HomeMy WebLinkAbout20041534.tiff ENGINEERING GEOLOGY REPORT FOR
' PROPOSED PRAIRIE RIDGE ESTATES
NE 1/4 OF SECTION 8,
TOWNSHIP 7 NORTH, RANGE 67 WEST OF THE 6T" P.M.
WELD COUNTY, COLORADO
Prepared for:
MR. GEORGE CARLSON
C/O TEAM ENGINEERING, ATTN: JEFF COUCH
3468 SHALLOW POND ROAD
FORT COLLINS, COLORADO 80528
DECEMBER 9, 2003
JOB NO. 03-1001
I
I
THOMAS W. FINLEY
' CONSULTING GEOLOGIST
P.O. BOX 7676
LOVELAND, COLORADO 80537
2004-1534
YS
THOMAS W. FINLEY
CONSULTING GEOLOGIST
P.O. BOX 7676
LOVELAND, COLORADO 80537
970-663-7480, (fax) 970-667-9959
December 9, 2003
Mr. George Carlson
C/o Team Engineering, Attn: Jeff Couch
3468 Shallow Pond Road
Fort Collins, Colorado 80528
RE: Letter of Transmittal for Engineering Geology Report for the proposed Prairie Ridge Estates,
Weld County, Colorado
Job No. 03-1001
Mr. Carlson,
As requested, we are pleased to submit the attached engineering geology report for the
proposed Prairie Ridge Estates, Weld County, Colorado. The report provides preliminary data relating
the interaction of existing geologic conditions to the proposed subdivision.
If you have any questions concerning the information provided in this report, please contact our
office.
Sincerely, .‘t OF PBOFE �h,��,
5,t/e• 10518 eg \
a ? AIPG I
Thomas W. Finley, C.P.G. %, �I`• /4.9?
`9r O••• oo�
twf 41.11817448
1.11 0FWONTrse
5 copies sent
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TABLE OF CONTENTS% 5'l
LETTER OF TRANSMITTAL
O„ SCOPE 1
PROPOSED DEVELOPMENT I
SITE CONDITIONS 1
IINVESTIGATION 1
SITE GEOLOGY 2
MINERAL RESOURCES 4
' GEOLOGIC HAZARDS 4
GEOLOGIC IMPACTS ON DEVELOPMENT 4
CONCLUSION AND LIMITATIONS 6
LIST OF REFERENCES 7
FIGURE 1 -VICINITY MAP
FIGURE 2- SITE GEOLOGY AND LOCATION OF EXPLORATORY BORINGS
FIGURE 3 -AREA GEOLOGY
' FIGURE 4-MAP OF SAND, GRAVEL AND QUARRY AGGREGATE RESOURCES
FIGURE 5-SOIL SURVEY MAP
FIGURE 6-LEGEND OF BORING LOG SYMBOLS
FIGURE 7& 8-LOGS OF EXPLORATORY BORINGS
FIGURE 9 THROUGH 11 - SWELL-CONSOLIDATION TEST RESULTS
FIGURE 12 THROUGH 13 -GRADATION TEST RESULTS
SCOPE
As requested, we have conducted this engineering geology report for the subject site. The
purpose of our investigation was to identify site conditions regarding area suitability for the proposed
development as required by the Weld County Planning Department.
PROPOSED DEVELOPMENT
The 135±-acre parcel is situated in the Northeast Quarter of Section 8, T. 7 N., R. 67 W. of the
6'h P.M in Weld County, Colorado. It is proposed to divide the parcel into 9 rural-residential lots
ranging in size from approximately 10 acres and 12 acres, as presented on Figure 2. Domestic water is
to be supplied by public water. Sewer services are to be constructed on-site for each individual
residence.
SITE CONDITIONS
The site is located approximately 8 miles east of Fort Collins, east of County Road 15 on the
south side of County Road 84. The Cactus Hill Lateral is located along the east property boundary
and was dry during our investigation. Most recently, the property had been used as a sheep ranch. An
existing farmhouse and outbuildings are located on the future Lot 1. Slope conditions range from 2%
to 5%. Drainage of the majority of the property is directed to the west to the northwest corner of the
Future Lot 9 where a detention pond is proposed. Drainage from the Future Lot 7 is directed towards
the southwest. Vegetation throughout the property consisted of short grasses.
INVESTIGATION
This investigation was conducted by means of a site reconnaissance and test hole observations
conducted on November 20 and 21, 2003 by the author of this report, a Professional Geologist as
�t,
Engineering Geology Report
Job No. 03-1001
Page 2
— defined under House Bill 1574. Readily available maps and literature by the Colorado Geological
Survey and US Geological Survey were also reviewed for this preliminary evaluation. Refer to the
attached List of References.
SITE GEOLOGY
The area lies in the Colorado Piedmont Section of the Great Plains Physiographic Province.
The Colorado Piedmont is an elongated trough situated adjacent to the Front Range. As mountain
uplifting occurred in Laramide times, increased stream energies at the foot of the mountains resulting
in erosion and scouring, creating the Piedmont. The site also lies in the Denver Basin, a thick
accumulation of Mesozoic sediments, which have been producers of fossil fuels.
Surficial soils at the site consist of sand and silt with varying amounts of clay, which were
— encountered in the upper 3 '/2 feet to 25+ feet in the test holes, as presented on Figures 7 and 8. The
soils exhibit varying strength and swell characteristics. A sample of clayey sand from Test Hole No. 4
exhibited a low swell potential when wetted. Samples of silt and sand exhibited slight collapse
potentials. The Soil Conservation Service (SCS) maps indicate 3 general soil groups; the Kim loam,
the Olney fine sandy loam and Thedalund loam, as presented on Figure 5. Information provided from
the SCS maps and manual are summarized in Table 1. The conditions observed in the field were
generally consistent with the SCS maps.
TABLE 1
GENERAL LIMITATIONS
Soil Slope Geologic Erosion Foundations Onsite Paved
Group (%) Origin Potential Wastewater Roadway
Systems s
Kim loam 1-3 mixed eolian& low moderate— slight moderate-
parent rock low strength low
strength
Kim loam 3-5 mixed eolian& moderate moderate— slight moderate-
Engineering Geology Report
Job No.03-1001
Page 3
parent rock low strength low
strength
Soil Slope Geologic Erosion Foundations Onsite Paved
Group (%) Origin Potential Wastewater Roadway
Systems s
Olney fine 1-3 mixed outwash low slight slight moderate-
sandy
loam low
strength
Thedalund 1-3 shale residuum low moderate- severe— moderate-
loam depth to rock, depth to rock low
low strength strength
Thedalund 3-9 shale residuum moderate moderate- severe— moderate-
loam depth to rock, depth to rock low
low strength strength
Sandstone with siltstone and claystone was encountered below the surficial soils in Test Hole
Nos. 1, 3 and 5 at depths of 9 feet, 3% feet and 9% feet, respectively. The upper 4 to 6 feet was
slightly to highly weathered. The unweathered sandstone exhibits a high bearing capacity. Samples of
the sandstone were not suitable for swell testing. The sandstone with claystone is expected to have
swell potentials ranging from low to moderate based on an Atterberg Limits test and our observations.
The referenced geologic map indicates the sandstone is from the upper transition zone of the Pierre
Shale (Kptz), as presented on Figures 2 and 3.. The Kptz is described as interbedded sandstone and
shale, which is generally consistent with our observations. The Kptz extends to several hundred feet
in this location. No outcrops of the Pierre Shale were observed on the property. There were no faults,
folds or other structural features observed in the field or delineated on the referenced maps in this
area.
Free groundwater was encountered in Test Hole Nos. 1, 2 and 5 at 14 'A, 16 %, 22 feet,
respectively. Ground water levels are expected to fluctuate with irrigation and ditch usage.
Groundwater levels are expected to be influenced mostly by the Cactus Hill Lateral. It is our
understanding that seepage of the lateral has occurred on the future Lot 1. The presence or knowledge
of other seepage areas can be made when water is flowing in the lateral.
pfi
Engineering Geology Report
Job No. 03-1001
Page 4
MINERAL RESOURCES
•
Colorado Geological Survey (CGS) Special Publication 5-B and the referenced geologic map
and the test hole data from this report were reviewed as the primary references for the preliminary
tit- evaluation of sand, gravel and quarry aggregate resources and field verified by the geologist. The
geologic map and CGS publication indicate that this parcel does not lie in any floodplain, stream
terrace or upland sand, gravel or quarry aggregate resource area, as presented on Figure 4. Due to the
lack of aggregate resources, it is our opinion that this property is not economical for commercial
extraction of sand, gravel or quarry aggregate. Oil/gas wells are located in the general area.
GEOLOGIC HAZARDS
The slope analysis map from Colorado Geological Survey-Environmental Geology 6 indicates
the site is located on gentle to moderate slopes, which are generally suitable for most uses.
Underground workings were not indicated on the Geo-Hazard map presented on the Weld County
website and are not known to exist in this area on in the Pierre Shale. This information is generally
consistent with our observations. Our observations did not indicate any areas with signs of active or
past movement of slopes. No slopes greater than 10% were observed. Based on this information, it is
our opinion that there are no geologic hazards on the property. Man-made activities, such as deep
excavations, may create conditions, which could result in gravity-caused geologic hazards.
NT GEOLOGIC IMPACTS ON DEVELOPMENT
YtKS£,
The interaction of the proposed development and the geology of the site will depend on the
types of structures proposed and specific geologic influences. The primary structures to be built are
Engineering Geology Report
Job No.03-1001
Page 5
building foundations, roadways and onsite wastewater systems (OWS).
POT TNDATTONS• The upper soils exhibit low swelling in some areas and a slight collapse potential
in other areas. Soil movement, such as collapse or swelling, can impose pressures to building
foundations and other structures if the structure is not properly engineered. Engineered spread footing
foundations are appropriate where slight collapse or low swell potentials are encountered. Drilled
pier, caisson, foundations may be necessary where potentially swelling rock exists within foundation
influence zones. High bearing loads may supported by the rock when located at reasonable depths.
The presence of ground water may require special methods for placement of concrete in the caisson
borings. Fluctuating ground water levels may be greatest near the Cactus Hill Lateral. A site-specific
geotechnical investigation, which can be used to design the foundation, is recommended for each
structure to determine soil strengths, swell potentials and groundwater levels. Excavations for
foundations, utilities and other structures may need to be protected from caving. Refer to OSHA
standards for the appropriate protection methods.
ROADWAYS• It is our understanding the interior roadway may be paved. A pavement design study
was being prepared in conjunction with this report. Laboratory tests and classifications indicate the
roadway subgrade soils have low plasticity and exhibits low to moderate subgrade support for paving.
One sample had a moderate swell potential whereas the remaining samples did not exhibit swelling.
Swell mitigation of the subgrade or more frequent maintenance of the pavement may be necessary for
part of the roadway. Low strength soils were observed primarily along the north end of the proposed
roadway. Low strength soils may be able to be improved by compaction methods, chemical
stabilization, soil replacement or geotextile design.
• No percolation tests were conducted as part of our
ation. SCS literature suggests slight limitations for septic systems for the most of the site
I groups indicated on the map. Severe limitations due to shallow rock are described in the
Engineering Geology Reporik
" " Job No. 03-1001
Page 6
�«s. Thedalund loam mostly located near the Cactus Hill Lateral. The lot sizes proposed should provide
� S
enough area to be selective in determining areas suitable for "standard"-type OWS on each lot.
Engineered OWS are may be required on some lots due to shallow rock and/or slow percolation.
Site-specific percolation investigations for OWS are required by the County Health Department prior
to issuance of a building permit.
GEE Ofi HA7ARne` The site observations and hazard map did not indicate signs of geologic
hazards caused by gravity, such as landslides, debris flows, rock fall, or unstable or potentially
unstable slopes. Man-made activities could produce conditions, which may result in hazardous
conditions, if not carefully planned. No geologic hazard mitigation is anticipated for this site.
CONCLUSION AND LIMITATIONS
Our study is to be used in aiding in the determination of the compatibility of geologic
2 • conditions and the proposed development. This report shall not be used for the design of structures or
‘"OWS. This study was prelimina
ry in nature and did not include an extensive exploration program for
presence of oil, natural gas, uranium or other mineral resources. Based on existing maps, literature
field data potential sand, gravel and u q any aggregate resources are not believed to exist in
n :` nit quantities. Although no geologic hazards appear to exist in the present condition man-made
'Hvities could result in conditions that could produce hazardous conditions. Site-specific
ethnical and onsite wastewater investigations should be conducted for each lot to develop design
•
a
LIST OF REFERENCES
Johnson, Erin J., and Himmelreich, John W. Jr., 1998, Geologic Hazards Avoidance or Mitigation:
Colorado Geological Survey Information Series 47
Rogers, W.P., Ladwig, L.R., Hombaker, A.L., Schowchow, S.D., Hart, S.S., Shelton, D.C., Scroggs,
D.L., and Soule, J.M., 1979, Guidelines and Criteria for Identification of Land-Use Controls of
Geologic Hazard and Mineral Resource Areas, Colorado Geological Survey Special Publication 6
Schowchow, S.D, Shroba, R.R., and Wicklein, P.C., 1974, Atlas of Sand, Gravel, and
Quarry Aggregate Resources Colorado Front Range Counties: Colorado Geological Survey Special
Publication 5-B
Shelton, D.C., Rogers, W.P., 1987, Environmental and Engineering Geology of the Windsor Study
Area, Larimer and Weld Counties, Colorado, Colorado Geological Survey Environmental Geology 6
Tweto, Ogden, 1979, Geologic Map of Colorado: U.S. Geological Survey
, 1980, Soil Survey of Weld County Southern part, Colorado: U.S. Department of Agriculture
Soil Conservation Service
•
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PROPOSED PRAIRIE RIDGE ESTATES
PART OF THE NE 1/4 SECTION 8,
___f T. 7 N., R., 67 W. OF THE 6TH P.M.
WELD COUNTY, COLORADO•
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,,,t OLORADO FIGURE 1
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J PROPOSED PRAIRIE RIDGE ESTATES
PART OF NE 1/4 SECTION 8,
T. 7 N., It 67 W. OF THE 6TH P.M.
WELD COUNTY, COLORADO
WELD COUNTY ROAD 84
iliNT
Existing farmhouse and
orth II a - outbuildings to remain
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, 4,1 1 ,, Kptz-Creataceous Pierre Shale transition zone. Interbedded sandstone and shale
1s`44 4." 9 -Test Hole
�� -Direction of slope
a,.z_ Contour interval = 10 feet
• -k This drawing was based on a preliminary plat by Team Engineering
3s
.,LLC SITE GEOLOGY AND LOCATION JOB NO. os-1ool
`•LORADO OF EXPLORATORY BORINGS FIGURE 2
PROPOSED PRAIRIE RIDGE ESTATES
PART OF THE NE 1/4 SECTION 8,
T. 7 N., R., 67 W. OF THE 6TH P.M.
WELD COUNTY, COLORADO Illcorth
Scale
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Qp-Quaternary Pediment,arkosic sand&gravel with clay
Kfl-Creataceous lower member Fox Hil f s Sandstone,interbedded silty
sandstone&sandy shale
Kptz-Cretaceous upper transition zone of Pierre Shale,interbedded
sandstone&shale
Based on USES Map 1-687
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LOGICS
.TING, LLC AREA GEOLOGY JOB NO. 03-1001
• FIGURE
D, COLORADO 3
PROPOSED PRAIRIE RIDGE ESTATES
r - PART OF THE NE 1/4 SECTION 8,
T. 7 N., R., 67 W. OF THE 6TH P.M.
I WELD COUNTY, COLORADO
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U-Upland Deposits
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Based on Colorado Geological Survey Special Publication 6-B
• 4.
A LOGICS MAP OF SAND, GRAVEL AND
1, TING, LLC QUARRY AGGREGATE RESOURCES JOB NO. 03-1001
fi�' D, COLORADO FIGURE 4
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PROPOSED PRAIRIE RIDGE ESTATES
PART OF THE NE 1/4 SECTION 8,
T. 7 N., It, 67 W. OF THE 6TH P.M.
WELD COUNTY, COLORADO ilicorth
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Rim loam,3%to 5%slopes
.1 a They fine sandy loam, 1%to 3%slopes
` "!edalund loam, 1%to 3%slopes
,'-._edalund loam,s%to 9%slopes
Soil Survey of Weld County,Colorado-USDA
"'ICS
; , LLC SOIL SURVEY MAP JOB NO. 03-1001
'; OLORADO FIGURE 5
N;
1
I LEGEND OF BORING LOG SYMBOLS
PAVEMENT 1555
1 1 ::.:
o. :... ROADBASE
i av+ i•:• 6/12
_ •.••�� MAN-PLACED FILL % CALIFORNIA SAMPLER*
•
TOPSOIL �II6/12
EP: % CLAY(CL, CH) SPLIT SPOON SAMPLER*
:::: SILT(ML,MH) i
M1 (.
SAND SC, SM,SP, S W)
`, ' COMPOSITE GRAB SAMPLE
1 ; ;; ? GRAVEL
o <, , (GC,GM, GP, GW) 12-4 • I
CLAYSTONE &SHALE '_ GROUND WATER LEVEL
- - WITH DATE OF MEASUREMENT
SILTSTONE �=
C CDC
SANDSTONE DEPTH OF COLLAPSE OR
CAVING OF BORING
r I J LIMESTONE
.51 R
I ,d ;•;•;•; IGNEOUS ROCK
_ DEPTH OF PRAC'T'ICABLE
t.' _y METAMORPHIC ROCK AUGER REFUSAL
rJ WEATHERED *6/12 indicates 6 impacts with a
# SEDIMENTARY ROCK standard penetration hammer to
a ;,,,,,;0 drive the sampler 12 inches.
3 w ....v WEATHERED
*" ~ CRYSTALLINE ROCK
tie 4,` LABORATORY TEST RESULTS
1j? y; GC,GM,GP,GW,SC, SM,SP,SW,ML, MH,CL& %M = Moisture Content
.) .CH are Unified Soil Classification designations. DD = Dry Density(pct)
sification determinations are often assigned based F =Fines (silt and clay passing#200 sieve)
,,n visual/manual methods and experience and may or LL, PI =Liquid Limit and Plasticity Index
;i•ay not be supported by laboratory tests.
,raphic symbols provide general descriptions of soil and rock. Refer to the Logs of Borings for
,, eriptive details not provided in this legend,
•
;, TERRA LOGICS CONSULTING, LLC
LOVELAND, COLORADO JOB NO. 03-1001
�_'- FIGURE 6
•
. LOG OF BORINGS
HOLE NO. 1 2 - 3
• 0d S��� ��f� — 0
fvery sandy
I
I wJ8/12 ,19/12 20/12
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' SAND, fine gram,partly
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SANDSTONE,fine grain,
- with siltstone rttcleystune'-_ 1- _
' 25 25
Test holes drilled on 11-20-03 with a Mobile B-57 rig with 4-inch solid stem auger
I
TERRA LOGICS CONSULTING, LLC JOB NO. 05-1001
I LOVELAND, COLORADO
FIGURE 7
LOG OF BORINGS
TEST HOLE NO. 4 5
0 , 0
//
7..
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/G./..- ..-_-_. L-I L. ....
1114 /// 8/12
%M= 8:9 - ......__
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--- ///
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• PI = 15
15 • �I 43/12
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///
--- SILT,clayey,sand
4/12
20 _ "..
•
20
25
25
Test holes drilled on xx-xx-03 with a Mobile B-57 rig with 4-inch solid stem auger
TERRA LOGICS CONSULTING, LLC
LOVELAND,COLORADO JOB NO. os-lool
FIGURE 8
•
•
SWELL-CONSOLIDATION TEST RESULTS TEST HOLE NO. 1
DEPTH(FT.) 4-5
6 - - - -
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APPLIED PRESSURE-ksf
SAMPLE DESCRIPTION: SILT,clayey, sandy,tr.gravel,stiff,moist,red-brown
DRY DENSITY(pcf) 108 LIQUID LIMIT na PERCENT PASSING
MOISTURE CONTENT(%) 12.6% PLASTICITY INDEX na #200 SIEVE na
•
O. os-1oo 1 TERRA LOGICS CONSULTING. LLC FIGURE 9
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• ��'
� CONSOLIDATION TEST RESULTS TEST HOLE NO. Q
DEPTH(FT.) 14-15
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1 WATER ADDED
0 / _ .
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APPLIED PRESSURE-ksf
SAMPLE DESCRIPTION: SAND,fine grain,clayey,moist,medium loose,brown
DRY DENSITY(pct) 97 LIQUID LIMIT na
PERCENT PASSING
MOISTURE CONTENT(%) 15.8% PLASTICITY INDEX na #Qoo SIEVE na
•
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4001 TERRA LOGICS CONSULTING. LLC FIGURE 10
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SWELL-CONSOLIDATION TEST RESULTS TEST HOLE NO. - 4
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10
ISAMPLE DESCRIPTION: SAND,fine grain,clayey,silty,moist, medium dense,nse,brown •
DRY DENSITY(pcf) 112 LIQUID LIMIT na
MOISTURE CONTENT(%) 13.7% PLASTICITY INDEX na #2 PERCENT 0 SIEVE ASSING
na
•
` ° I• TERRA LOGICS CONSULTING. LLC
FIGURE 11
GRADATION TEST RESULTS TEST HOLE NO. 2
DEPTH (FT.) 4
100 #200 #100 #50 #30 #16 #8 #4 3/8" 3/4" 1-1/2" 3"
•_- -- - - --
0
90 --
80
10
20
70
30
60 40 .
h
0. 50 41
40 _-
60 v
0., 30 0
70
20
- 80
90
I 0
(
100
0.01
0.1 1 10 100
Particle Size in Millimeters
DESCRIPTION: SAND, fine grain, silty, moist, medium loose,
brown to light brown
GRAVEL 0% LIQUID LIMIT na MOISTURE (%) 11.8%
SAND 75% PLASTICITY INDEX na DRY DENSITY(pcf) N/A
FINES 25%
Terra Logics Consulting, LLC
B NO: os-1001 Loveland, Colorado
1. FIGURE 12
GRADATION TEST RESULTS TEST HOLE NO. 4
DEPTH (FT.) 4-5
100 #200 #100 #50 #30 #16 #8 #4 3/8" 3/4" 1-1/2" 3"
0
90
--- _-_10
80
20
70
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0.. 30
- 70
20
80
10 -- 90
0 100
0.01 0.1 1 10 100
Particle Size in Millimeters
DESCRIPTION: SILT, clayey, sandy, slightly moist, hard, light
brown
GRAVEL 0% LIQUID LIMIT na MOISTURE (%) 8.9%
SAND 35% PLASTICITY INDEX na DRY DENSITY (pcf) na
FINES 65%
Terra Logics Consulting, LLC
B NO: 03-1001 Loveland, Colorado FIGURE 13
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