HomeMy WebLinkAbout20082736.tiff 14C F
EARTH ENGINEERING
March 5, 2007 CONSULTANTS, INc.
Weld 45-Acre, LLC
c/o Team Engineering
3468 Shallow Pond Drive
Fort Collins, CO 80528
Attn: Mr. Jeff Couch, P.E.
Re: Pavement Design
Moorea Manor
Weld County, Colorado
EEC Project No. 1072030
Mr. Couch:
As requested, Earth Engineering Consultants, Inc. (EEC) personnel have reviewed the
• preliminary geotechnical subsurface exploration information for the referenced project
(Church and Associates, Inc. dated November 27, 2002 and titled "Preliminary
Percolation Test Report, Proposed Moorea Manor North") with regard to providing
pavement section recommendations for the referenced development. Results of our
review and recommendations concerning pavement sections for use on the roadways at
Moorea Manor based on available information are provided with this report.
Moorea Manor is located southwest of Platteville, north of County Road 24% on the west
side of County Road 21'1. The existing portion of the development includes six (6) lots
accessed by Harpenden Lane, an existing gravel surfaced roadway. We understand
Moorea Manor North will include eight (8) residential lots with access for four (4) lots
directly off of Harpenden Lane and, for four (4) lots, access from a new cul-de-sac off of
Harpenden Lane. We understand Harpenden Lane surfacing includes approximately 8-
inches of aggregate base/road base. Both roadways will be improved to asphalt surfaced
roadways.
Three (3) borings were advanced for the Moorea Manor North development during the
• exploration completed by Church & Associates, Inc. The borings were advanced to
4396 GREENFIELD DRIVE EXHIBIT
WINDSOR, COLORADO 80550
(970) 224-1522 FAX (970) 663-0282 /0
2008-2736
Earth Engineering Consultants,Inc.
• EEC Project No. 1072030
March 5,2007
Page 2
depths of approximately 20 to 25 feet. Topsoil was encountered to one foot below
ground surface and was underlain by brown to light brown clayey silty sand and extended
to the bottom of borings TH-1 and TH-2. Weathered claystone with sandstone was
encountered approximately 11 feet below existing ground surface in TH-3. Ground water
levels were observed at approximately 19, 7 and 16 feet below ground surface.
Laboratory testing performed by Church and Associates Inc. indicates the roadway
subgrades consist of non-plastic silty clayey sand. The sand material exhibited low swell
potential with variation on moisture content.
ANALYSIS AND RECOMMENDATIONS
Pavement Subgrade
• In the area of the proposed roadway, all existing vegetation and topsoil should be
removed. After stripping, the pavement subgrades should be scarified to a depth of at
least 9 inches, adjusted in moisture content and compacted to at least 95% of standard
Proctor maximum dry density. The moisture content of the scarified soils should be
within±2% of standard Proctor optimum moisture at the time of compaction.
It is our opinion a composite asphalt (HBP)/aggregate base (ABC) pavement section
could be constructed directly on the conditioned clayey silty sand subgrades. We expect
the existing roadway subgrade in the area of the existing roadway could be used.
Pavement Sections
We expect low volumes of lightly loaded automobile traffic with an occasional trash
truck or heavier truck traffic will use the roadways. A Hveem stabilometer R-value of 5
was assumed for the clayey silty sand subgrade soils.
Based on the exploration and testing performed by Church and Associates, Inc., we
• recommend the pavement sections for the roadways comply with the Weld County
minimum pavement sections of 4-inches of hot bituminous pavement (HBP) underlain by
• Earth Engineering Consultants,Inc.
EEC Project No. 1072030
March 5,2007
Page 3
6-inches of aggregate base course. At the existing roadway, we recommend 4-inches of
hot bituminous pavement (HBP) be placed on existing shaped and leveled aggregate road
base. The HBP should be grading S (75) with PG 58-28 oil. The aggregate base should
be Class 5 or Class 6 base.
Positive drainage should be developed across and away from the pavements to avoid
wetting the pavement subgrades. The pavement subgrades allowed to become wetted
subsequent to construction can result in premature failure of the pavement section.
GENERAL COMMENTS
The analysis and recommendations presented in this report are based upon the data
obtained from the Church and Associates, Inc. geologic exploration report dated
November 27, 2002 and from any other information discussed in this report. This report
• does not reflect any variations which may occur between borings or across the site. The
nature and extent of such variations may not become evident until construction. If
variations appear evident, it will be necessary to re-evaluate the recommendations of this
report.
It is recommended that the geotechnical engineer be retained to review the plans and
specifications so comments can be made regarding the interpretation and implementation
of our geotechnical recommendations in the design and specifications. It is further
recommended that the geotechnical engineer be retained for testing and observations
during construction phases to help determine that the design requirements are fulfilled.
This report has been prepared for the exclusive use of Team Engineering for specific
application to the project discussed and has been prepared in accordance with generally
accepted geotechnical engineering practices. No warranty, express or implied, is made.
In the event that any changes in the nature, design or location of the project as outlined in
this report are planned, the conclusions and recommendations contained in this report
shall not be considered valid unless the changes are reviewed and the conclusions of this
• report are modified or verified in writing by the geotechnical engineer.
Earth Engineering Consultants,Inc.
• EEC Project No. 1072030
March 5,2007
Page 4
We appreciate the opportunity to be of service to you on this project. If you have any
other questions concerning this report, or if we can be of further service to you in any
other way, please do not hesitate to contact us.
Very truly yours,
Earth Engineering Consultants, Inc.
Reviewed by:
•
1 aN Ce(144.. % tt
• Brian Stribley, E.I.T. Lester L. Litton, P.E.
Project Engineer Principal Engineer
•
Feb 27 07 02: 46p SCHAEFER FINANCIAL MGMT 303 770-1041 p. 4
� s
CHURCH & Associates Inc.
•
ENGINEERS&GEOLOGISTS
November 27, 2002
Weld 45-Acre, LLC,Ann: Lee Petrides
c/o Team Engineering, Attn: Jeff Couch
3468 Shallow Pond Road
Fort Collins, Colorado 80528
Subject: Preliminary Percolation Test Report, Proposed Moorea Manor North
W %1 of Section 2, Township 2 North, Range 67 West of the 6th P.M.
Weld County, Colorado
Job No. I5226-L
Mr. Petrides,
As requested, we have conducted preliminary percolation tests as required by the Weld County
Planning Department. The information provided in our report was based on test hole observations by
our office on November 7, 2002 and percolation tests conducted on November 8, 2002. Percolation
• tests are to be conducted on at least 20% of the total number of the lots proposed to comply with
Weld County Planning Department's requirements for developing lots between 1 acres and 5 acres.
PROPOSED DEVELOPMENT
The proposed 45±-acre parcel is to be divided into 8 rural-residential lots, ranging in size from
approximately 4.4 acres to 7.4 acres, as presented on Figure I. Part of-the roadway is shared- with
Moorea Manor to the south and part is to be constructed on site. Domestic water is to be supplied by
a public water system. Sewer services are to be constructed on site for each individual residence.
SITE CONDITIONS
The site is located southwest of Platteville, north of County Road 24% on the west side of County
Road 21%a. The subject site consists of agricultural ground covered with weeds and grasses. Slope
conditions vary from 0% to 5% generally to the east. Oil and/or natural gas wells were observed on
and adjacent to the property. The Lupton Bottom Ditch is located near the west central portion of the
site.
SUBSURFACE CONDITIONS
Three exploratory borings were drilled at selected areas of the site. Two percolation holes were
excavated near Test Holes 1 and 3, each. Surficial soils at the site consist of 9 feet to 25 feet, or more,
of silty and clayey sand. Sandy clay and claystone with sandstone underlie the sand in Test Hole 3;as
presented on Figure 2. Percolation test results indicate percolation rates ranging from 27 minutes per
inch (MPI) to 80 MN with one of the 4 percolation tests with a rate slower than 60 MPI. Free
• groundwater was encountered in the test holes at depths ranging from 7.3 feet to 19.5 feet.
DENVER 4501 Wadsworth Boulevard Wheat Ridge,CO 80033
303.463.9317 Fax:303.463.9321
Feb 27 07 02: 46p SCHAEFER FINANCIAL MGMT 303 770-1041 p. 5
Preliminary Percolation Report
Job No. 15226-L
Page 2
• OWS FEASIBILITY
The subsurface conditions and percolation tests indicates "standard" OWS may be suitable for most
of all of the lots. Drain fields for these conditions may consist of trenches or beds. Trenches are
preferred over beds as they can provide better treatment of wastewater and provide more sidewall
absorption area than beds. One percolation hole indicated a percolation rate of 80 MPI. Engineered
OWS will be required where average percolation rates are slower than 60 MPI. A low-pressure drip
irrigation system (LPDIS) is a cost effective OWS for soil with slow percolation rates. All drain
fields will need to meet required setbacks from the Lupton Bottom Ditch and other features
delineated by County regulations. Shallow ground water levels, which may necessitate mounding of
drain fields, may be encountered near the ditch. Costs of constructing "standard" OWS can range
from $3500 to $5000 and will vary with the number of bedrooms constructed in the home, site
conditions and contractor fee variations. Costs for constructing LPDIS can range from $5000 to
$12,000.Mounding may add 10% to 50%to these costs.
CONCLUSION
Based on the data presented in this report, "standard" OWS appear to be the most appropriate system
for providing wastewater service at this property. However, engineered systems may be required on
the west lots or near the Lupton Bottom Ditch. The county requires site-specific percolation
investigations prior to issuance of building permits. A site plan showing all existing and future
buildings, driveways, corrals and other features to scale should be provided to the Engineer for OWS
site determination and percolation testing.
• If there are questions or we can be of further service,please call the Loveland office.
Sincerely,
:o:.t:^^^
°` p0 REGi
CHURCH &Associates, Irry` P,..•• ••.., S
cQ P` '04( 1<
Barbara L. Dallemand, P)3 °' W
BLD/twf
3 copies sent
•
• • are
PROPOSED MOOREA MANOR NORTH • SCALE
PART OF THEW 1/2 SECTION 2, 1" = 300' o
T. 2 N., R. 67 W. OF THE 6TH P.M. • o
WELD COUNTY,COLORADO ".'
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TH I • - TEST HOLE (2 PERCOLATION HOLES LOCATED NEAR TH-I AND 1+3 EACH)
0
S - OIL/GAS WELL ,
0
• 45.
•
THE LOCATION OF EXISTING AND PROPOSED IMPROVEMENTS SHOWN HEREIN; AND THE WELL AND/OR DRAIN FIELD LOCATIONS
STAKED AT THE SITE; ARE NOT THE RESULT OF A PROPERTY SURVEY. IMPROVEMENT LOCATIONS ARE APPROXIMATE. IT IS
THE PROPERTY OWNER'S RESPONSIBILITY TO DEFINE PROPERTY BOUNDARIES AND ENSURE ALL ONSITE IMPROVEMENTS ARE
LOCATED WITHIN THE PLATTED SITE AND OUT OF INAPPROPRIATE EASEMENTS. ALL SEPARATION DISTANCES ARE TO BE VERIFIED
PRIOR TO EXCAVATION. " •
LOCATION OF EXPLORATORY BORINGS -o
JOB NO. 15226-L AND PERCOLATION HOLES FIGURE 1 Q,
Feb 27 07 02: 46p SCHAEFER FINANCIAL MGMT 303 770-1041 p. 7
TH-1 TH-2 TH-3
D
_ 0
• • -
'•,.1 42/12 j 14/12 . 1 24/12 _
5 WC =5.5 WC = 19.7 • WC=3.2 5
DD = 117 DD =111 -
- 1 • -200=21 -
- • — PI = NP
—10 •; 1 33/12 ] 33/12 . 1 31/12
WC= 10.9 WC =15.0 WC = 12.3 10-
-
DD= 117 • -
w
w-15a.
o •
1 15 O
- 1 ;j 43/12 •-. 144/12 _' 50/7
- 20 WC = 17.9 WC= 16.3 20—
DO =117 -
•
• —25 25
EXPLANATIONS:
TOPSOIL 7- WEATHERED CLAYSTONE WITH
SANDSTONE, MOIST, FIRM, GREY AND
_G YELLOW
SAND,SILTY TO CLAYEY,SLIGHTLY MOIST
TO MOIST, MEDIUM DENSE TO DENSE, CLAYSTONE WITH SANDSTONE, MOIST;
• BROWN TO UGHT BROWN HARD,GREY AND YELLOW
1 INDICATES DEPTH TO FREE WATER AND THE NUMBER OF DAYS AFTER DRILUNG THE
MEASUREMENT WAS TAKEN .
ll6/12 INDICATES THAT 6 BLOWS OF A 140 POUND HAMMER FALLING 30 INCHES WERE
REQUIRED TO DRIVE A 2.5 INCH O.D.SAMPLER 12 INCHES.
NOTES: 1. THE EXPLORATORY BORINGS WERE DRILLED ON 11-7-02 USING A 4-INCH
DIAMETER CONTINUOUS FLIGHT AUGER POWERED BYA OSTRICH D-50 DRILUNG RIG.
2. WC = WATER CONTENT(%) DD= DRY DENSITY(PCF)
-200= PERCENT OF FINES PASSING THE NUMBER 200 SIEVE.
• JOB NO. 15226-L LOG OF EXPLORATORY BORING
FIGURE 2
Feb 27 07 02: 47p SCHAEFER FINANCIAL MGMT 303 770-1041 p. 8
PERCOLATION TEST RESULTS
• PROPERTY OWNER: WELD 45-ACRE LLC
PROPERTY ADDRESS: MOOREA MANOR NORTH
LEGAL DESCRIPTION: PART OF W 1/2 SECTION 2, T.2 N., R. 67 W. OF THE 6TH PM
COUNTY: WELD SIZE OF PROPERTY: 45± ACRES
DIAMETER OF HOLES: 6 INCHES DATE HOLES EXCAVATED: 11-7-02
SOIL SURFACE SCRAPED: YES DATE/TIME OF PRESOAK: 11-7-02, 10:00 A.M.
AMOUNT OF PRESOAK: 2-3 GAL/HOLE DATE/TIME OF PERC TEST: 11-8-02, 9:20 A.M.
DEPTH DEPTH PERC
PERC DEPTH MINUTES START END CHANGE RATE
HOLE (INCHES) (INCHES) (INCHES) (INCHES) (MPI)
I-A 32 30 22.50 25.25 2.75
30 25.25 26.38 1.13
30 26.38 27.25 0.88
30 24.13 25.13 1.00
30 25.13 26.13 1.00
30 26.13 27.00 0.88 34
I-B 33 30 22.75 25.63 2.88
30 25.63 27.13 1.50
30 27.13 28.25 1.13
• 30 24.75 25.88 1.13
30 25.88 27.00 1.13
30 27.00 28.13 1.13 27
3-A 29 30 19.50 20.38 0.88
30 20.38 20.75 0.38
30 20.75 21.25 0.50
30 21.25 21.63 0.38
30 21.63 22.00 0.38
30 22.00 22.38 0.38 80
3-B 27 30 16.25 17.50 1.25
30 17.50 18.50 1.00
30 18.50 19.25 0.75
30 19.25 20.00 0.75
30 20.00 20.75 0.75
30 21.75 22.50 0.75 40
O JOB NO. 15226- . TABLET
Feb 27 07 02: 47p SCHAEFER FINANCIAL MGMT 303 770-1041 p. 9
CHURCH & Associates, Inc.
• ENGINEERS&GEOLOGISTS
ENGINEERING GEOLOGY REPORT FOR
PROPOSED MOOREA MANOR NORTH
PART OF THE W 1/2 OF SECTION 2,
TOWNSHIP 2 NORTH,RANGE 67 WEST OF THE 6 P.M.
WELD COUNTY,COLORADO
•
Prepared for:
WELD 45-ACRE,LLC
ATTN:LEE PETRIDES
CIO TEAM ENGINEERING,ATTN:JEFF COUCH
3468 SHALLOW POND ROAD
FORT COLLINS,COLORADO 80528
JOB NO. 15226-L NOVEMBER 26,2002
•
DENVER 4501 Wadsworth Boulevard Wheat Ridge,CO 80033
CASTLE ROCK 303.660.4358
303.463.9317 Fax:303.463.9321
EVERGREEN 303.816.1455
LOVELAND 970.663.2124
Feb 27 07 02: 47p SCHREFER FINANCIAL MGMT 303 770-1041 p. 10
TABLE OF CONTENTS
SCOPE 1
PROPOSED DEVELOPMENT 1
SITE CONDITIONS 1
INVESTIGATION 1
SUE E GEOLOGY 2
MINERAL RESOURCES 3
GEOLOGIC HAZARDS 4
GEOLOGIC IMPACTS ON DEVELOPMENT • 4
LIMITATIONS 5
LIST OF REFERENCES 6
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- LOGS OF EXPLORATORY BORINGS
FIGURE 7 THROUGH 9- SWELL-CONSOLIDATION TEST RESULTS
FIGURE 10- GRADATION TEST RESULTS
•
Feb 27 07 02: 48p SCHAEFER FINANCIAL MGMT 303 770-1041 p. 11
• SCOPE
As requested, we have conducted this engineering geology report for the proposed Moorea
Manor North, a proposed subdivision to be located in Weld County, Colorado. The purpose of our
investigation was to identify site conditions regarding area suitability for the proposed development
as requested by the Weld County Planning Department.
PROPOSED DEVELOPMENT
The 45±-acre parcel is located southwest of Platteville in the West Half of Section 2, T. 2 N.,
R. 67 W. of the 6`h P.M. It is proposed to divide the parcel into 8 rural-residential lots ranging in size
from approximately 4.4 acres and 7.4 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 3%z miles southwest of Platteville, north of County Road
24%on the west side of County Road 21%. The Lupton Bottom Ditch bisects the west portion of the
property. The property consists of agricultural land which appears to slope from 0%to 4% generally
to the east, without the benefit of a topographic map. Drainage to the east of the site appears to be
impeded by County Road 211/2. Vegetation consisted of grasses and weeds..
INVESTIGATION •
This investigation was conducted by means of a site reconnaissance, test hole observations
and percolation tests condtieled on November 7 and 8, 2002 by the author of this report, a
Professional Geologist as 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.
Feb 27 07 02: 48p SCHAEFER FINANCIAL MGMT 303 770-1041 p. 12
•
Engineering Geology Report
Job No. 15226.-L
Page 2
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 silty and clayey sand, which were encountered in the upper
9 feet to 25+ feet in the test holes, as presented on Figure 6. Sandy clay was encountered from 9 feet
to 13 feet in Test Hole 3. The sand is medium dense to dense and the clay was very stiff both having
moderate strength characteristics. Samples of the sand exhibited no swell potential when wetted.
Claystone with sandstone was encountered below the surficial soils in Test Hole 3. The upper 5 to 6
feet was slightly to moderately weathered. The unweathered claystone exhibits a high bearing
• capacity. A sample of the claystone exhibited a low to moderate swell potential when wetted
The Soil Conservation Service (SCS) maps indicate 3 general soil groups; the Loup-Boel
loamy sand, the Valent sand and the Vona loamy sand, as presented on Figure 5. The soils were
deposited as alluvium, eolium and a combination of alluvium and eolium, which is generally
consistent with the geologic map, as presented on Figure 3. The SCS maps indicate low erosion
potential in all of these groups. The SCS tables suggest severe limitations for building site
development due to wetness and cave of cut-banks in the Loup-Boel loamy sand located along the
Lupton Bottom Ditch_ This is,generally consistent with the groundwater level encountered in Test
Hole 2. The SCS tables suggest severe limitations for building site development due to cave of cut-
banks in the Valent sand. The SCS tables suggest severe limitations for septic systems in the Loup-
Boel due to wetness. Three of our 4 percolation tests indicate percolation rates acceptable for
• "standard"-type onsite wastewater systems(OWS)at the sites tested.
Feb 27 07 02: 48p SCHAEFER FINANCIAL MGMT 303 770-1041 p. 13
Engineering Geology Report
Job No. 152264.
Page 3
• The referenced geologic map indicates eolium and alluvium underlie the property, as
presented on Figure 3. The eolium is described as wind-blown clay, silt and sand. The Broadway
Alluvium is described as sand and gravel deposits by the South Platte River. Bedrock encountered in
the borings consisted of the Laramie Formation(KI). The KI is described as gray claystone and sandy
shale. The KI extends to several hundred feet in this location. No outcrops of the Laramie Formation
were observed on the property. A swell"test indicates the underlying bedrock exhibits a low to
moderate swell potential. 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 all test holes at depths ranging from 7.3 feet to 19.5
feet Ground water levels are ..apected to fluctuate with irrigation and ditch usage. Groundwater
•
levels are expected to be the shallowest along the Lupton Bottom Ditch.
• 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
evaluation of sand, gravel and quarry aggregate resources and field verified by the geologist The
geologic map and CGS publication indicate that the east 2/3rds of the parcel lies in terrace deposits
with probable aggregate resources as presented on Figures 4. Our test holes did not encounter
aggregate that would be considered economically viable. Due to the lack of aggregate resources, it is
our opinion that this property is not economicalbor commercial extraction of sand, gravel or quarry
aggregate. Oil/gas wells are ld ted on and adjacent properties.
GEOLOGIC HAZARDS
Maps indicating geologic hazards were readily available for the property. Our site
• reconnaissance did not indicate any features which would suggest this area is located in a geologic
Feb 27 07 02: 48p SCHAEFER FINANCIAL MGMT 303 770-1041 p. 14
•
•
Engineering Geology Report
•
Job No. 15226-1,
Page 4
• hazard area. No slopes greater than 10%were observed on the property. Based on this information,it
is our opinion that there are no geologic hazards caused by gravity on the property. Excavations made
in the sand may, may create conditions,which could result in unstable slopes and caving cut-banks.
Drainage appears to be directed eastward towards County Road 211/2, where the road
embankment is high_ The potential for flooding on low-lying lots should be considered.
GEOLOGIC IMPACTS ON DEVELOPMENT
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
building foundations, roadways and.onsite wastewater systems(OWS).
FOUNDATIONS. The upper sand exhibits moderate bearing characteristics and no swell potential
when wetted, which are considered relatively stable soils. Spread footing foundations are anticipated
• where sand underlies the foundations. The claystone exhibited a low to moderate swell potential.
Where claystone and clay are encountered, as in Test Hole 3, drilled pier foundations and alternative
floor systems may be required. Shallow groundwater levels are expected near and east of the Lupton
Bottom Ditch. Construction depths may be limited in those areas. Site-specific geotechnical
investigations are recommended for each structure to determine site-specific soil strengths, swell
potentials and groundwater levels. Flood potential and drainage for low-lying lots should also be
considered when planning construction.
ROADWAYS-. In the event that the roadways are to be paved, a geotechnical investigation is
recommended so that the pavement structure can be designed for the appropriate soil and traffic
conditions. The sand generally provides good soil support for pavement structures, however, shallow
ground water depths near the irrigation ditch may reduce soil support characteristics, requiring
• additional stabilization.
Feb 27 O7 O2: 49p SCHAEFER FIMRMCIRL MGMT 303 770-1041 p. 15
Engineering Geology Report
• Job 14o. 15226-L
Page 5
• ONSITF. WASTEWATER SYSTEMS (OWS)' Our percolation tests, presented in a separate report,
indicate generally good percolation rates in the soil for placement of septic systems.Percolation rates
in one of the 4 percolation holes was slow and indicating an engineered system may be required in
that area A low-pressure drip irrigation system is a cost effective OWS for slow percolating soil
conditions. Mounding may be required in low areas. Site-specific percolation investigations for OWS
are required by the County Health Department prior to issuance of a building permit.
GROT,OCTIC HAZARDS. The site observations 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. Refer to OSHA standards for the
appropriate protection methods. •
• LIMITATIONS
This study was preliminary in nature and did not include an extensive exploration program for
the presence of oil, natural gas, uranium or other mineral resources. Based on readily available maps,
literature and field data. Potential sand;gravel and quarry aggregate resources are not believed to..
exist in economic quantities. Although no geologic or soil hazards appear to exist in the present
condition, site-specific geotechnical and onsite wastewater investigations should be conducted for
each lot
If we can be of further service in discussing the contents of this report, or to conduct site-
specific investigations,pleasL'C81L
CHURCH&Associates,Inc. ...•••••••u'u„
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Thom Thomas W. Finley .G. "�� �°10516 ':toy:
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Feb 27 07 02: 49p SCHREFER FINANCIRL MGMT 303 770-1041 p. 16
• LIST OF REFERENCES
Colton,Roger B., 1978,Geologic Map of the Boulder-Fort Collins-Greeley Area, Colorado: U.S.
Geological Survey Map I-855-G
Johnson,Erin 1,and Himmeireich, 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,RR, and Wicldein, P.C., 1974,Atlas of Sand,Gravel,and
Quarry Aggregate Resources Colorado Front Range Counties: Colorado Geological Survey Special
Publication 5-B
•
Tweto, Ogden, 1979, Geologic Map of Colorado: U.S. Geological Survey
, 1980, Soil Survey of Weld County (Northern part, Southern part), Colorado: U.S.
Department of Agriculture Soil Conservation Service
•
•
Feb 27 07 02: 49p SCHREFER FINANCIAL MGMT 303 770-1041 p. 17
PROPOSED MOOREA MANOR NORTH SCALE
• 1 . 50,000
PART OF THE W 12 SECTION 2,
T. 2 N., R. 67 W. OF THE 6TH P.M. i
WELD COUNTY, COLORADO N
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`o.7, RIDGE JI. \. .
-.'.4,9 Via"_. �p ._-.• .. virn •'1 '
.3'-={a_ % a� �I . ''�.S ice=-
,
-.. 7rI•CT . Ctd .•
.I 99UH
y
jr.l l U I' S Grotel
R. 67 W. I R. 66 W.
lu-
• VICINITY MAP
JOB NO. 15226-L FIGURE 1
• •
• U.
N
PROPOSED MOOREA MANOR NORTH SCALE
1" = 300' �
PART OF THEW 1/2 SECTION 2, .
T. 2 N., R. 67 W. OF THE 6TH P.M. ro
WELD COUNTY,COLORADO n i
0
t
.- 1JLOTÔ TH3 LOT5 LOT LOT3 LOT2 LOTI N
TH 2 I I
I OE I, • dr M
2O 4% I I TO I TM I N A
% %
SLOPE I SLOPE I I I a -n
Ci
(L017 � . 2
a
QB I o
I • LOT — _ — x
Li ........— —ID — ----4.
QE I l -i
9 _ � I — — . 47
a
. 4)
J
TH I . - TEST HOLE o
QE - QUATERNARY EOLIUM, WIND-BLOWN CLAY, SILT, SAND AND GRANULES
08 - BROADWAY ALLUVIUM - SAND & GRAVEL DEPOSITS BY THE SOUTH PLATTE RIVER 9 - OIL/GAS WELL p
OPP - POST-PINEY CREEK ALLUVIUM - DARK GREY HUMIC, SANDY TO GRAVELLY ALLUVIUM .-
THE LOCATION OF EXISTING AND PROPOSED IMPROVEMENTS SHOWN HEREIN;AND THE WELL AND/OR DRAIN FIELD LOCATIONS
STAKED AT THE SITE; ARE NOT THE RESULT OF A PROPERTY SURVEY. IMPROVEMENT LOCATIONS ARE APPROXIMATE. IT IS •
THE PROPERTY OWNER'S RESPONSIBILITY TO DEFINE PROPERTY BOUNDARIES AND ENSURE ALL ONSITE IMPROVEMENTS ARE
• LOCATED WITHIN THE PLATTED SITE AND OUT OF INAPPROPRIATE EASEMENTS. ALL SEPARATION DISTANCES ARE TO BE VERIFIED
PRIOR TO EXCAVATION.
SITE GEOLOGY AND LOCATION OF -o
JOB NO. 15226-L • EXLORATORY BORINGS FIGURE 2 m
Feb 27 07 02: 50p SCHAEFER FINANCIAL MGMT 303 770-1041 p. 19
PROPOSED MOOREA MANOR NORTH SCALE
• PART OF THEW 1/2 SECTION 2, 1 ; 50,000
T. 2 N., R. 67 W. OF THE 6TH P.M. III
WELD COUNTY, COLORADO N
LH:
• `--)
• :-Qe r 1! BY•.
_, SITE G'-.- •.e
JI
u
Nv
I . ° I
VI `1 9 0 em I' .
(1
/�
°
QE - QUATERNARY E0LILM, WIND-BLOWN CLAY, SILT, SAND AND GRANULES
QB - BROADWAY ALLUVIUM - ,S`AND a GRAVEL DEPOSITS BY THE SOUTH PLATTE RIVER
QPP - POST-PINEY CREEK ALLUVIUM - DARK GREY HUMIC, SANDY TO GRAVELLY ALLUVIUM
BASED ON USGS MAP 1-855-6
• AREA GEOLOGY
JOB NO. 15226-L FIGURE 3
Feb 27 07 02: 50p SCHAEFER FINANCIAL MGMT 303 770-1041 p. 20
PROPOSED MOOREA MANOR NORTH SCALE
• PART OF THE W 1/2 SECTION 2, 1:37,500
T. 2 N., R. 67 W. OF THE 6TH P.M.
WELD COUNTY, COLORADO
N
I
' - -N
7a }• ` A
, f
/ `, � T3 sioT4 S 1 J • h'Thirili � ;
•
_
r ;I .�/� SITE: •
fr
a •
• •
k
t O
U4 /if 1. �.
i11► • io 7 hs F 4 ::
i4- L. . , t z IN
L.
F-FLOOOP(AIN DEPOSITS
T-TERRACE DEPosrrs
3 -SAND
4-PROBABLE AGGREGATE RESOURCE
WEST I/3 OF SL ELECT SITE LOCATED IN NCR-RESOURCE AREA
EAST 2/3 OF SMELT SITE LOCATEb IN 14 AREA
BASED ON:ATLAS OF SAND, GRAVEL E. QUARRY RESOURCES -COLORADO FRONT RANGE COUNTIES
COLORADO GEOLOGICAL SURVEY SPECIAL PUBLICATION 5-B (1974)
MAP OF SAND, GRAVEL &QUARRY AGGREGEATE RESOURCES
•
JOB NO. 15226-L FIGURE 4
Feb 27 07 02: 50p SCHAEFER FINANCIAL MGMT 303 770-1041 p. 21
PROPOSED MOOREA MANOR SCALE
• PART OF THEW 1/2 SECTION 2, 1' = 2000
T. 2 N., R. 67 W. OF THE 6TH P.M.
WELD COUNTY, COLORADO
r . 13
34 r , s.
72 76 •
s n
ae
1.73set
,r.: 69 /`� SITE
p3 h T N
ci, 3 h g e a. M, s9 a �p �� £
• - �� u ti ,
Ik .4,-;-•• rte..." R R3
72 4. -. #73h � tti i
1 r j r
i-
46 2 6a
& 73 � '-cr { e .
•
72 fi t
I 72
s j
.ice 'i. mrsia
KEY
35 -LOUP$CE.LOAMY sac-0%TO 3%swim
69-VAta77 SAND-0%70 3%Sl.0PF5
72-Vats LOAMY SAND-0%TO,S,%SLOPES
73-VONA LOAMY SAND-3%TO 5%SLOPS
SOIL SURVEY IS BASED ON USDA SOIL SURVEY OF WELD COUNTY, COLORADO
SOIL SURVEY MAP
•
JOB NO. 15226-L FlGURE 5
Feb 27 07 02: 51p SCHREFER FINANCIAL MGMT 303 770-1041 p. 22
TH-1 TH-2 TH-3
- 0 0
• •
•
-
-•:1 42/12 , ] 14/12 .1 1 24/12
-5 • WC= 5.5 WC = 19.7 WC= 3.2 5
DD = 117 - DD= 111
1 -200=21
• - - PI = NP
-10 . 1 33/12 ] 33/12 ..1 31/12
WC = 10.9 WC = 15.0 WC= 12.3 1
-
DD = 117
W_ w
0-15 ., 1 15 Q
1 --
20 . • j 43/12 .•'. 1 44/12 � 50/7
WC= 17.9 _ WC= 16.3 20
- - DD= 117
25 •
- 25
EXPLANATIONS:
® TOPSOIL % WEATHERED CLAYSTONE WITH
j4 SANDSTONE, MOIST, FIRM, GREY AND
YELLOW
SAND,SILTY TO CLAYEY,SLIGHTLY MOIST
TO MOIST,MEDIUM DENSE TO DENSE, CLAYSTONE WITH SANDSTONE.MOIST,
' ' BROWN TO UGHT BROWN ® HARD, GREY AND YELLOW
1 INDICATES Du-,_IH TO FREE WATER AND THE NUMBER OF DAYS AFTER DRIWNG THE
- MEASUREMENT WAS TAKEN
1 6/12 INDICATES THAT 6 BLOWS OF A 140 POUND HAMMER FAWNG 30 INCHES WERE
REQUIRED TO DRIVE A 2.5 INCH O.D. SAMPLER 12 INCHES
NOTES: 1. THE EXPLORATORY BORINGS WERE DRILLED ON 11-7-02 USING A 4-INCH
DIAMETER CONTINUOUS FUGHT AUGER POWERED BY A DEITRICH D-50 DRIWNG RIG.
2. WC = WATER CONTENT(%) DD = DRY DENSITY(PCF)
. -200= PERCENT OF FINES PASSING THE NUMBER 200 SIEVE.
JOB NO. 15226 L LOG OF EXPLORATORY BORING
RGURE 6
Feb 27 07 02: 51p SCHAEFER FINANCIAL MGMT 303 770-1041 p. 23
• 8 I I
. 7 I
6
5
I
o ° I
g. 3
I.11
I
2
CONSOLIDATION UNDER CONSTANT
PRESSURE DUE TO WETTING
1
c 0
I
•
:NS-2
O
3
co
I
a I
O I I I I i
_5
-6
I
I I I .
-8
0.1 1 10 100
APPLIED PRESSURE -ksf
Sample of Silty Sand from TH 1 @ 4'
Natural Dry Unit Weight = 117 PCF
• Natural Moisture Content= 5.5 %
JOB NO. 15226-L SWELL-CONSOLIDATION TEST RESULTS FIGURE 7
Feb 27 07 02: 52p SCHAEFER FINANCIAL MGMT 303 770-1041 p. 24
• S 1 1 i
I III I II
II
7
I
6 -
I
5
O 4
'y
a 3 ,
X
W
2 I II III I
NO MOVEMENT UNDER CONSTANT •
1 PRESSURE DUE TO WETTING
c0 I 1 I III I I
• -1 I I
i
i ii
fn _3
co
o
i
P •
0
v 5 I Ill I
-7 i I
0.1 1 10 100
APPLIED PRESSURE-ksf
Sample of Clayey Sand from TH 2 @ 9'
Natural Dry Unit Weight= 118 PCF
• Natural Moisture Content= 15.0 cro
JOB NO. 15226-L SWELL-CONSOLIDATION TEST RESULTS FIGURE 8
Feb 27 07 02: 52p SCHAEFER FINANCIAL MGMT 303 770-1041 p. 25
41
8 " 11 HI
I .
7
5
0 4
k3 1 j nil I
W EXPANSION UNDER CONSTANT
2 PRESSURE DUE TO WETTING
o p
4111 1 I I \'
2
3 I I I I I
ti
y
U
-5 I Ii I I
I
-6 I
-7 _
' ' 0
0.1 1 w 100
APPLIED PRESSURE-ksf .
Sample of Claystone from TH 3 @ 19'
Natural Dry Unit Weight = 117 PCF
• Natural Moisture Content= 16.3 %
JOB NO. 15226-L SWELL-CONSOLIDATION TEST RESULTS FIGURE 9
Feb 27 07 02: 53p SCHAEFER FINANCIRL MGMT 303 770-1041 p. 26
•
CHURCH & Associates, Inc.
Engineers & Geologists
Dana,Colorado 303-463-9317
Evergreen,Colorado 303-816-1455
Cutic Rock,Colorado 303-660-4358
Lowland,C°kaado 970-663.2124
Gradation Test Results
0200 #100 050 #30 #16 48 #4 3/V 3/4' I-12' 3' •
100.0 ♦ 0
1 .1
900 - - • 10
80.0
20
70.0 i
' ' 30
• e
e
e 60.0 ` 40 E
w e
°i 50.0 - 50- Y
X
40.0 0
40 30.0 . .
20.0 - I . I 80
10.0 90
I• I 1000.0
0.01 0.1 I 10 100
Diameter of Particle I,Millimeter
DESCRIPTION: SAND,SILTY,SLIGHTLY MOIST,DENSE,
LIGHT BROWN
GRAVEL 0% HOLE/SAMPLE TH 3
SAND 79% DEPTH 4'
. FINES 21% LIQUID LIMIT NP
MOISTURE 3.2% PLASTICITY INDEX NP
DRY DENSITY(pcf) 111
DATE: 11/25/2002
JOB NAME: WELD 45-ACRE
JOB NUMBER: 15226-L FIGURE 10
•
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