HomeMy WebLinkAbout2.0 Water IssuesVAN RAND PARK ASSOCIATION
P.O. BOX 248
GLENWOOD SPRINGS, COLORADO 81601
June 2, 1994
Professional Auto Body & Frame, Inc.
0133 Marand Road
Glenwood Springs, CO 81601
ATTN: Ron Perau
RE: Improvements to Lot 2
Van Rand Industrial Park
Dear Ron:
TLJ
JUN 0 3 1994
11
GJELD COUNTY
The Association has examined your request for a sewer tap onto the
Association's central sewage system.
Due to various expansions of existing businesses within the park, we believe
that the existing system is very close to maximum design flow. This is
primary due to a very conservative original flow estimation made in 1974 for
the "build out" flow made by the Eldorado Engineering Company and Duane Van
Why the developer of the park.
We are asking you to contact Mark Bean of the Garfield County Building
Department to discuss the possibility of installing your own county approved
septic system.
If you proceed with your own system, we would advise that you carefully mark
and file an "as -built" drawing. In the event that a "valley -wide" regional
sewer system is made available to the Van Rand Industrial Park it might be
advantageous for ycu to easily connect at that time.
Very truly yours,
David S. Dcdson
President
DSD/db
cc: Mark Bean/Garfield County Building Dept.
file
April 10, 1979
Mr. W. Duane Van Why
P. O. Drawer 428
Glenwood Springs, CO 81601
Dear Duane:
Confirming our conversation in regard to Van Rand Industrial Park.
The preliminary plans requires 50,000 gallons of water storage and three
fire plugs. I discussed this with the Board of County Commissioners on April
2, 1979, and it was the Board's feeling that any change would require an amended
plan and reviewed by the Planning Commission.
As you indicated in our conversation, you would install the other 25,000
gallon storage and the other two fire plugs. When this is completed, please
call this office for an inspection.
Very truly yours,
GARFIELD COUNTY BUILDING DEPARTMENT
W. C. Milner
Department Head
CM/tls
2014 BLAKE AVENUE
GARFIELD COUNTY
ENVIRONMENTAL HEALTH DEPARTMENT
GLENWOOD SPRINGS, COLORADO 81601
November 22, 1978
Mr. W. C. Milner
GARFIELD CO. BUILDING OFFICIAL
2014 Blake Avenue
Glenwood Springs, Colorado 81601
Re: Van Rand Industrial Park Wastewater Treatment System
Dear Bud:
PHONE 945-7255
As per your request as to the status of the above referenced, please be
advised of the following:
The original system was designed by a Registered Professional Engineer
(Eldorado Engineering) as is required by the Garfield County Individual Sewage
Disposal Systems Regulations. The submitted plans and specifications were
approved and Permit #017 issued May 30, 1974 for the construction of said
system.
The records in this office indicate the original subsurface absorption
area received a final inspection as did a replacement subsurface absorption
area installed in September, 1978. Also attached is a copy of a letter regard-
ing the recent repair and alteration to the system.
The records also indicate the aerated treatment unit has not received a
final inspection as is required. Mr. Duane Van Why should be informed of this,
so he can make arrangements with this office or Eldorado Engineering for the
necessary inspection.
Very truly yours,
ENVIRONMENTAL HEALTH DEPARTMENT
L
Edward L. Feld
Department Head
ELF/tls
encls.
October 4, 1978
Mr. W. Duane Van Why
P. O. Drawer 428
Suite C-1 Village Plaza
Glenwood Springs, CO 81601
Dear Mr. Van Why:
Please find enclosed Garfield County Individual Sewage Disposal Systems
Permit #625 issued to your property (Van Rand Industrial Park). This Permit
will provide sufficient documentation that the necessary repairs were completed
in accordance with Garfield County and Colorado State Regulations and also the
plans and specifications of the Registered Professional Engineer.
As per your request regarding the probable cause of the premature failure
of the previous subsurface absorption area, I would have to conclude an over-
loading of the system occurred from excessive water usage which resulted in
flushing tank solids into the absorption area causing it to plug.
In order to prevent another premature failure, I would advise you to review
the water usage of the businesses ,.nd two single family dwellings being serviced
by the wastewater treatment system. You may wish to be particularly observant
for plumbing leaks and the practice being used by United Parcel Service during
the washing of their delivery trucks. In regard to the latter, you may wish to
consider providing an alternate means of reducing wastewater flow to the central
sewage system.
If I may be of further assistance, please contact me.
Very truly yours,
ENVIRONMENTAL HEALTH DEPARTMENT
Edward L. Feld
Department Head
ELF/tls
encls.
THE VAN -RAND CORPORATION
P.O. Box 1305, Glenwood Springs, Colorado 81601
January 17, 1977
Jerry Hartert
Box 850
Glenwood Springs, Colorado 81601
Dear Mr. Hartert,
Reference our telephone conversation regarding the improvement agreement
dated December 23, 1974, between the Van -Rand Corporation and the Board of
County Commissioners: As you know we gave the County a Deed of Trust on Lot 4
in the Van -Rand Business Park as security for the construction of the following
improvements:
1) The Roadway
2) Sewer System
3) Domestic Water System
I just recently realized that our agreement expired September 30, 1976.
I would like to ask that our agreement be extended through the end of this
month. This will give us more than enough time to complete the improvements
as the work is almost finished now.
Thank you for your consideration of this matter.
DVW/sb
Sincerely,
Duane Van Why
April 29, 1975
The Van -Rand Corporation
P. 0. Box 1305
01e:wood Springs, Colorado 81601
Attn: Mr. Duane Van Why
Dear Duane:
I have discussed your proposed lot amendment to the Van Rand
Industrial Park. It is Jerrtl Hartert's recommendation that you
approach the~County Commissioners for an extion from
subdivision. It is more than likely that it will be granted,
but it is their decision.to make.
Very truly yours,
LRS/kay Larry R. Schmueser
Planning Director
ROBERT DELANEY
KENNETH BALCOMB
JOHN A.THULSON
EDWARD MULHALL,JR.
ROBERT C. CUTTER
SCOTT M. BALCOMB
DELANEY & BALCOMB
ATTORNEYS AT LAW
DRAWER 790
GLENWOOD SPRINGS, COLORADO 81601
January 14, 1975
Mr. Larry Schmueser
Garfield County Planner
2014 Blake Avenue
Glenwood Springs, CO 81601
Dear Larry:
C-'i,L 1 r r1.f ,�J
4 151975
GARFiELO CO. PLANNER
818 COLORADO AVENUE
TELEPHONE 945-6546
AREA CODE 303
Re: Van Rand Park Subdivision
Enclosed please find a copy of the recorded Deed of
Trust securing the Subdivision Improvements Agreement dated
October 21, 1974, in the above captioned matter.
Yours truly,
DELANEY & BALCOMB
By
RCC:js
encls.
cc: Gerald Hartert, Esq.
r1 • 0 •
Law Offices
1 Parkison, Richardson & Kemo
811 Colorado Avenue
P. O. Box 698
Willis E. Parkison Glenwood Springs, Colorado 81601
Robert J. Richardson
John L. Kemp
IJuly 8, 1974
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Eldorado Engineering
Glenwood Springs, Colorado 81601
Attn: Jerry Bauer
Re: Van Rand Corporation
Dear Jerry:
In response to your request relating to the ownership of the
water upon use of the above property, I can inform you that the
Ve,n Rand Corporation purchased from one D. E. Roe and Elizabeth Roe
a tract of land lying immediately North of the subject property
which property is improved with a functioning well which produces
potable water in sufficient quantities to serve the proposed complex.
Subsequent to the purchase of the subject property, the Van Rand
' Corporation drilled a dry hole and subsequent to that purchased the
Roe property for the specific purpose of obtaining the well.
I enclose a photo copy of the deed which shows the legal
description. I do not have the recording information, but I am
sure Mr. Van Why can make it available to you if necessary.
Thank you.
Very truly yours,
PARKISON, RICHARDS.N §c,KEMP
3
II /1/L
RJR : e By
.et --
' encl.
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Telephone
945-5474
Area Code 303
Reception Aum it Recorder.
THIS DEED, Made this
of the
D. E. ROE and ELIZABETH ROE
day of
, 19 , between
Arizona
County of , and State of Cod, of the first part, and
THE VAN -RAND CORPORATION
a corporation duly organized and existing under and by virtue of the laws of the State of
of the second part;
WITNESSETH, That the said part ies of the first part, for and in consideration of the sum of
Ten Dollars and other good and valuable consideration, EtOd iR x
Colorado
to the said part ies of the first part in hand paid by the said party of the second part, the receipt whereof is
hereby confessed and acknowledged, ha ve granted, bargained, sold and conveyed, and by these presents do
grant, bargain, sell, convey and confirm, unto the said party of the second part, its successors and assigns forever,
all of the following described real property or parcel of land, situate, lying and being in the
County of Garfield , and State of Colorado, to -wit:
That portion of Lot One (1), Section 6 and Lot One (1), Section 7, Township 7
South, Range 88 West of the Sixth Principal Meridian described as follows:
Beginning at the intersection of the northeasterly right-of-way line of
State Highway No. 82 and the East line of said Lot 1, Section 7, whence the 1/4
corner common to said Section 6 and 7 bears N. 55°44'30" E. 364.51 feet; thence
N. 37°23' W. 426.63 feet along northeasterly right-of-way line of said State
Highway No. 82; thence East 259.03 feet to a point on the East line of said Lot 1,.
Section 6; thence South 339.00 feet along the East line of said Lot 1, Section 6
and Lot 1, Section 7 to the point of beginning.
Excepting, a tract or parcel of land No. 25-A of Colorado Department of
Highways Project No. S 0130 (8) in Lot 1 of Section 6 and Lot 1 of Section 7,
Township 7 South, Range 88 West of the Sixth Principal Meridian, in Garfield
County, Colorado, said Tract or parcel being more particularly described as
follows: Beginning at a point on the South line of Section 6, T. 7 S., R. 88
W., from which the SE corner of Section 1, T. 7 S., R. 89 W. bears S. 19°29'30"
W. a distance of 1,330.0 feet; thence N. 37°25' W. a distance of 279.2 feet'to
the North line of the property; thence West along the North line of the property
a distance of 88.1 feet to the easterly right-of-way line of S. H. No. 82 (May
1964); thence S. 37°25' E. along the easterly right-of-way line of S. H. No. 82
(May 1964) a distance of 279.2 feet to the South line of Section 6, thence East
along the South line of Section 6, a distance of 88.1 feet, more or less, to
the point of beginning.
Also excepting the following: Beginning at a point on the North line of
Section 7,T. 7 S., R. 88 W. from which the SE corner of Section 1, T. 7 S., R.
89 W. bears S. 19°29'30" W. a distance of 1,330.0 feet; thence West along the
North line of Section 7, a distance of 88.1 feet to the easterly right-of-way
line of S. H. No. 82 (May 1964); thence S. 37°25' E. along the easterly right-
of-way line of S. H. No. 82 (May 1964) a distance of 145.0 feet; thence North
a distance of 115.2 feet, more or less, to the point of beginning.
• •
SEWAGE TP,E;TNENT
The two residences and 24 restroom facilities will generate approximately
•2250 gallons of sewage per day at ultimate development, The following
table represents the amount of sewage generated by each particular user:
2 residences -- 4 people per residence -- 100 gallons per person
per day
2 x 4 x 100 = 800 gallons per day
24 restrooms -- 60 gallons per day = 60 x 24 = 1440 gallons per
day
Total = 2240 gallons per day
The developer plans to treat the sewage by the installation of two in-
dividual sewage treatment units, These units shall be of the aeration
type with each having the capacity of treating 1250 gallons per day.
Disposal will be accomplished by the construction of leach field or dispos-
al trench for water percolation into the soil.
Health Department permits for construction of this system have been ob-
tained and construction is underway.
• •
DRAINAGE
There are two watersheds crossing the Van Rand Industrial Park for which
controlling provisions should be made, Figure 1 is a map of these water-
sheds which are respectively named Watershed A and Watershed B for iden-
tification purposes,
Watershed A
Watershed A contains about 41 acres of steep to moderately steep juniper -
pinion covered hillsides sloping toward the west. The watershed enters
the Industrial Park through a 36 -inch diameter corrugated metal pipe under
the Colorado Mountain College road.
Flooding from this small watershed can occur as the result of heavy rain
which may fall in the upstream watershed. A rainfall which would cause
such flooding normally occurs from heavy thunderstorms which often fre-
quent this area during the late summer months. The U.S. Weather Bureau
forecasts that 2.0 inches of rain would fall in this area during a 100
year frequency rainstorm of 6 hour duration. Utilizing the rational method
for flood prediction which is applicable to small watersheds such as this
and applying a runoff coefficient of 0.20, a 100 year flood of 24.4 c.f..s.
was predicted. Utilizing a method for flood prediction on rural water-
sheds developed by the Soil Conservation Service, a 100 year flood fre-
quency flood of 22,6 c..f.s. was determined.
• •
The flooding from Watershed A will be carried across the Industrial Park
by a small drainage ditch, A section of this ditch and its proposed lo-
cation are shown on the preliminary plat.
Watershed 8
Watershed 8 contains about 594 acres of juniper, pinion, sage and grass
covered terrain, and slopes toward the west with some steep to moderately
steep slopes. The highest point in this watershed is about 7120 feet near
Colorado Mountain College and the lowest point is 6040 feet at the In-
dustrial Park.
Major runoff from this watershed will be due to heavy rainfall occuring
upstream from the Industrial Park. Utilizing the 2.0 inches for a 100
year, 6 hour duration, frequency storm on the upstream watershed and the
Soil Conservation Service method for runoff prediction, the 100 year flood
was computed to be approximately 450 c.f.s,
This flow can be carried across the development property by the construc-
tion of a drainage ditch within an easement along the southerly portion
of the property. The cross-section and location of this ditch are shown
on the preliminary plat, A large stilling basin will be constructed for
calming .the runoff before the water enters the ditch along the Highway
82 access road.
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REFERENCES
1. Special Studies Branch, Office of Hydrology, Weather Bureau, Environ-
mental Science Services Administration, U.S. Department of Commerce.
1967.
2. S.C.S. National Engineering Handbook, Section 4 - Hydrology, Soil
Conservation Service, U,S, Department of Agriculture.
3. Lindsey & Franzini, Water Resource Engineering, Second Edition, 1972.
n rl. r
ION
Date 1 July 1974
Computed By D.R.J.
Checked By
i,-2ct Van Why Industrial Park (#73060) State
Location: Sec 7 Tin. 7S Range 88W r'° 6th
Forest Rgr. Dist.
St -ream Unnamed - near CMC road
Colorado
_• _hu Lary to Roaring Fork River
Cass of !1•.._i Hazard. Rating
Het or D2 .
___d 'h
1 2 • 3
Hours CFS ; Inches •
Flows
1 0 0
2 I .277 1.05 '
3 .555 1 4.88
t i } 1
.83 ; 9.06 1
t
4
5 ; 1.11 11.1
0.064 (SG
,6 1.39 ' 12.0
0.067 Hr. Storm Duration 6
_in all Criteria 100 year storm
7 1.66
Er. i t
'8 1.94
7:-o'nt Rainfall 2.0
A jus ted Rainfall:
Areal: Factor 1.0
Duration: Factor 1.0
isture Condition II
Runoff Cur -ye Io. 60
1.2
17.1-
12.7
2.4
12.7
9 ; 2.22 1 12.8
in:
10 2..50 '12.8
1
;
2.0 in. 11i 2.77 15.2
2.0 in.
ogre.ph Family No. 5
In. c= _Runoff
121 3.05 ; 19.86
13t 3.33
22.6 (Peak)
14 3.60
18.6
15'
3.88 9.3
_�. (Tt = ,.7 T c)
ped Tp 0.469 4. 4.3
3.2 Hr. t
✓ :171 4.44 2.0
t=o/~r) • Coriruted 6.82 used , 6
1e r_ised T. 0.5333 H2.,13 i 4.71 1.1
}
,
'-8). = 58.08 Cr S/In. of Ru o=' 19 4.99 0.49
Rev. 'I p __..# t
•2ClI 5.27 0.21 3 }
=)( )) = 69.7 CFS. (Hy .rograrh Peak Hate)
''/n�11 v= D.A.) 21E 5.55 .07 t i
-22 5.82 y s r
•r-
} Ff
�3` ; 1
i
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1
21. !
:251
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Date 1 July 1974
i[ DROG APS CO2•1PUTATIO Computed ted By D.R.J.
Checked By
3
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t':'Ojeet Van Why Industrial Park (rr73060)State Colorado t s,'
_.. i ours CFS 4 Inches ,
Lc ation: Sec 7.,n. 7S Rane 88W pm 6th r-� Flaws;
1 0 0
Forest Raz-. Dist.
.15 27.9
S:,_eam Unnamed - near CMC road (B)
i
3 .31 ;131
Tributary to Roaring Fork River s
4 0.46 ,195
C! as o of R -: I HP- aa_ d Rating 4
T 0.928l) 5 0.62 ; 219
�- - L aina ;,� (So 1'
o� ... �•----tee Area i
o 1 0.77 . 230
iro ra h
Tc 0.362 IL:. Storm Duration
Rainfall Criteria 100 year storm
7 J 0.92 ' 236
Hr.
Point Rainfall 2.0
Adjusted Rainfall:
Areal: Factor 1 , 0
Duration: Factor 1.0
. oisture Contrition II
Runoff Curve `:o. 0.55
1.1
2.0 i
2.0 in.
^,.
�iyj-�.r OT3_ �1 Family �-tIly T'!O.
Computed Wp
0
2.3 -=-
In. of Runoff
0.253 Br. (To - 3.7 Tc)
(To/TD): Cori .sited 9.07 ; Used 10
Revised Tr, 0.23
Hr.
c._
484A 1952 CFS/In. of Runoff
rT-o
2147 C+,. (hjdroaon re? _Rate)
Rev.
r ,iluy) =
Acre -Ft. (V7- = 53.33 x - ,\x D. .. \)
(Column)1.(t/TD) Rev. Tr, (Colurn)2 = (� /a_ )('; (q )
(Column)3 :'t/ )e
8 I 1.08 238
ir_ 9
1.23 238
10= 1,39 . 240
11 1.54 240
12i 1.70 240
131 1.85 . 249
144 2.00 343
15, 2.16 ; 425
2.31 455 (Peak)
17!
,8;
.19 2.77 ? 58
ti
20€ 2.93
2.47 361
2.62 159
21.5
.211 3.08
10.7
22f 3.24
i23i 3.39
2i
4.29
-- .1064
I
36
.63.6
32
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1 1 .-4\••
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700
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EN P U ST V P L PARK
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DRAINAGE AREAS
VAN RAND LIVDUSTRIAL i'RRK
JULY 1,14174-
73060
ELDORADO ENGINEERING COMPANY CONSULTING ENGINEERS • REGISTERED LAND SURVEYORS
803 COLORADO AVENUE P.O. BOX 669 GLENWOOD SPRINGS, COLORADO 81601 303-945-6917
\n•
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Reception tioe • Recorder.
. .11:1S D ED, Made this
D. E. ROE and ELIZABETH ROE
day of
, 1� / �, b?tween
Arizona
of the County of , and State of C, of the first part, and
THE VAN -RAND CORPORATION
a corporation duly organized and existing under and by virtue of the laws of the State of Colorado
of the second part;
WITNESSETH, That the said part ies of the first part, for and in consideration of the sum of
Ten Dollars and other good and valuable consideration, R.0414A5ix
to the said part ies of the first part in hand paid by the said party of the second part, the receipt whereof is
hereby confessed and acknowledged, ha v,e granted, bargained, sold and conveyed, and by these presents do
grant, bargain, sell, convey and confirm, unto the said party of the second part, its successors and assigns forever,
all or the following described real property or parcel of land, situate, lying and being in the
County of Garfield , and State o; Colorado, to -wit:
That portion of Lot One (1), Section 6 and Lot One (1), Section 7, Township 7
South, Range 88 West of the Sixth Principal Meridian described as follows:
Beginning at the intersection of the northeasterly right-of-way line of
State Highway No. 82 and the East line of said Lot 1, Section 7, whence the 1/4
corner co:uuon to said Section 6 and 7 bears N. 55°44'30" E. 364.51 feet; thence
N. 37°23' W. 426.63 feet along northeasterly right-of-way line of said State •
Highway No. 82; thence East 259.03 feet to a point on the East line of said Lot 1
Section 6; thence South 339.00 feet along the East line of said Lot 1, Section 6
and Lot 1, Section 7 to the point of beginning.
Excepting, a tract or parcel of land No. 25-A of Colorado Department of
Highways Project.No. S 0130 (8) in Lot 1 of Section 6 and Lot 1. of Section 7,
Township 7 South, Range 88 West of the Sixth Principal Meridian, in Garfield
County, Colorado, said Tract or parcel being more particularly described as
follows: Beginning at a point on the South line of Section 6, T. 7 S., R. 88
W., from which the SE corner of Section 1, T. 7 S., R. 89 W. bears S. 19°29'30"
W. -a distance of 1,330.0 feet; thence N. 37°25' W. a distance of 279.2 feet to
the North line of the property; thence West along the North line of the property
a'distance of,.88.1 feet to the easterly right-of-way line of S. H. No. 82 (May
1964); thence S. 37°25' E. along,'the easterly right-of-way line of S. H. No. 82
(May 1964) a distance of 279.2 feet to the South line of Section 6, thence East
along the South line of Section 6, a distance of 88.1 feet, more or less, to
the point of beginning.•
Also excepting the following: Beginning at a point on the North line of
Section 7,T. 7 S., R. 88 W. from which the SE corner of Section 1, T. 7 S., R.
89 W. bears S. 19°29'30" W. a distance of 1,330.0 feet; thence West along the
North line of Section 7, a distance of 88.1 feet to the easterly right-of-way
line of S. H. No., 82 (May 1964); thence S. 37°25' E. along the easterly right-
of-way line of S. H. No. 82 (Nay 1964) a distance of 145.0 feet; thence North
a distance of 115.2 feet, more or less, to the point of beginning.
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• •# 70/
SCHEDULE C
Number
G-02-32-73
The land referred to in this Commitment is described as follows:
A parcel of land situated in Lot 2 of Section 6, also in
Lots 2 and 11 of Section 7, all in Township 7 South, Range
88 West of the Sixth Principal Meridian, lying Southwesterly
of the Southwesterly right-of-way line of a County Road known
as "the college road", Northeasterly of the Northeasterly
right-of-way line of State Highway No. 82, said parcel being
described as follows:
Beginning at a point on the Northeasterly right-of-way line
of said Highway, said point being on the Westerly line of Lot 2
in said Section 7, whence the Northwest corner of said Section 7
bears: N. 78°56'11" W. 450.13 feet; thence North 788.88 feet
along the Westerly lines of Lot 2 in said Section 7 and Lot 2
in said Section 6 to a point on the Southwesterly right-of-way
line of said County Road; thence S.36°27'45" E. 283.17 feet
along the Southwesterly right-of-way line of said County Road;
thence S.41°27'45" E. 636.25 feet along the Southwesterly
right-of-way line of said County Road; thence S.41°19'04" E.
570.80 feet along the Southwesterly right-of-way line of said
County Road; thence S. 00°36'37" W. 278.18 feet to a point on
the Southerly line of said Lot 11; thence West 457.85 feet
along the Southerly line of said Lot 11 to a point on the
Northeasterly right-of-way line of said Highway; thence N.
32°43'00" W. 10.73 feet along the Northeasterly right-of-way
line of said Highway; thence N. 34°03'00" W. 311.40 feet along.
the Northeasterly right-of-way line of said Highway; thence
N. 42°28'30" W. 481.97 feet along the Northeasterly right-of-
way line of said Highway to the point of beginning, except that
parcel conveyed out by Document No. 252915 of Garfield County
records.
COUNTY OF GARFIELD
STATE OF COLORADO
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SCS -CONS -5
REV. 11-73
FILE CODE CONS -14-5
INVENTORY .84 EVA U
REQUESTED BY aei,,?.-7U2 47-2
ASSISTED BY c'7%2h/, '
U. S. DEPARTMENT OF AGRICULTURE
SOIL CONSERVATION SERVICE
INDIVIDUAL
* GROUP
UNIT OF GOVERNMENT/ f
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SITUATION:341,0' /, A..,�
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--4/4.-1-zA,
y//1
SUGGESTED SOLUTION (S):�f/7Z���1-4" F (1 -r))'1/2/
-d-&/'
/'ALO
_, , /t14..,/. tt-'•
if [`
_,+
7,
-r.2_ f,,,
„if?,
�7f-+
.0=1,
/,> / , f _e i•<, r ,--)%
ter_ C
(2/ee _ �': . ,1„, ��. _
tate
,7 c
_�
/, Xg J /t/./-') f j�
I
3,0/
c5.-/
7f/-- , 7/2) i r4-2. a- A7
, /
* Circle appropriate category.
SCS -223 (3-66)
•'14
• CONSERVATION PLAN MO
UNITED STATES DEPARTMENT OF AGRICULTURE SOIL CONSERVATION SERVICE
cooperating with
Conservation District T -
Plan No. Date 1.7Z-4,/ 75/
Operator Scale S'il't 1 (fl1 Acres
Approximate
,! T- -lam ,g/65/
OUR SOIL * OUR STRENGTH
Owner .01//-74/ V4'V
G rRfd
CLD
Photo No._
INN r — ION r rr MINI
To
- Subject to revision
SCS • SOILS - 2C (Rev.)
-71
FILE CODE SOILS -12
on ■ s — — r — — r rr mu am i
0 arf1eL,ct Col Cotbr�i
Rifle' Survey
SOIL SURVEY INTERPRETATIONS.
)
Light e olcrci d.ee;),s ell trained soils; loam texture; cal-
careous, li-ht clay loam to loath subsoil; developing in
:calcareous, rind deposited materials; occurs on the upland
meas DOs'tion2.
ESTIMATED SOIL PROPERTIES SIGNIFICANT TO ENGINEERING
.U. S. DEPARTMENT OF AGRICULTURE
Yapping un
Un:L ERYATjf1 LSERVICE
((JJ1177
SERIES: Potts
STATE: {}
MLRA: 48 Revised 10/72 JF.)ii
CLASSIF: Ustollic Haplargid;
fine -loamy, mixed, ribs is
MAJOR
SOIL
HORIZONS
(INCHES)
CLASSIFICATION
USOA
TEXTURE
UNIFIED
AASHO
COARSE
FRACT.
> 3 IN.
PERCENTAGE LESS THAN 3 INCHES
PASSING SIEVE NO. ---
4
10
40
200
LL
PI
PERMEA—
BILITY
(in./hr)
AVAILABLE
WATER
CAPACITY
(In/In)
501L
REACTION
(pH)
SAL IN ITT
(EC x 10
p2S•C)
SHRINK •
—
SWELL
POTENTIAL
POTENTIAL
FROST
ACTION
0-60
loam
0
100
100
D.6-
2.0' .6-
2.0'
. b_.
DEPTH TO PE ()ROCK CR HARDPAN
DEPTH TO SEASONAL HIGH WATERT.AHLE
Jeep
FLOOD HAZARD:
HYDROLOGIC GROUP
L
1o'
SUITABILITY OF SOH.. AS SOURCE OF SELECTED MATERIAL AND FEATURES AFFECTING USE
GRAVEL; I!n3)li-t-.:,111n
ROADEI II L'
NG SELECTED USE
PON,) RFSERVOIR AREAS
IRRIGATION
f MOANKf4ENTc,DIAES. n^.d LEVE, 5..
TF RPACf-S n,.d DIVERSIONS
Cf!AI•I/,,•r of ( ROPI_AND .,nr, FA TURF
GR.A},`,EH'AATE RA.\YS
LOCAL. ROADS AND STREET S•
._c1):) r at, —
S L iI:;' :.5. of lJ4 C
SEPTIC TANK ABSORPTION FIELDS.
A P i D
^,J^'inn
_ ^
- „toornLR-,
�.. .. ,: l' .'±' r.
•••:•L
n ( �.1)Fle
•{-
.J'
1 _
SHALLOW EXCAVATIONS -SEWAGE
c 1 1 .1.•(':r!r-1,1-.,--It
— l `--A
LAGOONS:
CR,,. r., -^e• 10 ,1
DWELLINGS
.el w: basemen,
blw o ba_,,en., :0.,,
. - •- steepness of slope
CORROSIVITY•
a) uncoated steel
b)concrete
lLr
1('W
"
SANITARY LAND FILL •
('.RENCH TYPE)
NG SELECTED USE
PON,) RFSERVOIR AREAS
IRRIGATION
f MOANKf4ENTc,DIAES. n^.d LEVE, 5..
TF RPACf-S n,.d DIVERSIONS
Cf!AI•I/,,•r of ( ROPI_AND .,nr, FA TURF
GR.A},`,EH'AATE RA.\YS
•
•
i •
N-su.ls-..
(5-e5)
Work Unit
Soil C•t.-....... .....2- .:Ce
Jbte
Soil Series
Y 2p::Z Unit
Stage ._o:-: -- o
."•,oi: .Jr•
Deep drained_C :- .. 5.,.. i; e ._ :o:,.._ In _
he
profile. It L. w:c r: in cc=cr and oecul-e on
alluvial colluvial
Slope
12— :
Land
Cao. Crop Yield ?r?.Q:et_c:s
Unit . 3 3 A 3 '
1,.e6> 1C 2�-w� -y,,J
Land 1
Cap. l Cr-.,, ..1r. Pre.._et _:....
Unit -. A 3 A 3 AA 3
�71e22 �`v—.:L` -iC
I
3 a.^.be Site
Total ,-.:.ru 2. Yield, _.xce__. V y`tt _
I
Estimated Annual Yield of ra;e for _e-_
Woodland or Windbreak Suitability
-. _ _. _ TZL ?:-e`_'SICAL r-.✓ C: -=CAL 0PI: ^_ __„
C1as::_. _cat on = ercer.ta;,e _ _..__ :b Steve r �C_ ea- • nt 1_-� l JJ._ J.� _:-1-
Hori- . !b_1. t
zpt,. I . No. 4 3o. 10 No. ,- 233 i C-: :J :=ctent_ 11
US3A
t(ir.ches) _-..-.,e Unified P.ASd) ,4.7 -_. 0. _ .-- 0.0 ma. her ".:-..1.n.I
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
ST1TABILITY OF SOIL AS A :..E=OE MATERIAL
Soil Series•
RE=CE MATERIAL SUITABILITY
Topsoil
C. o •
Sand
Gravel
Roadfill
:mpermeable
Core Material
LIMITATIONS AND FACT.DRS AFFECTIO THE USE OF SOIL
RATING
LIM:TING FAO2ORS
Traffioways
I
i ',.-.,: ...
.
Light Ind'astrial and
Commercial Bldg. Sites
1 2 7 711 tr.,
!",:r.,:-: '-. ra ..,:. —
Lagoon, Pond, and;
Small Reservoir Areas
I ..:..GC:....I'O.I.E
— ....C.:-..:::::;
of
s 1 or
Low Emban:iments
- ,
-e
Septic '.'.-i
Filter Fields
.
I •
- .! .. -....-:.!.:
!;.--_-: ....
. !;!.: -; !!! -c
. _.,,,
Elt<auvatiQns
!
!
Lawns and Golf
Fairways
-
:naensive Camn
Sizes
Intensive Play
Areas
e - s •-• :DEC
Picnic Areas
Salinity F.ating
OTHER SOIL PILFERT:ES OR EZHAVIO.,. CHA.RACTIE,ESTICS
/ o o
Water Tnble Depth -• •
Frost Heave Potent1L_
Corrosivity, concrete
un:reated :eel
Compressibility or
Bearing
n 20
Frequency of Flooding ----
c:. • - 00:1
1111.
Eli UN 1E1 11M1 111111 111M NEI 1E1 111111 Imo 1.• um a. INN
Toni.. _ve - subjeot to revision
SCS - SOILS - 2C (Rev.)
8.71
FILE CODE SOILS -12
Garfield Count, lorado
Rifle Survey Arl_. (683)
SOIL SURVEY INTERPRETATIONS
Deep well drained loamy soil- relatively light in color ;•;ith
appreciable amounts cf gypsun throughout. It is developing
• on a fan position from outwa,h off of tho nearby gypsum hills.
ESTIMATED SOIL PROPERTIES SIGNIFICANT TO ENGINEERING
U. S. DEPARTMENT OF AGRICULTURE
SOIL CONSERVATION SERVICE
fa -ming Unit: 69-D
SERIES: Zigweid
STATE: pp �7 1TTT'
MLRA: 48l'.1:vised 10/72 t=
CLASSIF-. Ustollic Camborthid;
fins -loamy, mixed, r.esic
MAJOR
SOIL
HORIZONS
(INCHES)
CLASSIFICATION
COARSE
FRACT.
> 3 IN.
.A
PERCENTAGE LESS THAN 3 INCHES
PASSING SIEVE NO. ---
LL
P1
PERMEA-
BILITY
(In./hr)
AVAILABLE
WATER
CAPACITY
(in'In)
SOIL
REACTION
(PM
SALINITY
(EC x 10
P25'C)
SHRINK-
SWELL
POTENTIAL
POTENTIAL
FROST
ACTION
USDA
TEXTURE
UNIFIED
AASHO
4
10
40
i00
0-60
:rery fine
7. andy loai.i
YL
A4
100
100)5-95-'0-65
.63—
2.00
.1(..`-1,
R .3
Ins,,
Low:
Low
DEPTH TO BEDROCK OR HARDPAN:- FLOOD HAZARD: rare
DEPTH TO SEASONAL HIGH WATERTABLE deer) HYDROLOGIC GROUP
SUITABILITY OF SOIL AS SOURCE OF SELECTED MATERIAL AND FEATURES AFFECTING USE
TOPSOIL
Good
GRAVEL;
SAND:
nClr
ROADF ILL.
aau tal.1_J..t
Lair
DFr-ICL UF SOIL LIMITATION
=L ROADS AND STREETS:
i'..1^rate - -
eeDnese o: slope
SEPTIC TANK ABSORPTION FIELDS:
Moderate - FL Zc les;- .' slcroe
'a SEWAGE LAGOONS: e . e !rt•.. 1
i Ioderate-steepness ✓of �',''--7`o tpnermeabilit- `
CORROSIVITY:
a) uncoated steal 7T-�
b)conpae i;cgh
1Nd.
SHALLOW,.�EXCAVATIONS:
6liF;ht
GRASSED WA TE RWAYS
DWELLINGS:
a) w/ basements
b)w/o basements
Moderate ".steepness of : J. ue
SANITARY LAND FILL:
(TRENCH TYPE)
MAJOR SOIL FEATURES AFFECTING SELECTED USE
POND RESERVOIR AREAS
T orate-:.+teelaW^s
MCdera e :gyp. content
of alone; • permeability
(i :
ol2 ., ;. .t` r74.—t`}4Ja,y
IRRIGATION
TERRACES and DIVERSIONS
E.MBANKMENTS.DIKES..nd LEVEES
._..Q%i3m-ca— r_a{c
DRAINAGE nr CROPLAND .+.d PASTURE
GRASSED WA TE RWAYS
•
•
SCS -S(
FILE CODE SOILS -I).
'tentative - subject to revision
SOIL SURVEY INTERPRETATIONS
D r: -ool®rel, stony, moderately deep to deep, t 11 drained r.*.iia j oobbly and
gravelly loam surface (nonoaloarecsuas ), caloareoue gravelly and stony lean
subsoil, over calcareous very oobbly and atony Interiales; oentTnt of coarse
fragments ranges from 35 to 60 percent; occurs am sloping alluvial tans and
valley zsideslopen.
ESTIMATED PHYSICAL AND CHEMICAL PROPER ES
U. S. DEPARTr1EUT OF
SOIL CONSEIWA1.
TURF
VCE
Andresen - Aridio iaplurtoll
l nyr-skeletal, mixed, r :r io
MLRA: ♦ r) 3/7-2
12' to ?b percent slopes
IJOR
L
RIZONS
NCHES)
CLASSIFICATION
COARSE
FRACT.
> 3 IN.
PERCENTAGE LESS THAN 3 INCHES
PASSING SIEVE NO —
LL
PI
PERMEA-
BILITY
(in✓hr)
AVAILABLE
WATER
CAPACITY
(Jr, In)
SOIL
REACTION
(OH)
$ALINITy
(E10
,2 )
SHRINK-
SMELL
POTENTIAL
POTENTIAL
FROST
ACTION
USOA
TEXTURE
UNIFIED
AASHO
4
10
40
200
0-7
gr. lours
ML
A-4
15
7.6
low
lelv
7-16
gr. town
ML
A-4
3'5
8.0
low,
16-40
at. low
SM
A-4
70
8.2
1
DEPTH TO BEDROCK rR HARDPAN greater than 40 inches FLOOD HAZARD: ra re
DEPTH TO SEASONAL HIGH *ATERTAULE do.pp HYDROLOGIC GROUP B
SUITABILITY AND MAJOR FEATURES AFFECTING SOIL AS RESOURCE MATERIAL
Poor to f. .r " ox
top slopes; stone content
GRAVEL. Fair
ilTOPSOIL
lNO. Uneuitable
ROADFILL• Fair - slope, stoniness
DEGREE OF LIMITATION AND MAJOR SOIL FEATURES AFFECTING SELECTED USE
LOCAL ROADS AND STREETS 6170ra .. slope, stoniness
SEPTIC TANK FILTER FIELDS: SSOTOre - R] orn, high pollution
rOtr a inl
SHALLON EXCAVATIONS8TYvr3 .. ;11Opt, stonin+xas
SEWAGE LAGOONS. Severe
DWELLINGS: Severe to modermte - stoniness, slope
CORROSIvITY - UNCOATED STEEL:
RESERVOIR AREA: Slops, permeability, stoninena
coRROSIVITY - coNCRErE:
. .
1
ftZSE. RVO(R EMBANKMENT: ML mud -511tor-j , Istoninnsi
II M= 1 = - 1 N 1- 1 1 1 - 1111 1 -; - I MI
1
1
1
1
1
1
1
1
1
1
1
1
THE VAN -RAND CORPORATION
P.O. Box 1305, Glenwood Springs, Colorado 81601
July 2, 1974
Board of County Commissioners
Garfield County
Glenwood Springs, Colorado 81601
Gentlemen:
The purpose of this letter is to summarize for you our plans
with regard to the Van -Rand Industrial Park located south of
Glenwood Springs on Highway 82.
We have approximately 14.5 acres which is zoned for commercial
development. Out intention is to lease rather than sell property.
We intend to build facilities to suit our tenants and lease the
ground and related improvements on a long term basis.
We have immediate plans for 3 buildings. We have engaged
Eldorado Engineering to assist us in the design of our sewer and
water system, and the overall layout of the entire development.
With regard to the sewer and water system, we have installed a
2500 gallon per day treatment plant and have ordered a 25,000
gallon water storage tank, which is scheduled for delivery within
the next 90 days. The sewer and water system is owned and will
be maintained by the Van -Rand Corporation.
At this time no restrictive covenants are proposed.
Respectfully submitted,
t> -.3z;.
•411
WATER SUPPLY, STORAGE AND DISTRIBUTION
1
Water Supply
1• the Van Rand Industrial Park will consist of two existing residences and
1 twelve lots which will be used for commercial or industrial use. In the
following calculations the assumption that each commercial unit will be
constructed with two restrooms was made:
1 2 Houses at 4 People per House = 8 people
Average Daily Use -- 150 gallons per day = 1200 gallons per day
1 24 Restrooms at 60 gallons per day per restroom or an average of
4 people utilizing each restroom each day = 1440 gallons per day
Total Average Daily Consumption = 2640 gallons per day
1 Peak Day usage to be 1.8 average daily usage = 4752 gallons per
day
1
The development will be furnished a water supply utilizing an existing
1 well on the Industrial Park property. The well is presently equipped with
a submergible pump which is capable of pumping 8 gallons per minute into
1 the development's distribution system. The well has been tested and is
I/ capable of providing the following flow rate:
1 4 gallons per minute = 11,520 gallons per day
or 6768 gallons more than peak daily use.
Chlorination of the well water will take place before it is introduced
into the distribution system.
•
1 Water Storage
The Van Rand Industrial Park will provide water storage for fire protec-
tion and equalization of the distribution system,
1
The Insurance Services Office recommends a storage of 500 gallons per
minute for the type and size of building which will be located in the
Industrial Park. The buildings shall be constructed of non-combustible
material and some provisions for an automatic sprinkler system shall
be provided. The 500 gallons per minute should be provided for a time
period of two hours for optimum fire protection.
The developer will construct a 60,000 gallon tank for fire protection
of the Industrial Park, The first phase of construction will be a 25,000
1 gallon tank and additional storage will be provided as development in-
creases.
Water Distribution
From the well the water will be pumped into the 6 -inch diameter distri-
1 bution line. This distribution line will connect to the water storage
tank and to three fire hydrants which are to be located in the Industrial
Park. These line sizes are of adequate size to provide fire flows.
1
-Rand Corp
P. 0, Box 1305
Glenwood Spgs., Colo;
Personal Service
1
Company
-41/:)ump 812 Bennett Avenue
Glenwood Springs, Colorado 81601
Phone 945-6309 +1/
t ;
10-04-73
Test pump results on well at Roe's property south of Glenwood
Springs, Colorado.
This well is constructed of seven inch casing with the depth at
one hundred and six feet and the static water level at seventy-
five. Well was pumped until water level had dropped to bottom
but, because of the large amounts of sand coming into well at
that depth the water level was returned to it's static level
and pumped at fifteen gallons per minute for eleven hours.
It is my opinion that the well production is a continous
fifteen gallons per minute. If any further information is needed
please contact me. Thank you.
James L. Canaday
4�
L ✓ oti.�i...�;1tt
LJP, IU dUHUIRJH Li17UPtillUillLa
435 NORTH AVENUE i PHONE 242-7513 a GRANO JUNCTION, COLORACO 3130!
1
1
1
I
1
1
1
1
1
1
1
1
1 Nitrite (NO2)
Kielfinhl Nitrogen fNl
Received From:
D.
•
Customer No. Laboratory No. 223 Sample Water
Date Received
.T,zno , in7.
Sample
Conductivity @ 25°C
BOD (5 Day)
COD
DO @ 20°C
Turbidity (JTU)
Color (Co/pt .units)
Odor
Ph
Suspended Solids
Dissolved Solids
Settleable Solids
Volatile Solids
0.0
5.0
5.0
L. 1
L.T. 1
'Zone
7.3
2.6
q78
0.1
84
Total Solids 980
Oil & Grease
Phenols
Pesticides
Sodium (Na)
Calcium (Ca)
Magnesium (Mg)
Chloride (CI)
Sulfate (SO4)
0.01
1?_5
450
Sulfide (HZS)
Sulfite (S03)
Phenol. Alkalinity (CaCO3) 0..0
Total Alkalinity (CaCO3) 25'
Total Hardness (CaCO3) 439
Potassium (K)
3.9
Date Reported
WATER ANALYSIS
June 7,3„2.97/4
. •
Phosphate (PO4) 0.02
Amonia (NH4) n .05
Nitrate (NO3) 1_04'
mmhos/cm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm.
ppm
ppm •
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
nnm
chen and associates, inc.
CONSULTING ENGINEERS
SOIL t FOUNDATION 96 S. ZUNI • DENVER, COLORADO 80223 • 303/744-7105
ENG I NEERING 1924 EAST FIRST STREET • CASPER, WYOMING 82601 • 307/234-2126
PRELIMINARY ENGINEERING GEOLOGY
AND SUBSOIL INVESTIGATION
PROPOSED VAN RAND INDUSTRIAL PARK
STATE HIGHWAY 82
GARFIELD COUNTY, COLORADO
Prepared for:
ELDORADO ENGINEERING COMPANY
803 COLORADO AVENUE
GLENWOOD SPRINGS, COLORADO 81601
Job No. 11,401 July 11, 1974
TABLE OF CONTENTS
CONCLUSIONS 1
SCOPE 1
PROPOSED DEVELOPMENT 1
SITE CONDITIONS 1
GEOLOGIC CONDITIONS 3
SUBSOIL AND BEDROCK CONDITIONS 4
Subsoils 4
Bedrock 4
Ground Water 5
FOUNDATION TYPES 5
ADDITIONAL INVESTIGATION 5
FIG. 1 - LOCATION OF EXPLORATORY HOLES
FIG. IA - SITE AND GEOLOGIC FEATURES
FIG. 2 - LOGS OF EXPLORATORY HOLES
FIGS. 3 and 4 - SWELL -CONSOLIDATION TEST RESULTS
FIG. 5 - GRADATION TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TEST RESULTS
CONCLUSIONS
(1) The proposed development is feasible from an engineering geology
and subsoil point of view if the recommendations discussed are
followed.
(2) It should be feasible in most cases to found lightweight structures
with spread footings.
SCOPE
The results of a preliminary engineering geology and subsoil investigation
at the proposed Van Rand Industrial Park on State Highway 82 about six
miles southeast of Glenwood Springs, Garfield County, Colorado are presented.
The report is preliminary and suitable for general design and planning.
The site, geologic, and subsoil conditions at the site are described and
their expected affect on the proposed construction discussed.
PROPOSED DEVELOPMENT
We understand that the parcel will be developed as an industrial
park. It is anticipated that all buildings will be lightweight and not
have any unusual foundation requirements. The development will be serviced
by a central sewer and water system.
SITE CONDITIONS
The Van Rand Industrial Park is primarily in the NW4 of Sec. 7, T.7S.,
R.88W. State Highway 82 is adjacent to the southwest boundary of the
parcel and a Garfield county road to Colorado Mountain College parallels
the northeastern boundary. See Fig. 1.
2
The site, for the most part, is situated on a moderately sloping
(10) terrace surface which has been graded creating a flatter slope in
the area to be developed. The ground surface slopes down to the southwest,
but the general slope of the terrace surface is to the northeast. There
was a sharp break in the flatter portion of the site where grading has
stopped and a steep slope occurs on the eastern boundary. This is about
a 50 slope and consists partly of cut and partly of fill from the county
road which is about 50 to 75 feet above the site,
The Roaring Fork River is about 1/2 mile to the southwest of the
site and about 60 feet lower. Two small ephemeral drains cross the site
and can be expected to discharge water periodically. Drainage basins
contibuting to this flow are small. One drainage way discharges from
a culvert through the road at the north end of the property and the other
enters the property from the southwest.
Grading operation and some construction had taken place at the time
of our investigation. An access road shown on Fig. 1 was rough graded.
The chlorination and sewage treatment plants were under construction.
Site grading had created fill on the north end of the site varying from
3 to 5 feet in depth. Toward the south varying amounts of fill and cut
had been accomplished to provide a fairly level area. The south end has
not been regraded and is very rugged consisting of a small ridge of basalt
boulders and steep slopes from the gravel pit operations. The gravel
pit located at the southeast corner of the site is inactive. Natural
vegetation consists of scattered sagebrush and cedar on the south end
of the site and the north end of the site is fairly barren where it has
been graded.
3
U. S. Weather Bureau records for Glenwood Springs indicate that the
region has a subhumid continental mountainous climate. The mean annual
precipitation is 18 inches with a mean annual snowfall of 66 inches.
Precipitation is relatively evenly distributed throughout the year. The
mean annual temperature is 48° F. Maximum and minimum mean daily temperatures
for July are 89° F. and 500 F. January mean daily maximum and minimum
temperatures are 37o F. and 10° F.
GEOLOGIC CONDITIONS
The property is on a broad, nearly level to moderately sloping terrace
surface which is one of a number of prominent terrace surfaces occurring
along the Roaring Fork Valley. Several lower terraces occur between the
site and the river and at least two terrace surfaces occur higher than
the site. The terraces are underlain by alluvial soils ranging from clean
sands, gravels, and cobbles to sandy clays with scattered gravel.
Bedrock at the site is the Pennsylvanian age Paradox Formation.
The Paradox Formation consists primarily of interbedded black shale, gypsum,
and salt with occasional limestone beds. Outcrops occur on the northeast
side. The formation is highly deformed due to differential flowage along
salt and gypsum beds. Deformation occurred during the late Cretaceous
and Tertiary age mountain building episode. An inactive fault occurs to
the north of the site..
There are no conditions at the site which would constitute a major
geologic hazard to the proposed development. The steep slopes along the
northeastern boundary of the parcel are stable at present and should remain
so if additional grading is not done and good drainage is maintained.
Expected storm runoff associated with the two secondary drainage ways
crossing the site should be considered during planning and construction.
SUBSOIL AND BEDROCK CONDITIONS
The general subsoil and bedrock conditions at the site were determined
by observation along existing cut slopes and in four test holes. Logs
of the subsoils encountered in the test holes are shown on Fig. 2. Undisturbed
and disturbed samples of typical subsoils were taken and returned to our
laboratory for analysis. The results of these analyses are summarized
on Table I.
Subsoils: The subsoils encountered in the test holes are alluvial soils
ranging from sandy clays with scattered gravel and occasional gravel lenses
to clayey sands and gravels with cobbles and boulders. The coarser grained
clayey sand and gravel is dense and the fine grained sandy clays were
very stiff as indicated by standard penetration tests. These same soils
have been used in grading and also make up the fill.
The sandy clays are slightly expansive and consolidate only slightly
under wetting and loading as indicated by the swell -consolidation tests,
Figs. 3 and 4.
The alluvial soils encountered in drilling extend to below normal
foundation depth.
Bedrock: Bedrock was encountered in Test Hole 2 and is exposed along
the cut slope adjacent to the northeast boundary of the property. Bedrock
consists of steeply dipping shales, limestone, and gypsum. Bedrock strikes
5
generally east -west and dips about 60° toward the south. Similar bedrock
is expected to occur under the site, although it is not expected to be
encountered within normal basement depth.
Ground Water: The soils at the site were dry and no free water was encountered
in the test holes.
FOUNDATION TYPES
In general, it should be feasible to found all lightweight structures
on spread footings placed on the naturally occurring alluvial soils.
Maximum soil pressures are expected to range from 3,000 to 5,000 psf.
Fill below foundations and floor slabs should be properly compacted.
ADDITIONAL INVESTIGATION
This investigation is preliminary and suitable for general design
and preliminary planning. Because of the varied subsoil conditions and
limited scope of subsurface exploration, we recommend that once the building
sites have been determined a foundation investigation be conducted to
determine specific subsoil conditions and foundation design criteria.
If there are any questions or if we can be of further service, please
let us know.
RGM/dlr
CHEN AND ASSOCIATES, INC.
Ralph G. Mock, Engineering Geologist
Reviewed By
Richard .. Hepworth, P. E.
#11,401
• Hole
4
*Hole
2
Hole
•3
PROPOSED WATER
STORAGE SITE
�--� SEWAGE
CHLORINATION' TREATMENT
HOUSE SITE (U.C.)
TO GLENWOD
/ SPRING
*Hole
��— TIE N79°W
45U'
NW CORNER
SEC 7 7.75, R.88W
LOCATION OF EXPLORATORY HOLES
Scale = 1" = 200'
c61 -
TO
CARBONDALE
Fig. 1
IMESTONE &
GYPSUM
z
SHALE &
GYPSUM -
,1 D
RAINAGE
C'( / +
0 Ho 1e
2
c T
OLD
ROAD
Hole •
1
Ste.
C GRADED
ffi
l RED BEDS
CHLORINATION
HOUSE
TO GLENWOID
SPRING
Hole
•
SEWAGE
TREATMENT
SITE (U.C.)
�— TIE N79°W
450'
NW CORNER
SEC 7 7.75, R.88w
SITE AND GEOLOGIC FEATURES
Scale = 1" = 200'
hxx
xx
xxA
CLAYSTDNE
GYPSUM,
TO
CARBONDALE
CEDARS &
BASALT
BOULDERS
Fig. 1A
Typ i ca
0
c
0
1
c
to
w 2
0
0
c
m
a
X
w
CHEN ANL) ASSOCIATES
tea+J' o; 0'y 1;! We,eht = 117.0
Natu7o.1 kt;it•tjtr Gantent 6.0
pct
percent
i
i
` Typi c�l�Msam�(ler of saltly claom Mote j3 at depth 9'c ".
0.1 1.0 o
A P P L I E ii, F^` R Z. `` ... I.; F.0 .. ., * p
•
W0,411.441. 1,104 ONWRIONOME• fillold•d•ri•
Expansion under con9tant rr
upon wetting.
essur:
01
100
i '
4,4;gt.+ 112.9 pcf
t!,.s:r'u: v.. 8.1 percent
' Expansion under constant
pressure upon wett_rng;,
t
sample pf sandy clay from Hole 4 at depth 4'-0".
100
Fig. 3
0
0 1
m
0.
x 2
w
CHEN AND ASSOCIATES
00
APPLIED PRESSURE — kef
0.1
Natural Dry Unit *cant -
Natural Moi stu • Content
1111111 1111111
1111111 11
1111111�
1111111 1111111 11
1111111 11111
1111111 1111111 1
1111111
pcf
percent
10 10
APPLIED PRESSURE — kef
Swell -Consolidation Test Results
100
#11.401
Fig. 4
Natural Dry Unit Weight - 112.1 pcf
Natural Moisture Content a 5.9 percent
under cor4tant
upon 4ttil1g.
Expansion
pressure
i
Typical
semp
a
of
sandy
clay
.
from
Ho
e
4
ajt
cepth 14'-0".
'r
00
APPLIED PRESSURE — kef
0.1
Natural Dry Unit *cant -
Natural Moi stu • Content
1111111 1111111
1111111 11
1111111�
1111111 1111111 11
1111111 11111
1111111 1111111 1
1111111
pcf
percent
10 10
APPLIED PRESSURE — kef
Swell -Consolidation Test Results
100
#11.401
Fig. 4
90
W
v
9
#11,401
10
10
CHEN AND ASSOCIATES
Consulting Soil and Foundation Engineers
HYGROMETER ANALYSIS
SIEVE ANALYSIS
SIEVE ANALYSIS
-81-
LiTwit.TIM(
N *MIR.
READINGS 1
60 MRI *MIN 4 MIN 1 MIN 4
u
•ICD
S 5TANOARO SERIES•q
•60 4x0.30 •16 h
CLEAR
1.y'
L=
SQUARE
OPENINGS
J'
S' 6'
L:
SQUARE
OPENINGS
R
3' 5'6'
somis
-4-1
—yv�'
SS
MAME
■�■1•.
���w
■MMM■_
ME
��■R�
—+ .._
-=10
_�
s
�■wM11
IMS��
-I
60
1
��V—=66611•
_
=!0
R��r■7•
=�41•��
sw
r�
{ r
■MI
70
4w
�■MMMM■IRM■MI
44.•••
1
iiiimmoome
Mom
-1-
�■�MMMM�wMM�■�RR��■�
T
1
v
mama
•
�=Mai
m
1
L
f
1
�.��
-
�67a=♦s
rt
_-._:=
_MIMI
640
.�=_a�7•■r
=
OE
m_
60
Mt
-Z=111�i.==RIMMEME
_
70
MEMa:MEE-MEEI_
4
_
SO =___=='
1
I
—T'r
1
-�
O
s>•66>,w
_
= so
�M■M�■MM■h
T
_w
•-4-=.1■=INS
-- sImis
M■1
�--taion
—M
16.•41=
10,
• 1 009 006 009 019 037 .074 146 297 y590 1 9 2 x36 476 9 52 19.1 l6.1 76.1 127
DIAMETER OF PAR•ICLE IN MILLIMETERS I52
t
I
—t
TTTTT2T
S i -7-T
1 01
IF___,
I 1 1
1
1
1
1! 1
--r----r-
1 1 11
1 I L
I
I
LI III
IT
OI
.00Y
_L
.004 009 09 037 DIAMETER 0i
pL,pp q1 36: 76.1 127
PAR297 QIGLE IN 590 1MILL9 I IME TERS4 E '92 191
5, (7
CLAY IPLASTIGI TO SILT (NON- PLASTIC)
FINE 1 M1<DIOR
FINE
OARSE
COBBLES
GRAVEL
2 %
LIQUID LIMIT
SAMPLE OF
SAND
Sandy Clay
35 %
SILT AND CLAY
PLASTICITY INDEX
FROM
63%
/0
Hole 3 at depth 91-01i
0
0
20
30
0
40 =
4
11-�
60V
1-
s
60 to
706.
90
100
HYGROMETER ANALYSIS
SIEVE ANALYSIS
7i0
MI *MIS
TIME
601404
REA61NGS
*MIN
4M14 item •260
•,DO
u 5
•50
STANDARD
440.30
SERIES410
84
T
'•S 84
CLEAR
►'i
L:
SQUARE
OPENINGS
R
3' 5'6'
somis
-4-1
SS
MAME
■�■1•.
���w
■MMM■_
ME
��■R�
—+ .._
-=10
_�
s
�■wM11
IMS��
60
��V—=66611•
_
=!0
R��r■7•
=�41•��
sw
r�
{ r
■MI
70
4w
�■MMMM■IRM■MI
44.•••
iiiimmoome
Mom
�■�MMMM�wMM�■�RR��■�
v
mama
•
�=Mai
m
�����_I_�■sMr■S7_
=wMEM
�.��
-
�67a=♦s
rt
_-._:=
_MIMI
640
.�=_a�7•■r
=
OE
m_
60
Mt
-Z=111�i.==RIMMEME
70
MEMa:MEE-MEEI_
_
SO =___=='
-�
O
s>•66>,w
_
= so
�M■M�■MM■h
T
_w
•-4-=.1■=INS
-- sImis
M■1
�--taion
—M
16.•41=
10,
• 1 009 006 009 019 037 .074 146 297 y590 1 9 2 x36 476 9 52 19.1 l6.1 76.1 127
DIAMETER OF PAR•ICLE IN MILLIMETERS I52
t
CLAY IPLASTICI TO SILT (NOM -O L9STIC)
FINE ) FIC0 UM
I COARSE—
FINE T CO0
5E
COBBLES
GRAVEL
LIQUID LIMIT
SAMPL.E OF
SAND
/0
SILT AND CLAY
PLASTICITY INDEX
FROM
GRADATION TEST RESULTS
0
••
1-
W
t
1_
z
u
a
Fig. 5
A-2
' • -a
r
I I
I !
-4
0
r-
.0- .0• - tC4
. • . .
Q.o 0
--t- --4----i-----4- --t- --+- --!-------t-- 4- - -t - ,
! : IN)
I ! ! ‘...n • ,
! ! , • ' ;
I ;
, , •
oa
t--4.---t-- - 4- ----t- ---,. - I
VD '
/ I
—4 -4-- —4-- «
1
1
4 •
• z
O >
-1c
c
m
0
H
A8G1V8111NN
-4
c1)
rn
r -
V)
c
(-)
2
u) 0
--4 C
0
D!"-) -o
z
cn
0
r-
0
5
— 10
— 15
20
25
30
#11,401
Hole 1 Hole 2
■ 8/7
um dense, dry brown.
occasional sand and
st, redish brown.
wn.
10/I2d, dry.
icates that 8 blows of a
red to drive the sampler 7 inches.
4 -inch diameter continuous
the time of our investigation.
LORATORY HOLES Fig. 2
— 0
#11.401
5
10
15
20
25
30
Hole 1 Hole 2
Hole 3 Hole 4
:E‹,; -7
// /
8/7 /� 30/12
/i / WC=8.1
✓/ // DD=112.9
// //
//
10/12 20/12
WC=6.0
/ / DD=117.0
// -200=63
//
//
//
//
/' 42/12
//
/
//
//
/
4,7
>0/
05
o`
�i 120/12
/ WC=5.9
✓/ DD=122.1
/ LL=25.8
/ PI=9.0
-200=66
//
/
//
//
/
//
//
/
/
10
20
25
LEGEND:
-7
Fill, silty, sandy gravel to sandy clay, medium dense, dry brown,
Clay (CL) sandy with scattered gravel and an occasional sand and
gravel lense, stiff to very stiff, dry to moist, redish brown.
Sand and gravel (GC), clayey, dense, dry, brown.
Bedrock, interbedded shale and limestone, hard, dry.
Undisturbed drive sample. The symbol'8/7 indicates that 8 blows of a
140 -pound hammer falling 30 inches were required to drive the sampler 7 inches.
Disturbed standard split spoon sample.
Indicates depth of practical rig refusal.
NOTES:
(1) Test holes were drilled June 22, 1974 with a 4 -inch diameter continuous
flight power auger.
(2) No free water was found in the test holes at the time of our investigation.
(3) WC = Water Content (%);
DD = Dry Density (pcf);
LL = Liquid Limit (%);
PI = Plasticity Index (%);
-200 = Percent Passing No. 200 Sieve.
`LOGS OF EXPLORATORY HOLES Fig. 2