Capacity I i!
Q
8
q dt
Septic Tank Manufacturer or Trade Name /!tf -1 ilAOf -. 1%
o
Septic Tank Access within 8" of surface 1 7- 7 67
Absorption Area ! I.S d
Absorption Area Type and /or Manufacturer or Trade Name -S % U . - - - }
4
Adequate compliance with County and State regulations /requirements
Other
3
Date _- hj Inspector 7 ff , '' s q11' t,
RETAIN WITH RECEIPT RECORDS AT CONStRUCTION SITE p
*CONDITIONS: is
1. All installation must comply with all requirements of tht, Colorado State Board of Health Individual Sewage Disposal Systems Chapter j
25, Article 10 C.R.S. 1973, Revised 1984.
2. This permit is valid only for connection to structures which have Cully 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 ($500.00 fine — 6 j ,
months in jail or both). x
t
Applicant: Green Copy Department: Pink Copy
,
Y .r
•
DUALS EW'AQE DISPOSAL SYSTEM APPLICATION
OWNER DARREL AND HATTIE NORGREN
ADDRESS 3775 CHASE STREET, DENVER, CO PHONE (303) 421 -5500
CONTRACTOR ALPINE C.M. INC.
ADDRESS 1111 S. 12TH STREET, GRAND JCT., CO PHONE (970) 245 -2505
PERMIT REQUEST FOR (x) NEW INSTALLATION () ALTERATION O 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).
LOCATDObLQEPRQEOSEI__FAGILLT_Y: COUNTY GARFIELD
Near what City or Town GLENWOOD SPRINGS Lot 5
I.egal Description LOT 5, WESTRANK RANCH P.TI.D.. FTLING NO. 4 RESTIRTITVTSTON
WASTES TYPE: (x) Dwelling ( ) Transient Use
( ) Commercial or Industrial ( ) Non - domestic Wastes
( ) Other - Describe
BUILDING OR SERVICE TYPE: RESIDENTIAL
Number of bedrooms: 4 Number of persons 2
(x) Garbage Grinder (x) Automatic Washer (x) Dishwasher
SOURCE_ND TYPE O[ATER SUPPLY: () WELL () SPRING () STREAM OR CREEK
Give depth of all wells within 180 feet of system:
If supplied by communtty water, give name of supplier:
GROUND CONDITIONS:
Depth to bedrock: N/A
Depth to first Ground Water Table: N/A
Percent Ground Slope: 11%
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: N/A
Was an effort made to connect to community system? N/A
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:
(x) Absorption Trench, Bed or Pit ( ) Evapotranspiration
( ) Underground Dispersal ( ) Sand Filter
( ) Above Ground Dispersal ( ) Wastewater Pond
( ) Other - Describe:
WILL EFFLUENT BE DISCIIARGED DIRECTLY INTO WATERS OF THE STATE? No
PER CnLATI(I•TEST1ilSULIS: (To be completed by Registered Professional Engineer)
v Minutes 35 per inch in hole No. 1 - Minutes 25 per inch in T No. 3
Minutes 37 per inch in Thole No. 2 Minutes per inch in Hole No. _
Name, address and telephone of RPI? who made soil absorption tests: CTL THOMPSON, INC.
234 CENTER DRIVE, GLENWOOD SPRINGS, CO 81601, (970) 945 -2809
Nance, address and telephone of RPE responsible for design of the system:
•
Applicant acknowledges that the completeness of the appliction 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 inusre compliance with
rules and regulations adopted under Article 10, Title 25, C.R.S. 1973, as amended. The undersigned hereby
certifies that all statements make, 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 bre relied on by the local department of health in evluating the same fro purposes of issuing
the permit applied for herein. T 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 e /__>! / , . Date AUGUST 9, 1995
•
L'LEASP DRAW AN AC .11RAT_ILMAPTnYOUILBRDPERTY
•
TO HIGHWAY 82
ROARING FORK
HUEBINGER RIVER
DRIVE •
SITE
N
DELORES CIRCLE _
COUNTY RD. 109
VICINITY MAP
NO SCALE
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SEWAGE DISPOSAL SYSTEM -L- -\ V- A
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LOT 5, FILING NO. 4
WESTBANK RANCH P.U.D.- -
\ \ ., , i
BUILDING ENVELOPE
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. . 40 0 40 80 120
1 .. 1111■1111111.11M■
GRAPHIC SCALE IN FEET
1 INCH = 40 FEET
- - THIS DRAWING IS FOR FINAL PLAT
INFORMATIONAL PURPOSES INDIVIDUAL LOT DETAILS .1:\ HESTBANK RANCH P.U.D. 5
ONI Y, AND IS NOT TO BE ' " 't FILING NO.4 RESUBDIVISION
USED FOR ESTABLISHING A s.0m I °" w•,t in. end. r � v� �
- a ..
LEGAL BOUNDARIES. ". ."J °L."•:•...
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CTL /THOMPSON, INC.,
CONSULTING ENGINEERS n
O
SOILS AND FOUNDATION INVESTIGATION
PROPOSED NORGREN RESIDENCE
LOT 5, WESTBANK MESA RANCH
• GARFIELD COUNTY, COLORADO
•
Prepared For:
Alpine C.M., INC.
1111 South 12th Street
Grand Junction, CO 81501
Attention: Mr. Rob Griffin
• aVs-asas
•
Job No. GS -1585
August 3, 1995
•
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 2
PROPOSED CONSTRUCTION 2
SUBSURFACE CONDITIONS 3
SITE GRADING 3
FOUNDATIONS 4
FLOOR SLABS AND EXTERIOR CONCRETE FLATWORK 5
BASEMENT WALLS 6
SURFACE DRAINAGE 7
PERCOLATION TESTS 7
LIMITATIONS 7
FIGURE 1 - 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
• FIGURES 6 THROUGH 8 - PERCOLATION TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TESTING
•
ALPINE C.M., INC.
cTLlr OS-1585
•
SCOPE
This report presents the results of our soils and foundation investigation for
the proposed Norgren Residence to be built at Lot 5, Westbank Mesa Ranch in
Garfield County, Colorado. We explored the subsurface conditions at the lot to
provide foundation recommendations for the building. This report includes a
description of the subsurface conditions found in our test holes, a recommended
foundation system 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, laboratory testing, 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 sandy clays above 6 to
11 feet of stiff to very stiff, silty to sandy clays above 6 to 10 feet of
medium dense to very dense, clayey to silty sands underlain by dense
to very dense, silty to sandy gravels. No free groundwater was found
in our test holes during our field Investigation.
2. We recommend founding the building on footings bearing on the
native soils. A maximum soil bearing pressure is presented in the
• "Foundation" section.
3. Moisture variations in the subsoils should be limited. Careful attention
should be given to precautions discussed under "Surface Drainage ".
4. A ground surface slope away from the building should be maintained
• at all times to reduce the risk of wetting soils below the foundation.
We recommend landscaping schemes using native vegetation and
requiring minimal irrigation near the building.
•
ALPINE C.M., INC
CTL(T GS-1565 1
•
SITE CONDITIONS
Westbank Mesa Ranch is located In southeast Garfield County, Colorado.
The site Is located on an alluvial terrace in the southwest portions of the Roaring
• Fork River Valley approximately 1 to 2 miles south of Glenwood Springs, Colorado.
Access to the site is via Highway 82 to County Road 109 to Huebinger Drive to
Delores Circle.
• Ground surfaces at Westbank Mesa Ranch slope to the northeast from high
points along a southeast to northwest trending ridge down to and across a relatively
flat upper benched area. Steep northeast facing slopes descend from the upper
benched area to a lower benched area. The original part of Westbank Ranch
•
Development is located adjacent to the site to the northeast with the Roaring Fork
River beyond.
• Lot 5 is on the comparatively flat to moderately sloped upper benched
surface east of Delores Drive. Sage, native grasses and weeds cover ground
surfaces on a majority (south part) of the site. Ground surfaces on parts of the site
on the upper bench slope down to the southwest at grades measured and visually
estimated at 5 to 15 percent and ground surfaces on the north part of the site slope
down to the lower benched area (north) at grades measured and visually estimated
at 30 to 50 percent. The lot is on the edge of the upper bench and the north facing
slopes that drop down to the lower bench. The Roaring Fork Valley bottom is viewed
to the north east. Vegetation is sage, native grasses and weeds on the upper bench
and pinon and Juniper trees with brush and weeds on the north facing slopes below
the bench.
•
PROPOSED CONSTRUCTION
A three story, wood frame, single family residence is planned. The lower
• level will be a walkout basement with slab -on -grade floors. The building exterior will
be a stucco veneer. Maximum excavations for the basement will be 10 feet deep.
ALPINE C.M., INC.
CTLR GS -1585 2
•
For our analysis we assumed foundation loads of between 1,000 and 3,000 pounds
per lineal foot for exterior bearing walls and up to 15 kips for Isolated column
footings. We should be Informed if actual construction is different than described
above to allow re- evaluation of our recommendations and conclusions presented
herein.
SUBSURFACE CONDITIONS
We explored subsurface conditions by drilling three (3) test holes and three
(3) percolation holes at the locations shown on Figure 1. Drilling was directed by
our engineering geologist who logged the test holes and obtained samples for
_ testing in our laboratory. Summary logs of 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 I.
Our test holes penetrated 0.5 feet of organic sandy clays above 6 to 11 feet
of stiff to very stiff, silty to sandy clays above 6 to 10 feet of medium dense to very
dense, clayey to silty sands underlain by dense to very dense, silty to sandy gravels.
No free groundwater was found in our test holes during our field investigation.
SITE GRADING
No part of the building foundation will be on fill, however, fill may be needed
to achieve subgrade elevations for slabs -on -grade floors and exterior concrete
flatwork. Areas to receive fill or bear slabs -on -grade should be grubbed and
stripped of vegetation, debris or other deleterious material. The resulting surface
should be scarified to at least 8 inches deep, moisture conditioned to within 2
percent of optimum moisture content and compacted to at least 95 percent of the
standard Proctor maximum dry density (ASTM D 698). Fill can consist of on -site
soils free of organics, rock larger than 3 Inches in diameter or other deleterious
• material. Fill should be placed in 6 Inch maximum loose lifts, at 2 percent below to
ALPINE C.M., INC
CTL/T GS-1585 3
•
2 percent above optimum moisture content and compacted to at least 95 percent of
ASTM D 698.
We understand that maximum excavations will be 10 feet deep. Excavation
sides should be sloped or braced. Excavated slopes will tend to collapse and
flatten. We believe the sandy to silty clays and clayey to silty sands that occur at this
site 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 recommend
temporary excavation slopes be 1 to 1 (horizontal to vertical) or flatter.
Soils removed from excavations should not be stockpiled at the edge of the
excavations. 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 encountered in our test holes. We do not believe
free groundwater will be encountered in excavations at this site, however, depending
upon cut depths and the time of year water may be present. During spring runoff
• water from snowmelt may develop a perched groundwater table near the ground
surface. If free groundwater is encountered in excavations, temporary excavation
slopes recommended above may not be stable and could fail. We should be
informed Immediately if groundwater is encountered to allow geotechnical input.
•
FOUNDATIONS
In our opinion, the building can be founded with footings bearing on the
native soils. The footings should be designed and constructed with the following
criteria.
1. The footings should bear on the native sous and be designed for a
• maximum soli bearing pressure of 3000 psf. Materials loosened
during the excavation or forming process should be removed from the
footing areas prior to placing concrete;
ALPINE C.M., INC.
CTIJT 05.1555 4
•
2. Foundation walls for continuous footings should be reinforced top and
bottom, to span loose soil pockets. We recommend reinforcing steel
equivalent to that required for a simple span of 12 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 a size of 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 Garfield County is
36 Inches. We recommend contacting the local planning department
to verify the depth of protection required;
5. We should be requested to inspect the completed foundation
excavations to confirm subsurface conditions exposed are as
anticipated from our test holes.
FLOOR SLABS AND EXTERIOR CONCRETE FLATWORK
The lower level floor, garage floors, patios and sidewalks will be slabs-on-
grade. Slabs -on -grade can bear on the prepared subgrade or fill as discussed above
under "Site Grading ". If moisture content Increases significantly In the soils below
slabs -on- grade, cracking of the slabs should be expected.
We recommend the following design and construction details for slabs -on-
• grade:
1. Slabs -on -grade should be constructed directly on the prepared
subgrade or fill as discussed under "Site Grading ". Provision of a
sand or gravel layer increases the possibility of a single source of
water wetting the entire area supporting the slabs and should deleted
• if planned;
2. Slabs should be separated from exterior walls and interior bearing
members with a joint which allows free vertical movement of the slabs;
• 3. Slab- bearing partitions should be minimized. Where such partitions
are required, a slip Joint should be constructed to allow free vertical
movement of the slabs;
ALPINE C.M., INC.
CTL(T MOM 5
•
4. Door Jambs, sheet rock and other construction details should be
constructed to allow vertical movement of slabs -on -grade floors;
5. Eliminate undersiab plumbing as much as possible. Where such
plumbing Is unavoidable, It should be pressure tested before the slabs
are constructed;
6. Plumbing and utilities should be constructed with a joint which allows
slabs to move freely;
7. All connections between furnaces and duct work should be provided
with a flexible connection to allow free movement in the event of slab
movement.
The above precautions will not prevent movement of the slabs -on -grade floors in the
event the soils become wet, they will reduce the potential damage when movement
occurs.
BASEMENT WALLS
Foundation walls will be subject to lateral earth pressure. These walls are
restrained and cannot move, therefore, they should be designed for the Hat rest"
lateral earth pressure. Assuming on -site soils will be used as backfill, we
recommend using an equivalent fluid density of 50 pcf to calculate 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, snow melt, irrigation) frequently
•
flows through the backfill adjacent to foundation walls and collects on the surface
of the undisturbed soils occurring at the bottom of the foundation excavation. This
can cause damp or wet conditions In the basement and wetting of below foundation
• soils.
To reduce the risk of accumulation of water we recommend a foundation
drain. The drain should consist of a 4 inch diameter open joint or slotted P.V.C. pipe
• encased in free draining gravel. The drain should lead to a positive gravity outfali.
A typical foundation drain detail is shown on Figure 5. Backfili placed adjacent to
ALPINE C.M., INC
CTL(r 08-1585 6
•
V
_ foundation walls should be moisture treated and compacted to at least 95 percent
of standard Proctor maximum dry density (ASTM D 698).
SURFACE DRAINAGE
The performance of foundations and concrete flatwork la influenced by the
moisture conditions in the subsoils. Wetting of below foundation soils can be
reduced by planned and maintained surface drainage. Wetting or drying of the open
foundation excavation should be avoided. The ground surfaces surrounding the
building should be sloped to provide rapid run -off of water away from the building
in all directions. We recommend a slope of at least 12 inches In the first 10 feet.
We recommend that landscaping be with native vegetation which requires little or
•
no irrigation water. If sod and landscaping shrubbery is to be part of the landscaping
scheme near the building we recommend no irrigation sprinkler heads be within 5 0 '�
feet of the building and they should be directed away from the building. We �•
recommend sod not be placed within 5 feet of the building. Where Irrigation is
•
required within 5 feet of the building, Irrigation should be by hand watering. Roof
downspouts and drains should discharge well beyond the limits of all backfill.
Splash blocks or downspout extensions should be provided at all discharge
• locations.
P RCOLATION TESTS
• We performed percolation tests in our percolation holes P -1 through P -3.
e
Based on our test results standard percolal n fiPk s are appropriate. We
recommend uslna a design percolation rate 40 min /inch) Percolation test results
are presented on Figures 6 through 8.
• ....,
UMITATiONS
• Our test holes were spaced to obtain a reaso 4 ly accurate picture of the
subsurface. Variations In the subsurface conditions not dicated by our test holes
ALPINE C.M., INC
CTL/T GS•1585 7
•
will occur. We should observe the completed excavation to confirm the soils are as
anticipated from our test holes.
Our report was 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.
This investigation was conducted in a manner consistent with the 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.
•
Very truly yours,
CTL/THOM� N�
Wilson L. "Liv" Bowden
Engineering .IGI )
•
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Rev)ewecj
•
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Jo = P. `7
13 inch Mart i; ; . •����`f�
L NF
LB:JM:cd
(3 copies sent)
NV
ALPINE C.M., INC
CTLR 081585 8
•
PROPOSED N0RGREIN RESIDENCE
LOT 5, W EST BAN K M1:-A RANCII
GARFIELi) COUNT) , ('01,0RADO
TO HIGHWAY 82
ROARING FORK
HUES INGER RIVER
is
DRIVE
Y 0 I.
---0 ' Or . ' - - -� SITE
�� ` \.,\
\� _ DELORES CIRCLE _
-�- �"-- COUNTY RD. 109 \ %lar . ii:ar___, ___
�___ ` VICINITY MAP
NO SCALE
6240 62 30_
�— _ -- __
\ A � - - _ _ ma 'r ' 60
TH -2
I \ ` ` • _ h 2 0
' I II\ \ PLAN ED B ILDI G
_ I , F 0 P i / /
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\\ . SCALE.: 1" = 60'
,�,
LOCATIONS OF TEST 1101,ES
Job No. GS-1585 Fig. 1
TH -1 TH -2 TH -:
EL =6268 EL =6264 EL =62•
6270
Assumed
— o.. Finished Floor
— Elevation
— 6265
/ • 14/12
/ e
- / //
1 /... tac
— 6260 / /
/�] 10/12
/ II 28/12
o -. / /
a)
k• / / I A
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q 6255 �] 37/12
1 I -- 9. /,%
•W ?>
— 6250 i.' ?•. .•
y.� 13/12 � 1, �
• •0 50/9 i.. Q�
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= 6245 : • r
y
0
i—
P. ‘
6
0
240 ii 0
Ale 7
1 .n=
—
6235
P -1 P - 2 P -3
1 '' ^ 0 p
CD 1 1 <
Cs. - I
q — 2 / 2
i-• 3 / / 3
— 4 4
1 P. ,_ 5 5
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SUMMARY LOGE
4 Job No. GS -1585
62 70 —
6265 —
LEGEND:
•
= ® Clay, sandy, organic, soft, moist, brown. (OL)
6260 — ® Clay, sandy to silty, stiff to very stiff, slightly
moist to moist, brown. (CL)
_ Sand, clayey to silty, medium dense to very
121/12 �= a dense, slightly moist to moist, brown. (SC, SM)
0
6255 — Gravel, silty to sandy, dense to very dense,
p slightly moist to moist, brown. (GM, GP)
-a
rb
•
144/12 — Drive sample. The symbol 14/12 indicates co
that 14 blows of a 140 pound hammer
6250 falling 30 inches were required to drive
a 2.5 inch O.D. sampler 12 inches.
•
6245 —
NOTES:
1. Test holes were drilled on July
15, and August 1, 1995 with a
4 inch diameter continuous flight
power auger.
6240 —
2. Elevations were obtained from
topographic mapping prepared by
Jerome Gamba & Associates, Inc
and are approximate. •
6235 — 3. No free groundwater was found
in our test holes the day of drilling.
4. These test holes are subject to
the explanations, limitations and
conclusions as contained in this
report.
OF TEST HOLES
Fig. 2 1
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AQDIT1IO. L COMPRESSIbN UNDER 1
I I �� ( , 1CON5TAN TiPRESSUR - D9 TO WET
1 ,i
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1
• 1
Ii I
I 1 1 1
'1
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be Z 6 I - I l
O . . 1 ' : 0
I
• 2
0 8 ,.
0.1 1.0 10 100
APPLIED PRESSURE — KSF
Sample of CLAY. SAN (CL) NATURAL DRY UNIT WEIGHT= 97 PCF
• From T1 AT 4 FEET NATURAL MOISTURE CONTENT= _ 5 ' 2 %
Swell Consolidation
• Test Results
JOB NO. GS -1585 FIG. 3
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ADDITIONAL COMPRESSION UNDER '
rONSTANT PRESSURE DUE TO WETTING
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at 6
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At 0
U e, : I I .' 1
0.1 1.0 10 100
APPLIED PRESSURE — KSF
Sample of
CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 91 PCF
• From_ TI AT 9 FEET NATURAL MOISTURE CONTENT= 10.0 %
Swell Consolidation
O JOB N0. GS -1585 Test Results FIG. 4
L
H 1-
1 NOTE:
SLOPE 1
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.
C - BACKFILL
PROVIDE PVC SHEETING GLUED
TO FOUNDATION WALL TO REDUCE
BELOW GRADE WALL MOISTURE PENETRATION.
SLOPE ENCASE PIPE IN WASHED REINFORCING STEEL
PER CONCR AGGREGATE ( PER STRUCTURAL
OSHA C33, NO. 57 OR NO. 67). DRAWINGS.
EXTEND GRAVEL TO AT LEAST
1/2 HEIGHT OF FOOTING.
•
PROVIDE POSITIVE SLIP JOINT
•
•, BETWEEN SLAB AND WALL.
COVER GRAVEL WITH j FLOOR SLAB
FILTER FABRIC OR
ROOFING FELT. # I ,
FOOTING OR PAD
\I. a2 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.
w
EXTERIOR FOUNDATION WALL DRAIN
• JOB NO. GS -1585 FIG. s
PERCOLATION TEST
SATURATION AND PREPARATION
DATE: 7/17/95
DATE: 7/15/95 WATER IN BORINGS AFTER 48 HOURS
TIME AT START OF SATURATION: 1 IYES LINO
PERCOLATION TEST RESULTS
TIME AT TIME DEPTH TO WATER CHANGE PERCOLA
J.
HOLE DEPTH START OF END OF IN WATER TION RATE
START OF INTERVAL
NUMBER (INCHES) INTERVAL INTERVAL DEPTH (MIN /INCH)
INTERVAL (MINUTES) (INCHES) (INCHES) (INCHES)
P -1 43.75 12:55 30 20.50 22.00 1.50 20
1:25 30 22.00 22.75 0.75 40
1:55 30 22.75 23.50 0.75 40
2:25 30 23.50 24.25 0.75 40
• 2355 30 24.25 25.00 0.75 40
30 25.00 25.75 0.75 40
30 25.75 26.50 0.75 4
0
•
•
• JOB ND. GS -1585 1 FIG. 6
PERCOLATION TEST
SATURATION AND PREPARATION
DATE: 7/17/95
DATE: 7/15/95
WATER IN BORINGS AFTER 48 HOURS
TIME AT START OF SATURATION: fl]YES rd NO
PERCOLATION TEST RESULTS
-
TIME AT TIME DEPTH TO WATER CHARGE PERCOLA
HOLE DEPTH START OF END OF IN WATER TION RATE
START OF INTERVAL INTERVAL INTERVAL
NUMBER (INCHES) INTERVAL (MINUTES) DEPTH (MIN /INCH)
(INCHES) (INCHES) (INCHES)
P -2 42 12:55 30 22.00 23.25 1.25 24 ,
1125 30 23.25 24.25 1.00 30
1:55 30 24.25 24.75 1.50 90
2:25 30 24.75 25.50 0.75 40
a 2:55 30 25.50 26.00 0.50 60
w
3:25 30 26.00 26.50 0.50 An
3:55 30 26.50 26.75 0.25 120
•
e
•
•
•
•
FIG. 7
JOB ND. G5 -1585
PERCOLATION TEST
SATURATION AND PREPARATION
DATE: 7/17/95
DATE: 7/15/95
WATER IN BORINGS AFTER48 HOURS
TIME AT START OF SATURATION: 1 IVES [9NO
PERCOLATION TEST RESULTS
TIME AT TIME DEPTH TO WATER CHANGE PERCOLA
HOLE DEPTH START OF END OF IN WATER TION RATE
START OF INTERVAL INTERVAL INTERVAL NUMBER (INCHES) DEPTH (MIN /INCH)
INTERVAL (MINUTES)
(INCHES) (INCHES) (INCHES)
P -3 44 12:55 40 22.00 23.50 1.50 9[1
1:25 30 23 50 24.75 1.25 24
1 :55 30 24.75 25.75 1.00 30
2 :25 30 25.75 27.00 1.25 24
a 2:55 30 27.00 28.25 1.25 24
w -
3:25 30 28.25 29.50 1.25 24
3:55 30 29.50 30.50 1.00 30
•
4
4.
40
•
•
FIG. 8
JOB NO. 65-1585
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•
•
•
•
•
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CTL/Thompson, Inc.
1971 West 12th Avenue
Denver, Colorado 80204
(303) 825-0777
Commercial Testing Laboratories, Inc. •
22 Lipan Street
Denver, Colorado 80223
(303) 825-3207
CTUThompson, Inc.
5240 Mark Dabling Blvd.
Colorado Springs, Colorado 80918 •
(719) 528-8300
CTUThompson, Inc.
234 Center Dr.
Glenwood Springs, Colorado 81601
(970) 945 -2809
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