HomeMy WebLinkAbout20032967.tiff Weld County Pining Department
G?:EELEY OFFICE
CONSTRUCTION • AGGREGATES • LEASING • GOLF SFP 2 6 2003
Y`�TLr L. y W
September 24, 2003
Weld County
Department of Planning Services
Attn. Michelle Katyryniuk
1555 N. 17th Avenue
Greeley, CO 80632
RE: Case Number USR-1433
For: Site Specific Development Plan and Special Review Permit for a Kennel,Junkyard,
and Use Permitted as a Use by Right, an Accessory Use, or a Use by Special Review in the
Commercial or Industrial Zone Districts, (Vehicle Service/Repair)in the A (Agricultural
Zone) District.
Dear Michelle:
On behalf of the Hall-Irwin Corporation I am forwarding this letter referring to the case number
above. As you may know, Hall-Irwin has begun the development of our new community,
Berryman Farm, on land in Kersey, adjacent to this property(see attached Site Plan). This
community is envisioned as an upscale addition to the Town and hopes to establish a high quality
of appearance, compatibility, character, form,and enhancement of the area's overall value.
Architectural, site and landscaping design guidelines have been established to assure this
community creates a specific sense of place within the Town and region, and we feel that a junk
yard and kennel are incompatible uses adjacent to our residential community. As directed in the
County's zoning standards,"Uses by Special Review are USES which have been determined to be
more intense or to have potentially greater impact than the Uses Allowed By Right in a particular
zone district. Therefore, Uses by Special Review require additional consideration to ensure that
they are established and operated in a manner that is compatible with existing and planned land
USES in the NEIGHBORHOOD."
Hall-Irwin respectfully requests that this Case Number USR-1433 be carefully reviewed and found
to be incompatible with, "existing and planned land uses in the neighborhood."
We would request that at the very least Sec. 23-2-240. Design Standards,number 10. Buffering or
SCREENING,be strictly enforced,and that extra measures be required to screen this property
from adjacent properties, both from view and noise pollution.
Sincerely yours,
//I //1a4...---- EX11181'�
r� Mark R. Traver S
Director of Development Services _____ _- -
HALL- I RWIN
CORPORATION
2003-2967
3026 4TH AVE. GREELEY. COLORADO 80631 • P.O. BOA 2150 GREELEY. COLORADO 80632
990-352-6059 • 303-654-1684 METRO • 990-352-6284 FAX
Letter of Objection
Directed to: Weld County Zoning Committee
As property owners within the 500 feet radius of Leslie Windyka,case#USR1433, who
is seeking a Commercial Zoned Grant,we would like to state our concerns. We do not
wish to be zoned commercial.
At present we are zoned Agriculture. Our area consists of homes located on small
acreages, I acre to 2 plus acres. We are located close to the city limits of Kersey,with
Road 54 ''A being one of the main roads most commonly used to access in and out of
Kersey. We are concerned about a higher volume of traffic and noise. We also feel that
allowance exceptions would only tend to create more problems if and when the property
would change ownership.
To our knowledge Leslie is on permanent disability, so our concerns with upkeep of the
existing Dog Kennel would only continue to decrease due too her health problems.
It is our understanding that we live in a restricted agricultural area that allows us to have
4 animals per acre. These types of small acreages are more suitable for residential use,
families,and retirees. Historically,properties that exist, surround,or are adjacent to a
Junk Yard,experience a rapid deceleration of value.
As property owners,we do not feel this should be taken lightly. Property investment is
the largest investment most of us have. We are concerned that our property values
continue to increase as it has in the past. In changing the zoning to commercial,we
would loose our suburban feeling of living in the country.
Weld Count/ pia-Pro, Department
OCT 0 7 2003
RECEIVED
August 27, 2003
Weld County Planning Commission
Department of Planning Services
1555 N. 17th Ave.
Greeley, CO 80631
Dear Weld County Planning Commission:
We are writing in regards to Case Number USR-1433 (CR 54 %. outside of Kersey). We
live within 500 feet of the proposed permit site. We are not in favor of either a kennel or
a junkyard at this location as it is a small acreage surrounded by many close neighbors.
Most homeowners in this area have a few animals and attractive, well-kept yards. A
kennel would increase the noise in the neighborhood and a junkyard is surely to decreace
the value of surrounding property. We feel the uniqueness of these clean, attractive
acreages outside of Kersey would be compromised if either of these permits were
granted. Furthermore,we would like to see the property remain zoned for agricultural use
only.
you for your co ideration.
44, ,
Darren Horn and Cynthia Horn
Kersey
Weld County Planning Department
GREET `' OFFICE
AUG 2 9 2003
RECEIVED
August 29, 2003
25644 WCR R 54 V.
Kersey, CO 80644
TO WHOM IT MAY CONCERN:
CASE NUMBER: USR-1433
This is to advise the Weld County Planning Commission that we object to the request made by Leslie
Windyka for the following:
FOR: Site Specific Development Plan and Special Review Permit for a Kennel, Junkyard, and a Use
Permitted as a Use by Right, an Accessory Use, or a Use by Special Review in the Commercial or
Industrial Zone Districts, (Vehicle Service/Repair) in the A(Agricultural)Zone District.
LEGAL DESCRIPTION: Lot A of RE-2174; part N2 SE4 of Section 20, T5N, R64W of the 6t°P.M., Weld
County, Colorado
If her request is approved, we feel that that it would reduce the value of our property which is within 500
feet of her property. We are also concerned with the noise that may be involved with the kennel and
appearance and presentation of the property with the"junkyard"and potential increase in traffic.
We encourage the Commission to NOT approve this request.
Sincerely,
reciagrytElley 4471,
John and Judieth Hillmani/Z(/_ 42-0C9
r0"
Weld County Planning Department
GREELEY OFFICE
AUG 2 5 2003
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Weld County Pfa^nian Denartment
GREELEI
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• Weld County Planning Depart
GREELEY OFFICE
To; Weld County Planning Services JUL 1 8 2003
1555 N. 17 Avenue
Greeley CO. 80631 RECEIVE
From: Ron and Cindy Miller
25615 WCR 54 '/
Kersey CO 80644
Dear Sirs:
We are very apposed to this permit request, of a Kennel, Junkyard and any other
use other than Agriculture. This lot is located beside ours, and does not have the room
for such a development. They are storing too many Vehicles now with out any kind of
permit as it is! She has a small Kennel we hope that stays that way;the Junkyard is out
the question!
Again. We are strongly apposed mum i
Thanks
Ron Miller
r
GEOTECHNICAL ENGINEERING REPORT
SINGLE FAMILY RESIDENCE & SEPTIC SYSTEM
25621 WELD COUNTY ROAD 541/4
KERSEY, COLORADO
PROJECT NO. 21985056
JUNE 8, 1998
Prepared for:
LUIS RAY CONSTRUCTION
CIO NEW HORIZONS
3527 WEST 12TH STREET, SUITE A
GREELEY, COLORADO 80634
ATTN: MR. RICHARD SMOLIK
Prepared by:
Terracon
1289 First Avenue
Greeley, Colorado 80631
EXHIBIT
. n
lierracon
June 8, 1998
1 rerracon
Luis Ray Construction P.O.Box 1744.1289 First Avenue
y Greeley,Colorado 80632-1744
CIO New Horizons (970)351-0460 Fax:(970)353-8639
3527 West 12th Street, Suite A
Greeley, Colorado 80634
.- Re: Geotechnical Engineering Report
Single Family Residence & Septic System
25621 Weld County Road 54-1/4
Kersey, Colorado
Project No. 21985056
Terracon has completed a geotechnical engineering exploration for the proposed single
family residence and septic system to be located at 25621 Weld County Road 54-1/4 in
Kersey, Colorado.
The results of our engineering study, including the boring location diagram, laboratory test
results, test boring records, and the geotechnical recommendations needed to aid in the
design and construction of foundations, septic system and other earth connected phases of
this project are attached.
The subsoils at the site consisted predominantly of a silty sand layer extending to the depths
'- explored and/or to the weathered bedrock stratum. The weathered
claystone/siltstone/sandstone bedrock formation was encountered beneath the upper soils
and extends to the depths explored. The sand layer exhibits low expansive potential and
-- moderate bearing capacity characteristics. It is Terracon's understanding the structure is to
be supported by a reinforced conventional-type spread footing foundation system. Based
on the subsurface soils encountered, it is our opinion that the proposed foundation system is
suitable for the type of construction proposed and the site is also suitable for construction of
a standard septic system. Further details are provided in this report.
We appreciate the opportunity to be of service to you on this phase of your project. If you
have any questions concerning this report, or if we may be of further service to you, please
do not hesitate to contact us at 970/351-0460.
Sincerely,
TERRACON
Prepay by: 'r. Reviewed by:
Q 277'12Laic O`0a lc
David A. Richer, P.E. "1 Larry G. ell, P.E.
Office Manager/Geotechnical Engineer Regional Manager
Copies to: Addressee (3)
/'1
Arizona ■Arkansas •Colorado ■Idaho III Illinois •Iowa •Kansas ■Minnesota ■Missouri ■Montana
Nebraska ■Nevada •New Mexico •North Dakota I.Oklahoma !•Tennessee •Texas •Utah •Wisconsin •Wyoming
Quality Engineering Since 1965
TABLE OF CONTENTS Terracon
Page No.
Letter of Transmittal ii
INTRODUCTION 1
PROPOSED CONSTRUCTION 1
SITE EXPLORATION 2
Field Exploration 2
Laboratory Testing 3
SITE CONDITIONS 3
SUBSURFACE CONDITIONS 3
Soil Conditions 3
Field and Laboratory Test Results 4
Groundwater Conditions 4
CONCLUSIONS AND RECOMMENDATIONS 5
Geotechnical Considerations 5
Conventional-Type Spread Footing Foundation Systems 5
Crawl Space and/or Basement Construction 6
Conventional Floor Slab Design and Construction 7
Septic System Construction 8
Earthwork 8
Site Clearing and Subgrade Preparation 8
Excavation 9
Fill Materials 9
Placement and Compaction 10
Compliance 10
Excavation and Trench Construction 11
— Drainage 11
Surface Drainage 11
GENERAL COMMENTS 12
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Geotechnical Engineering Exploration Terracon
Luis Ray Construction
Project No. 21985056
TABLE OF CONTENTS (cont'd)
APPENDIX A
Site Plan and Boring Location Diagram
Logs of Borings
APPENDIX B
General Notes
iv
Terracon
GEOTECHNICAL ENGINEERING REPORT
.. SINGLE FAMILY RESIDENCE&SEPTIC SYSTEM
25621 WELD COUNTY ROAD 54-1/4
KERSEY, COLORADO
PROJECT NO. 21985056
JUNE 8, 1998
INTRODUCTION
_ This report contains the results of our geotechnical engineering exploration for the
proposed single family residence and septic system to be located at 25621 Weld County
Road 54-1/4 in Kersey, Colorado.
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
• subsurface soil and bedrock conditions
• groundwater conditions
• foundation design and construction
• crawl space or basement construction
• floor slab design and construction
• septic system
• earthwork
• drainage
The conclusions and recommendations contained in this report are based upon the results
of field and laboratory testing, engineering analyses, our experience with similar soil
conditions and structures and our understanding of the proposed project.
PROPOSED CONSTRUCTION
Based on the information provided, the development is to consist of a single family
residence with garden level and/or basement construction. The residence will have wood
frame construction with brick veneer and will be supported by a reinforced conventional-
type spread footing foundation system. An individual sewage disposal system (I.S.D.S) is
planned to the north of the proposed residence. Final site grading plans were not available
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Geotechnical Engineering Exploration
Luis Ray Construction Terracon
Project No. 21985056
prior to preparation of this report, however, ground floor levels are anticipated to be at or
approximately two (2) feet above existing site grades.
SITE EXPLORATION
The scope of the services performed for this project included a site reconnaissance by a
geotechnical engineer, a subsurface exploration program, laboratory testing and
engineering analysis.
Field Exploration
.. A total of eight (8) test borings were drilled on May 20, 1998 to depths of two and one-half
(2-1/2) to fifteen (15) feet at the locations shown on the Site Plan, Figure 1. Two (2)
•-^ borings were drilled within the footprint of the proposed residence and six (6) borings were
drilled in the area of the proposed septic system. Percolation tests were conducted in
accordance with Weld County requirements. All borings were advanced with a truck-
—
mounted drilling rig, utilizing 4-inch diameter solid, stem augers.
The borings were located in the field by pacing from existing site features and property
boundaries. Elevations were taken at each boring location by measurements with an
engineer's level from a temporary bench mark (TBM) shown on the Site Plan. The
accuracy of boring locations and elevations should only be assumed to the level implied by
the methods used.
Continuous lithologic logs of each boring were recorded by the geotechnical engineer
during the drilling operations. At selected intervals, samples of the subsurface materials
were taken by pushing thin-walled Shelby tubes, or by driving split-spoon samplers.
Penetration resistance measurements were obtained by driving the split-spoon into the
subsurface materials with a 140-pound hammer falling 30 inches. The penetration
resistance value is a useful index to the consistency, relative density or hardness of the
materials encountered.
Groundwater measurements were made in each boring at the time of site exploration, and
24 hours after drilling.
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Geotechnical Engineering Exploration
Luis Ray Construction Terracon
Project No. 21985056
Laboratory Testing
All samples retrieved during the field exploration were returned to the laboratory for
observation by the project geotechnical engineer, and were classified in accordance with
the Unified Soil Classification System described in Appendix C. At that time, the field
descriptions were confirmed or modified as necessary and an applicable laboratory testing
program was formulated to determine engineering properties of the subsurface materials.
Boring logs were prepared and are presented in Appendix A.
Selected soil and bedrock samples were tested for the following engineering properties:
• Water content • Consolidation
• Dry density • Expansion
• Compressive Strength
Laboratory test results are presented in Appendix B, and were used for the geotechnical
engineering analyses, and the development of foundation and earthwork
recommendations. All laboratory tests were performed in general accordance with the
applicable ASTM, local or other accepted standards.
SITE CONDITIONS
The site for the proposed construction is a vacant undeveloped lot, north of WCR 54-1/4.
The site is vegetated with medium growth of grass and weeds, and exhibits positive
surface drainage in the north direction. East of the site is residential property, west is a
vacant lot and north is the Latham Ditch.
SUBSURFACE CONDITIONS
Soil Conditions
As seen in the Logs of Borings presented in Appendix A of this report, the subsurface soils
consist predominantly of a sand layer with a varying degree of silt content. Underlying the
upper soils is the weathered claystone/siltstone/sandstone bedrock. The bedrock stratum
3
.— Geotechnical Engineering Exploration
Luis Ray Construction Terracon
Project No. 21985056
.-
- was encountered at approximate depths of eight (8) to eight and half (8-1/2) feet below the
surface in test boring Nos. 1 and 2 and extends to the depths explored.
..
Field and Laboratory Test Results
Field and laboratory test results indicate the sand layer is medium dense in relative density,
exhibiting low swell potential and moderate bearing capacity characteristics. The bedrock
—
stratum exhibits moderate swell potential when inundated with water.
— Percolation tests conducted in the area of the proposed soil absorption bed areas are
summarized as follows:
.— Percolation.Test Results
Test Hole Depth (inches) Soil Percolation Rate Depth to Depth to Bedrock
Classification (minutes/inch) Groundwater(ft) (ft)
3 30 SM 10 NA NA
— 4 30 SM 10 NA NA
5 30 SM 10 NA NA
-
6 30 SM 8 N/A NA
- 7 30 SM 10 NA NA
8 30 SM 15 NA N/A
- Field test results indicate the soils in both areas of the proposed septic system have good
percolation characteristics.
— Groundwater Conditions
Groundwater was observed in the test borings at the time of field exploration and when
— checked 24 hours after drilling at approximate depths of eleven (11) to fourteen (14) feet
below existing site grades. These observations represent only current groundwater
—
4
—
Geotechnical Engineering Exploration
Luis Ray Construction Terracon
Project No. 21985056
conditions, and may not be indicative of other times, or at other locations. Groundwater
levels can be expected to fluctuate with varying seasonal and weather conditions, as well
as irrigation demands on and/or adjacent to the subject site.
CONCLUSIONS AND RECOMMENDATIONS
Geotechnical Considerations
_ The site appears suitable for the proposed construction from a geotechnical engineering
point of view. The following foundation system was evaluated for use on the site:
• conventional-type spread footings and/or continuous grade beams.
Conventional - Type Spread Footing Foundation Systems
Due to the presence of relatively low expansive soils encountered on the site,
conventional-type spread footings and/or continuous grade beams bearing upon
undisturbed subsoils, and/or engineered fill are recommended for support for the proposed
structure. The footings may be designed for a maximum bearing pressure of 1,500 pounds
per square foot (psf) bearing on the undisturbed native subsurface soils a minimum of two
(2) feet above the bedrock stratum. In addition, the footings should be sized to maintain a
minimum dead load pressure 500 psf. If the footings are to be placed within the bedrock
stratum, the footings may be designed for a maximum bearing pressure of 2500 psf along
with a minimum dead load pressure of 750 psf. The design bearing pressure applies to
dead loads plus design live load conditions.
Exterior footings should be placed a minimum of thirty (30) inches below finished grade for
frost protection. Interior footings should bear a minimum of twelve (12) inches below
finished grade. Finished grade is the lowest adjacent grade for perimeter footings and
floor level for interior footings.
Footings should be proportioned to minimize differential foundation movement.
— Proportioning on the basis of equal total settlement is recommended; however,
proportioning to relative constant dead-load pressure will also reduce differential settlement
between adjacent footings. Total settlement resulting from the reported maximum
-- structural loads is calculated to be on the order of one inch or less, for column loads up to
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Geotechnical Engineering Exploration
Terracon
Luis Ray Construction
Project No. 21985056
30 kips. Proper drainage should be provided in the final design to reduce the settlement
potential.
Foundations and masonry walls should be reinforced as necessary to reduce the potential
for distress caused by differential foundation movement. The use of joints at openings or
other discontinuities in masonry walls is recommended.
Foundation excavations should be observed by the geotechnical engineer. If the soil
conditions encountered differ from those presented in this report, supplemental
recommendations will be required.
-- Basement Garden-Level Construction
Groundwater was not encountered on the site at maximum depths of fifteen (15) feet below
the surface. However, the relatively expansive bedrock stratum was encountered at an
approximate depth of eight (8) to eight and half (8-1/2) feet below existing site grades.
_ Therefore, basement construction is considered feasible on the site provided a perimeter
drainage system is installed around the lower level foundation. is placed a minimum of
three (3) feet above the relatively imperuious bedrock stratum, and a perimeter drainage
system is installed.
To reduce the potential for groundwater, and/or perched surface water to enter the lower
level of the structure, installation of a perimeter drainage system is recommended.
The drainage system, due to the potential fluctuation of groundwater and the shallow depth
to bedrock, should be constructed around the exterior perimeter of the lower level
foundation and should consist of a properly sized perforated pipe, embedded in free-
draining gravel, placed in a trench at least twelve ('12) inches in width. The trench should
be offset from the exterior edge of the nearest foundation at least twelve (12) inches. The
gravel should extend a minimum of three (3) inches beneath the bottom of the pipe and
extend to the bottom of the foundation wall slab.
Additional exterior perimeter drain design and construction recommendations are as follow:
• The drainage system should slope at least 1/8 inch per foot and should empty
into a suitable outlet, such as a sump and pump system located in the
basement.
r
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Geotechnical Engineering Exploration
Luis Ray Construction Terracon
Project No. 21985056
• The underslab drainage layer should consist of a minimum 8-inch thickness of
free-draining gravel meeting the specifications of ASTM C33, Size No. 57 or 67.
Conventional Floor Slab Design and Construction
It is anticipated that low expansive soils will support the floor slab. Some differential
movement of a slab-on-grade floor system is possible should the subgrade soils increase
in moisture content. To reduce potential slab movements, the subgrade soils should be
prepared as outlined in the " Earthwork " section of this report.
Additional floor slab design and construction recommendations are as follows:
• Positive separations and/or isolation joints should be provided between slabs and all
foundations, columns or utility lines to allow independent movement. If a monolithic
slab is used, it should be reinforced between the foundations and slab.
• Contraction joints should be provided in slabs to control the location and extent of
cracking. The American Concrete Institute (ACI) recommends the control joint
spacing in feet for nonstructural slabs should be 2 to 3 times the slab thickness in
inches in both directions. Sawed or tooled joints should have a minimum depth of
25% of slab thickness plus 1% inch.
• Interior trench backfill placed beneath slabs should be compacted in accordance with
recommended specifications outlined below.
• In areas subjected to normal loading, a minimum 4-inch layer of clean-graded gravel
or aggregate base course should be placed beneath interior slabs. For heavy
loading, reevaluation of slab and/or base course thickness may be required.
• A minimum 8-inch layer of free-draining gravel should be placed beneath basement
floor slabs in conjunction with the underslab drainage system.
• Floor slabs should not be constructed on frozen subgrade.
• Other design and construction considerations, as outlined in the ACI Design Manual,
Section 302.1R are recommended.
Septic System Construction
7
Geotechnical Engineering Exploration
Luis Ray Construction Terracon
Project No. 21985056
Field test results indicate that construction of a standard septic system and leach field (soil
absorption bed) is feasible for construction on the site in the general vicinity of percolation
test holes 3 through 8. The system should be designed in accordance with applicable
state and county requirements and should be located at the minimum distances from all
pertinent ground features described in Weld County regulations. An average percolation
rate of 12 minutes per inch is recommended for design purposes.
No groundwater was encountered in the soil profile boring located at the proposed soil
absorption bed. However, the bedrock stratum was encountered at an approximate depth
of eight and half (8-1/2) feet below the surface. Therefore, the leach field may be
constructed at a depth of one (1) to two (2) feet from existing site grades.
Additional design criteria for standard septic system construction are as follows:
• Based upon the proposed residence containing 3 to 4 bedrooms, the
proposed soil absorption bed should include an approximate area of 868 to
—. 1158 square feet of trench in plan view, for 3 to 4 bedrooms respectively.
• A minimum of 1,000 to 1,250-gallon capacity septic tank should be used in
the design and construction, for 3 to 4 bedrooms respectively.
• Distribution lines within the soil absorption bed should consist of 3- or 4-inch
diameter perforated plastic or similar pipe approved in governing
regulations. Distribution lines should be placed the full length of the
proposed absorption bed or trench and should not exceed 100-feet in
length. Distribution lines should be spaced at a maximum of 6-feet on
center with the perimeter lines placed within 3 feet of all sides in the
absorption bed.
• Absorption beds should be backfilled with a minimum 12-inch thickness of
clean graded gravel ranging in size from 1/2 to 2-1/2 inches in diameter.
The gravel should extend a minimum of 6-inches below and 2- inches above
the distribution pipes.
• The gravel bed should be completely covered with untreated building paper
prior to final soil cover. Final soil cover should be a minimum of 12-inches in
thickness and suitable for vegetative growth. The surface of the soil cover
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Geotechnical Engineering Exploration
Luis Ray Construction Terracon
Project No. 21985056
should be graded for positive surface drainage and to reduce the possibility
of surface water infiltration.
It is our understanding an "infiltrator" system may be utilized in place of the standard gravel
and pipe leach field. An "infiltrator" system may reduce the required, soil absorption bed
size by approximately 50%. However, approval by the Weld County Health Department
(WCHD) is necessary.
Earthwork
Site Clearing and Subgrade Preparation:
1. Strip and remove existing vegetation, debris, and other deleterious materials
from proposed building and pavement areas. All exposed surfaces should be
free of mounds and depressions which could prevent uniform compaction.
2. If unexpected fills or underground facilities are encountered during site clearing,
"-` such features should be removed and the excavation thoroughly cleaned prior
to backfill placement and/or construction. All excavations should be observed
by the geotechnical engineer prior to backfill placement.
3. Stripped materials consisting of vegetation and organic materials should be
wasted from the site or used to revegetate exposed slopes after completion of
grading operations. If it is necessary to dispose of organic materials on-site,
they should be placed in non-structural areas and in fill sections not exceeding 5
feet in height.
4. The site should be initially graded to create a relatively level surface to receive
fill, and to provide for a relatively uniform thickness of fill beneath proposed
building structures.
5. All exposed areas which will receive fill, floor slabs and/or pavement, once
properly cleared and benched where necessary, should be scarified to a
minimum depth of 8 inches, conditioned to near optimum moisture content, and
compacted.
9
Geotechnical Engineering Exploration
Luis Ray Construction Terracon
Project No. 21985056
• Excavation:
1. It is anticipated that excavations of the upper subsoils for the proposed
construction can be accomplished with conventional earthmoving equipment.
2. Depending upon depth of excavation and seasonal conditions, groundwater
and/or perched surface water, may be encountered in excavations on the site.
Pumping from sumps may be utilized to control water within the excavations.
Well points may be required for significant groundwater flow or where
excavations penetrate groundwater to a significant depth.
•
Fill Materials:
1. Clean on-site granular soils or approved imported materials may be used as fill
— material for the following:
• general •site grading exterior slab areas
• foundation •areas foundation backfill
• interior floor slab areas
2. Frozen soils should not be used as fill or backfill.
3. Imported soils (if required) should conform to the following or be approved by
the Project Geotechnical Engineer
Percent fines by weight
Gradation jASTM C1361
6" 100
3" 70-100
No. 4 Sieve 50-80
No. 200 Sieve 50 (max)
• Liquid Limit 30 (max)
�. • Plasticity Index 15 (max)
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Geotechnical Engineering Exploration
Terracon
Luis Ray Construction
Project No. 21985056
5. Aggregate base, if required, should conform to Colorado Department of
Transportation Class 5 or 6 specifications.
Placement and Compaction:
1. Place and compact fill in horizontal lifts, using equipment and procedures that
will produce recommended moisture contents and densities throughout the lift.
.. 2. No fill should be placed over frozen ground.
3. Materials should be compacted to the following:
Minimum Percent Compaction
Material (ASTM D6981
Subgrade soils beneath fill areas 95
On-site soils or approved imported fill:
Beneath foundations 95
Beneath slabs 95
Beneath pavements 95
Utilities 95
Miscellaneous backfill 90
4. Clay soils placed around or beneath foundations should be compacted within a
moisture content range of optimum to 2 percent above optimum. Clay soils
placed beneath pavement should be compacted within a moisture content range
of 2 percent below to 2 percent above optimum.
5. Granular soils should be compacted within a moisture content range of 3
percent below to 3 percent above optimum unless modified by the project
geotechnical engineer.
Compliance
Performance of slabs-on-grade, foundations and pavement elements supported on
compacted fills or prepared subgrade depend upon compliance with "Earthwork"
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Geotechnical Engineering Exploration
Luis Ray Construction Terracon
Project No. 21985056
— recommendations. To assess compliance, observation and testing should be
performed under the direction of the geotechnical engineer.
Excavation and Trench Construction
Excavations into the on-site soils may encounter caving soils and possibly
groundwater, depending upon the final depth of excavation. The individual
contractor(s) should be made responsible for designing and constructing stable,
temporary excavations as required to maintain stability of both the excavation sides
.- and bottom. All excavations should be sloped or shored in the interest of safety
following local and federal regulations, including current OSHA excavation and
trench safety standards.
The soils to be penetrated by the proposed excavations may vary significantly
across the site. The preliminary soil classifications are based solely on the materials
encountered in widely spaced exploratory test borings. The contractor should verify
that similar conditions exist throughout the proposed area of excavation. If different
subsurface conditions are encountered at the time of construction, the actual
conditions should be evaluated to determine any excavation modifications necessary
to maintain safe conditions.
As a safety measure, it is recommended that all vehicles and soil piles be kept to a
minimum lateral distance from the crest of the slope equal to no less than the slope
height. The exposed slope face should be protected against the elements.
Drainage
• Surface Drainage:
1. Positive drainage should be provided during construction and maintained
throughout the life of the proposed facility. Infiltration of water into utility or
foundation excavations must be prevented during construction. Planters and
other surface features which could retain water in areas adjacent to the building
or pavements should be sealed or eliminated.
/1
12
Geotechnical Engineering Exploration
Terracon
Luis Ray Construction
Project No. 21985056
2. In areas where sidewalks or paving do not immediately adjoin the structure, we
recommend that protective slopes be provided with a minimum grade of
approximately 5 percent for at least 10 feet from perimeter walls. Backfill
against footings, exterior walls and in utility and sprinkler line trenches should be
well compacted and free of all construction debris to reduce the possibility of
moisture infiltration.
3. Downspouts, roof drains or scuppers should discharge into splash blocks or
extensions when the ground surface beneath such features is not protected by
exterior slabs or paving.
4. Sprinkler systems should not be installed within 5 feet of foundation walls.
Landscaped irrigation adjacent to the foundation system should be minimized or
eliminated.
^'1 GENERAL COMMENTS
_ It is recommended that the Geotechnical Engineer be retained to provide a general review
of final design plans and specifications in order to confirm that grading and foundation
recommendations have been interpreted and implemented. In the event that any changes
of the proposed project are planned, the conclusions and recommendations contained in
this report should be reviewed and the report modified or supplemented as necessary.
The Geotechnical Engineer should also be retained to provide services during excavation,
grading, foundation and construction phases of the work. Observation of footing
excavations should be performed prior to placement of reinforcing and concrete to confirm
that satisfactory bearing materials are present and is considered a necessary part of
continuing geotechnical engineering services for the project. Construction testing,
including field and laboratory evaluation of fill, backfill, bearing stratum, concrete and rebar
should be performed to determine whether applicable project requirements have been met.
Terracon Consultants Western, Inc. would appreciate the opportunity to provide these
additional services for continuing from design through construction and to determine the
consistency of field conditions with those data used in our analyses.
The analyses and recommendations in this report are based in part upon data obtained
from the field exploration. The nature and extent of variations beyond the location of test
13
Geotechnical Engineering Exploration
Terracon
Luis Ray Construction
Project No. 21985056
borings may not become evident until construction. If variations then appear evident, it
may be necessary to re-evaluate the recommendations of this report.
Our professional services were performed using that degree of care and skill ordinarily
exercised, under similar circumstances, by reputable geotechnical engineers practicing in
this or similar localities. No warranty, express or implied, is made. We prepared the report
as an aid in design of the proposed project. This report is not a bidding document. Any
contractor reviewing this report must draw his own conclusions regarding site conditions
and specific construction techniques to be used on this project.
This report is for the exclusive purpose of providing geotechnical engineering and/or
testing information and recommendations. The scope of services for this project does not
include, either specifically or by implication, any environmental assessment of the site or
_ identification of contaminated or hazardous materials or conditions. If the owner is
concerned about the potential for such contamination, other studies should be undertaken.
^�
n
14
c�, — ,\
_ D1 ..-�
A0 -' \ \
T�
A \
/ ,V \ \
/ N0.6
N0.7 N
- /,/ \ N0.8 4
\, t0.3
\ N0.54 \
, x\
NO.2 `
\� NO. 1
i
CR
54
W , , -
_ , , ,
, ,
-
- FIGURE 1: SITE PLAN tie
NEW HORIZONS SCALE 1" = lD'
KERSEY COLORADO
- TERRACON PROJECT No. 21985056 1tenaC0n
DRAWN: JUNE 1998 DRAWN BY: RFM(58SLD)
LOG OF BORING NO. 1 Page 1 of 1
OWNER ARCHITECT/ENGINEER
Luis Ray Construction c/o New Horizons
_ SITE 25621 WCR 54-1/4 PROJECT
Kersey, Colorado Single Family Residence with Septic System
SAMPLES TESTS
0 Ot
E a E zx w
DESCRIPTION y z w ac z v H tr
_ Q r w o , �_ ° oz ,
w [r.l v,
C w ti a W at"".O p SSU zFti wy
C7 Approx. Surface Elev.: 96.0 ft. A a z E- x coca 2 CO.. C(na vtaa
0.5 6" TOPSOIL 95.5
SM 1 SS 12" 3 3
SILTY SAND
Brown, moist, loose to medium dense —
2 ST 12" 4 100
3 SS 12" 7 4
5
4 ST 12" 5 103
8.0 88.0
5 SS 12" 8 24 ! 525
WEATHERED
SANDSTONE/CLAYSTONE/SILTSTONE -
BEDROCK 10-
-
Tan, gray, rust, olive, moist, moderately —
hard
_ 12.0 . 84.0
COMPETENT —
SANDSTONE/CLAYSTONE/SILTSTONE —
BEDROCK —
Tan, gray, rust, wet, hard 6 SS 12" 50 21
15.0 81.0
BOTTOM OF BORING 15
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 5-20-98
12.0' W.D. 1 11.0' A.B. BORING COMPLETED 5-20-98
1 err acon RIG CME=55 FOREMAN DAR
WI- Water Checked 24 Hours A.B. APPROVED DAR JOB# 21985056
LOG OF BORING NO. 2 Page 1 of 1
OWNER ARCHITECT/ENGINEER
Luis Ray Construction do New Horizons
SITE 25621 WCR 54-1/4 PROJECT
Kersey, Colorado Single Family Residence with Septic System
�7 SAMPLES TESTS
O to �-— Q •I- m ; F uJ
w 2 o; u w Zx uJ
DESCRIPTION x w a z u E a
a. H U ° aJ O z3 a o f ay
a. to > U 0.O O KU za'D. woks.
Approx. Surface Elev.: 94.5 ft. C] a Z F P cent .a Cn.. roa. cma.
, 0.5 6" TOPSOIL 94.0
SM 1 SS 12" 6 3
SILTY SAND
Brown, moist, loose to medium dense —
2 ST 12" 4 102
3 SS 12" 5 4
5
4 ST 12" 4 106
8.5 86.0 5 SS 12" 7 21
WEATHERED
SANDSTONE/CLAYSTONE/SII.TSTONF —
BEDROCK 10-
-
Tan, gray, rust, olive, moist, moderately —
hard
12.0 82.5
COMPETENT i -
S ANDSTONE/C LA YSTONE/S ILTSTONE
BEDROCK —
Tan, gray, rust, wet, hard a
6 SS 12" 34 17 625
15.0 79.5
BOTTOM OF BORING 15
- THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 5-20-98
\VL. S W = BORING COMPLETED 5-20-98
WL 14.0' .D. 12.0' A.B. 1 err acon RIG CME=55 FOREMAN DAR
WL Water Checked 24 Hours A.B. APPROVED DAR JOB I 21985056
LOG OF BORING NO. 3 Page 1 of 1
OWNER ARCHITECT/ENGINEER
Luis Ray Construction do New Horizons
SITE 25621 WCR 54-1/4 PROJECT
Kersey, Colorado Single Family Residence with Septic System
SAMPLES TESTS
8
F O
v. >- a a Z Z Z F S
a DESCRIPTION Z N >, Z H IO cd
�Z Owz
W vVi D >. W as xV ZFu,e Uu"i Wz
Q
v Approx. Surface Elev.: 94.0 ft. G a Z H a v,m Ma. vta ax2
6" TOPSOIL
0.5 93.5
•
• SM PA 10
SILTY SAND
Brown, moist, loose to medium dense
2.5 91.5
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSmON MAY BE GRADUAL.
^ WATER LEVEL OBSERVATIONS BORING STARTED 5-20-98
WI-
g DRY W.D. T. DRY A.B. i r�rr icon RIG BORING COMPLETED FOREMANa98
CME=55DAR
WL Water Checked 24 Hours A.B. APPROVED DAR JOB s 21985056
LOG OF BORING NO. 4 Page 1 of 1
^ OWNER ARCHITECT/ENGINEER
Luis Ray Construction c/o New Horizons
SITE 25621 WCR 54-1/4 PROJECT
Kersey, Colorado Single Family Residence with Septic System
SAMPLES TESTS
O -• O ° Fr_- w O
V a az
W0-' z wF <
DESCRIPTION >
in m > zN T- o CIL z2 o Z
Q v w O 3 y u, (b c [--Z_
Approx. Surface Elev.: 94.0 ft. Q 5 Z a ym Oa �cnc. nWa¢t
6" TOPSOIL
AA AAA 0.5 93.5
SM PA 10
SILTY SAND —
Brown, moist, loose to medium dense
2.5 91.5
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 5-20-98
WI- g DRY W.D. = DRY A.B. BORING COMPLETED 5-20-98
WL i ie rra
con RIG CME=55 FOREMAN DAR
WI- Water Checked 24 Hours A.B. APPROVED DAR JOB# 21985056
LOG OF BORING NO. 5 Page 1 of 1
OWNER ARCHITECT/ENGINEER
Luis Ray Construction c/o New Horizons
— SITE 25621 WCR 54-1/4 PROJECT
Kersey, Colorado Single Family Residence with Septic System
SAMPLES TESTS
O O r w O
QD U d c4 a Z �F Q U
DESCRIPTION Z Z
µI y 7 w ZC7 .a
F. na. m 14 O 13 �_ L] O W Q
CL C F
a O F-O %"u. vaw oCHZ
Approx. Surface Elev.: 94.0 ft. A a Z F a c°.,m 2 Ca. Cvia aaa�
6" TOPSOIL
- "ww"w" 0.5 93.5
A
SM PA 10
SILTY SAND —
Brown, moist, loose to medium dense
2.5 91.5
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: INSrru,THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 5_20-98
WL g DRY Wit i DRY a B. BORING COMPLETED 5-20-98
WL
ir erracon RIG C111E=55 FOREMAN DAR
WL Water Checked 24 Hours A.B. APPROVED DAR JOB a 21985056
- LOG OF BORING NO. 6 Page 1 of 1
,-� OWNER ARCHITECT/ENGINEER
Luis Ray Construction do New Horizons
'- SITE 25621 WCR 54-1/4 PROJECT
Kersey, Colorado Single Family Residence with Septic System
SAMPLES TESTS
O • F w O
w a a z �H a
= DESCRIPTION = c > F A Zz o Z
— z tail (l) a w (14_1 zct`i ZEN (art-
0 Approx. Surface Elev.: 94.0 ft. A 'a Z F- a' v,m t]a Ovia aa2
" " 6" TOPSOIL
- " " " 0.5 93.5
SM PA 8
SILTY SAND -
Brown, moist, loose to medium dense
2.5 91.5
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSMON MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 5-20-98
WI, g DRY W•D• = DRY A.B. BORING COMPLETED 5-20-98
WI. 1 err acon RIG CME=55 FOREMAN DAR
— WL Water Checked 24 Hours A.B. APPROVED DAR JOB// 21985056
LOG OF BORING NO. 7 Page 1 of 1
OWNER ARCHITECT/ENGINEER
Luis Ray Construction do New Horizons
SITE 25621 WCR 54-1/4 PROJECT
Kersey, Colorado Single Family Residence with Septic System
SAMPLES TESTS
O O O
v a in Z zF 4 V
DESCRIPTION >- zo
d
a. F cn a 0 z0 en Qcz. 0 OFZ
o Approx. Surface Elev.: 93.0 ft. A CO Z Ir' a viii .4 cw Z�a. 0..
AA 6" TOPSOIL
" 0.5 92.5
•
•
•
• SM PA 10
SILTY SAND —
Brown, moist, loose to medium dense
•
5—
•
1 SS 12" 24
8.0 85.0
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 5-20-98
DRY D.
WI, s W. 1 A.B. BORING COMPLETED 5-20-98
WLDRY 1 �erracon RIG CME=55 FOREMAN DAR
- WL Water Checked 24 Hours A.B. APPROVED DAR JOB# 21985056
LOG OF BORING NO. 8 Page 1 of 1
—� OWNER ARCHITECT/ENGINEER
Luis Ray Construction do New Horizons
SITE 25621 WCR 54-1/4 PROJECT
Kersey, Colorado Single Family Residence with Septic System
SAMPLES TESTS
0 O F w O
mg" IFi, W 2- ZY F
DESCRIPTION F m w 0 Z F Q Oz OOWZ
a.
UW OF
ta 'a .7 �- W 0.0 � ado Zi--z W¢Z
t7 Approx. Surface Elev.: 92.5 ft. o Z E•- x vm M Ca avla ars4
""'• 6" TOPSOIL
— " " 0.5 92.0
SM PA 15
SILTY SAND —
Brown, moist, loose to medium dense
2.5 90.0
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSmON MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 5-20-98
WL Q DRY W.D. = DRY A.B. ir�rr icon R BORING COMPLETED FOREMAN
CME=55 DAR
WI' Water Checked 24 Hours A.B. APPROVED DAR JOB a 21985056
GENERAL NOTES
^ DRILLING & SAMPLING SYMBOLS:
SS : Split Spoon - 1%" I.D., 2" O.D., unless otherwise noted PS : Piston Sample
ST : Thin-Walled Tube - 2" O.D., Unless otherwise noted WS : Wash Sample
PA : Power Auger FT : Fish Tail Bit
HA : Hand Auger RB : Rock Bit
DB : Diamond Bit - 4", N, B BS : Bulk Sample
AS : Auger Sample PM : Pressuremeter
HS : Hollow Stem Auger DC : Dutch Cone
WB : Wash Bore
Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch OD split spoon,
except where noted.
WATER LEVEL MEASUREMENT SYMBOLS:
WL : Water Level WS : While Sampling
WCI : Wet Cave In WD . While Drilling
DCI : Dry Cave In BCR : Before Casing Removal
AB : After Boring ACR : After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. In pervious
soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate deter-
mination of ground water levels is not possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION:
Soil Classification is based on the Unified Soil Classification System and ASTM Designations D-2487 and D-2488.
Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; they are described as:
boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200
sieve; they are described as: clays, if they are plastic, and silts if they are slightly plastic or non-plastic. Major con-
stituents may be added as modifiers and minor constituents may be added according to the relative proportions
— — based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in-place
density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff
(CL); silty sand, trace gravel, medium dense (SM).
CONSISTENCY OF FINE-GRAINED SOILS: RELATIVE DENSITY OF COARSE-GRAINED SOILS:
Unconfined Compressive N-Blows/ft. Relative Density
Strength, Ou, psf Consistency 0-3 Very Loose
< 500 Very Soft 4-9 Loose
500 - 1,000 Soft 10-29 Medium Dense
1,001 - 2,000 Medium 30-49 Dense
2,001 - 4,000 Stiff 50-80 Very Dense
4,001 - 8,000 Very Stiff 80+ Extremely Dense
8,001 -16,000 Hard
> -16,000 Very Hard
GRAIN SIZE TERMINOLOGY
RELATIVE PROPORTIONS OF SAND AND GRAVEL Major Component
Descriptive Term(s) Of Sample Size Range
(of Components Also Percent of Boulders Over 12 in. (300mm)
Present in Sample) Dry Weight Cobbles 12 in. to 3 in.
Trace < 15 (300mm to 75mm)
With 15 - 29 Gravel 3 in. to #4 sieve
Modi
fier > 30
(75mm to 4.75mm)
Sand #4 to #200 sieve
RELATIVE PROPORTIONS OF FINES (4.75mm to 0.075mm)
Descriptive Term(s) Silt or Clay Passing #200 sieve
(of Components Also Percent of (0.075mm)
Present In Sample) Dry Weight
Trace < 5
With 5 - 12
Modifier > 12
• 1 rerracon
Form 108-6-85
_ GENERAL NOTES
Sedimentary Rock Classification
DESCRIPTIVE ROCK CLASSIFICATION:
Sedimentary rocks are composed of cemented clay, silt and sand sized particles.
The most common minerals are clay, quartz and calcite. Rock composed primarily
of calcite is called limestone; rock of sand size grains is called sandstone, and rock
of clay and silt size grains is called mudstone or claystone, siltstone, or shale.
Modifiers such as shaly, sandy, dolomitic, calcareous, carbonaceous, etc. are used
to describe various constituents. Examples: sandy shale; calcareous sandstone.
LIMESTONE Light to dark colored, crystalline to fine-grained texture, composed of CaCo3, reacts
readily with HCI.
DOLOMITE Light to dark colored, crystalline to fine-grained texture, composed of CaMg(CO3)2,
harder than limestone, reacts with HCI when powdered.
- CHERT Light to dark colored,very fine-grained texture,composed of micro-crystalline quartz
(Si02), brittle, breaks into angular fragments, will scratch glass.
- SHALE Very fine-grained texture,composed of consolidated silt or clay, bedded in thin layers.
The unlaminated equivalent is frequently referred to as siltstone, claystone or
mudstone.
_^ SANDSTONE Usually light colored, coarse to fine texture,composed of cemented sand size grains
of quartz,feldspar,etc. Cement usually is silica but may be such minerals as calcite,
iron-oxide, or some other carbonate.
CONGLOMERATE Rounded rock fragments of variable mineralogy varying in size from near sand to
boulder size but usually pebble to cobble size (1/2 inch to 6 inches). Cemented
_ together with various cementing agents. Breccia is similar but composed of angular,
fractured rock particles cemented together.
DEGREE OF WEATHERING:
- SLIGHT Slight decomposition of parent material on joints. May be color change.
_ MODERATE Some decomposition and color change throughout.
HIGH Rock highly decomposed, may be extremely broken.
Classification of rock materials has been estimated from disturbed samples.
Core samples and petrographic analysis may reveal other rock types.
- 1 ierracon
Form 109-6.85
i
UNIFIED SOIL CLASSIFICATION SYSTEM
--, Soil Classification
_ Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests"
Group
Symbol Group Namea
Coarse-Grained Soils Gravels Clean Gravels Cu ≥ 4 and 1 s Cc s 35 GW Well-graded gravel"
More than 50% retained on More than 50% of coarse Less than 5% fines°
No.200 sieve fraction retained on Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravelr
No.4 sieve r 0,"
Gravels with Fines Fines classify as ML or MH GM Silty gravel
More than 12% fines° Fines classify as CL or CH GC Clayey gravelr,G."
Sands Clean Sands Cu ≥ 6 and 1 s Cc s 3E SW Well-graded sand
50% or more of coarse Less than 5% finesE
fraction passes Cu < 6 and/or 1> Cc > 3E SP Poorly graded sand'
No.4 sieve Fines classify as ML or MH SM Silty sand°'H.
Sands with Fines
— More than 12% fines° Fines classify as CL or CH SC Clayev sand° "'
Fine-Grained Soils Silts and Clays inorganic PI > 7 and plots on or above"A"lined CL Lean clay",I-,M
50% or more passes the Liquid limit less than 50 —No.200 sieve PI < 4 or plots below "A" line ML SiltK.L.M
Liquid limit —oven dried Organic clay',L,M,N
organic < 0.75 OL
Liquid limit — not dried Organic silt'.L.M,O
Silts and Clays inorganic PI plots on or above"A" line CH Fat clay',L,M
_ Liquid limit 50 or more --- - —
PI plots below "A" line MH Elastic silt',L.M
Liquid limit — oven dried Organic clay', M.P
organic
< 0.75 OH
Liquid limit — not dried Organic silt', M,o
—
Highly organic soils Primarily organic matter,dark in color,and organic odor PT Peat
"Based on the material passing the 3-In. (D�)z KIf soil contains 15 to 29% plus No.200,add
E
(75-mm)sieve. Cu = D�/D10 Cc = D X D "with sand" or"with gravel",whichever is
— elf field sample contained cobbles or r 10 80 predominant.
boulders,or both,add "with cobbles or If soil contains z 15% sand, add "with sand"to 4f soil contains ≥ 30% plus. Na 200
boulders,or both"to rou name. group name.
c g p °If fines classify as CL-ML, use dual symbol GC- name.minantly sand,add "sandy" to group
Gravels with 5 to 12% fines require dual GM,or SC-SM.
symbols: 'Alf soil contains ≥ 30% plus No.200,
— GW-GM well-graded gravel with silt "If fines are organic, add "with organic fines"to predominantly gravel,add "gravelly" to group
GW-GC well-graded gravel with clay group name. name.
GP-GM poorly graded gravel with silt 'If soil contains a 15% gravel, add "with gravel" to Npl ≥ 4 and plots on or above"A" line.
GP-GC poorly graded gravel with clay group name. °Pl < 4 or plots below "A" line.
°Sands with 5 to 12% fines require dual JIf Atterberg limits plot in shaded area,soil is a CL- Ppl
.— plots on or above"A" line.
symbols: ML, silty clay.
SW-SM well-graded sand with silt °PI plots below "A" line.
SW-SC well-graded sand with clay
SP-SM poorly graded sand with silt
SP-SC poorly graded sand with clay
60
For classification of fine-grained soils /
and fine-grained fraction of coarse- /
50 _grained soils /
Equation of "A"-line \a /
/ !p ---- - ----
-- Horizontal at PI = 4 to LL = 25.5. J // \‘-‘then PI = 0.73(LL-20) / O+ „P
W 40 - Equation of "U"- line
// OP - _-- ---
o Vertical at LL = 16 to PI = 7,
z then PI = 0.9(LL-8) // G�
>- 30 /
U // �
Q• 20 / O
_ a // GAO MH OR OH
/
10 /
-/-
4 - s ML0IROL
__ 4
0
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
1lerracon
Form 111-6.85
Hello